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Permit D15-0278 - BRC FAMILY - LOT 2 - NEW SINGLE FAMILY RESIDENCE
BRC FAMILY - 2 4051S126THST D15-0278 City of Tukwila Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 401 6 Permit Number: D15-0278 Address: >93 S 126th St Issue Date: 1/11/2016 Permit Expires On: 7/9/2016 Project Name: BRC FAMILY - 2 Owner: Name: LE TIEN+VUI NGUYEN Address: 205 S 112TH ST, SEATTLE, WA, 98168 Contact Person: Name: BOB RESTER Address: PO BOX 731310, PUYALLUP, WA, 98373 Contractor: Name: BRC FAMILY LLC Address: PO BOX 731310, PUYALLUP, WA, 98373 License No: BRCFAFL901QQ Lender: Name: AMERICAN CONTRACTORS INDEMNITY Address: 625 THE CITY DR S #305 , ORANGE, CA, 92868 Phone: (253) 820-8311 Phone: Expiration Date: 11/18/2016 DESCRIPTION OF WORK: CONSTRUCTIOJN OF A 2878 SQ FT SINGLE FAMILY RESIDENCE WITH A 399 SO. FT ATTACHED GARAGE AND A 144 COVERED PORCH Project Valuation: $382,366.90 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Fees Collected: $10,937.81 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan neIization/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: Water Meter: Volumes: Cut: 80 Fill: 60 Number: 0 No Permit Center Authorized Signature: l l 0 QL ��4 Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 29: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 31: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 33: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 34: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 38: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 40: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 41: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 42: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 45: 'PUBLIC WORKS PERMIT CONDITIONS' 46: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 47: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 48: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 49: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 50: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 51: Any material spilled onto any street shall be cleaned up immediately. 52: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 53: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 54: The Land Altering Permit Fee is based upon an estimated 80 cubic yards of cut and 60 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. 55: 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. 56: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 57: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 60: New grading contours as shown on Public Works permit no. PW08-163 shall be completed as part of this Building permit. Any fill material and/or stockpiles (existing or new) not shown on the above mentioned plans, shall be removed by the Owner's Contractor. Coordinate with the Public Works Project Inspector. 61: Land altering, retaining walls, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by Ages Engineering, LLC, dated October 22, 2015; Cornerstone Geotechnical, Inc., dated June 9, 2006; and subsequent geotechnical evaluations. 62: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 63: Private water service line for the adjacent lot to the East shall be installed as part of this permit. Existing water meter for adjacent lot to the East is located within a private water easement. Coordinate with the Public Works Inspector. 64: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR r 1"1 ,LNtMA �y J 4 4 sy o z J 2 2906 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwNv.Tukwi]aWA.gov Combination Permit No. Project No.: Date Application Accepted: � O) �—t /� Date Application Expires: )-A`)- G —r Y use COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: 734060-0666 Site Address: 4015 S 1.26th St - Tukwila - 98168 PROPERTY OWNER Name: BRC Family Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 CONTACT PERSON — person receiving all project communication Name: Bob Rester Address: P.O. Box 73131.0 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Email: brester@thebrcicom GENERAL CONTRACTOR INFORMATION Company Name: BRC Family Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Contr Reg No.: CC BRCFAFL901 Q Exp Date: 1 1/18/2016 Tukwila Business License No.: BUS-0996177 ARCHITECT OF RECORD Company Name: Rueppell Home Design Architect Name: Darin Rueppell Address: 424 29th St NE - Suite B 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 Drive S #305 r6,7t-y----0range State: CA Zip: 92868 H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 5-9-11.docx Revised: August 2011 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 0 Scope of work (please provide detailed information): AK 6i rz njoa I.t I h[ Ly DETAILED BUIL I ID FORA-M[TION — 1 G1 Yv1 L PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I' floor 1,316 2"d floor 1,562 Garage m carport ❑ 399 Deck — covered m uncovered ❑ 144 Total square footage 3,421 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 9,144.00 fuel type: 1 furnace <100k btu 3 appliance vent 5 1_ thermostat 2 wood/gas stove emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 8,620.00 2 bathtub (or bath/shoNver cmnbo) 1 dishwasher 5 lavatory (bathroom sink) 1 1 water heater (gas) 1 ❑ electric m gas ventilation fan connected to single duct water heater (electric) bidet 1 clothes washer floor drain 1 shower sink 3 water closet lawn sprinkler system 4 gas piping outlets H:\Applications\Fornis-Applications On Line\2011 ApplicationsTonrbination Permit Application Revised 8-9-1 I.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 m ... Water District #125 El.. Highline El.. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila m ... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑... Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): m ...Civil Plans (Maximum Paper Size — 22" X 34") ® ...Technical Information Report (Storm Drainage) ®.. Geotechnical Report ❑... Hold Harmless — (SAO) ® ...Bond ® .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ m ...Total Cut 80 Cubic Yards ❑ .. Work In Flood Zone ® ...Total Fill 60 Cubic Yards [Z Storm Drainage m ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. 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 ................. WO # ...Deduct Water Meter Size .................... ❑ ...Temporary Water Meter Size .............. " WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑ ... Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION 1S REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-I l.docx Revised: 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 l AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTI Signature: Print Name: Robert D Rester AGENT: 10/23/2015 Day Telephone: (253) 820-8311 Mailing Address: P.O. Box 731310 Puyallup Wa 98373 City state zip H:\Applications\Porms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $1,000.00 Erosion prevention $800.00 Water/Sewer/Surface Water $2,000.00 Road/Parking/Access A. Total Improvements $3,800.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume Z cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. $115.00 115.00 (4) QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $_ 23.50 (5) 388.50 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. RECEIVED CITY OF TUKWILA Approved 09.25.02 Last Revised 01/01/14 6az7 ... OCT 2.6 2015 PERMIT CENTER J 'r BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 115.00 (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin I to estimate the pavement mitigation fee. E E Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 45 QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001—10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001—100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 (8) 5.75 (9) g BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H . Transportation Mitigation I. Other Fees Total A through I $ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 0.00 (9) 0.00 (10) 120.75 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. , WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014—12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 91 Clear Form Date Paid: Friday, February 05, 2016 Paid By: BRC FAMILY LLC Pay Method: CHECK 3837 Printed: Friday, February 05, 2016 7:34 AM 1 of 1 RWSYS7EMS DESCRIPTIONS• QUANTITY PermitTRAK $8,163.79 D15-0278 Address: 4051 S 126th St Apn: $8,163.79 DEVELOPMENT $3,887.60 PERMIT FEE R000.322.100.00.00 0.00 $3,883.10 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 $1,264.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $95.00 CONSTRUCTION PLAN REVIEW 11000.345.830.00.00 0.00 $95.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $222.81 TECHNOLOGY FEE R000.322.900.04.00 0.00 $222.81 TOTAL PAID BY RECEIPT: R7278 $8,163.79 Date Paid: Monday, January 11, 2016 Paid By: MERRITT RILEY Pay Method: CREDIT CARD 09136D Printed: Monday, January 11, 2016 8:29 AM 1 of 1 SYSTEMS DESCRIPTIONS• QUANTITY PermitTRAK PAID $2,774.02 D15-0278 Address: Apn:7340600666 $2,774.02 DEVELOPMENT $2,524.02 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,524.02 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 TOTALRECEIPT:..4•' $250.00 $2,774.02 Date Paid: Monday, October 26, 2015 Paid By: MERRITT RILEY Pay Method: CREDIT CARD 01498D Printed: Monday, October 26, 2015 11:13 AM 1 of 1 p"fSYS7EMS INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project lJ 441C Type of Inspection: �t11 1vr�- �IAL Addrls- X Date Called: Special Instructions: 2 Date Wapt� a.m. 4 zel p.m. Request Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Z% Retain a copy with permit V INS P 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: RIW 11C,-/ Type of Inspection: rAL Address: Date Called: Special Instructions: z Date WPt d9 /� a.m. P. Request r: Phone No: Approved per applicable codes. M Corrections required prior to approval. Inspector ip 1 MW 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 permit1�>s` I CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje X, wt l Typ ofI/�nspe ion: I W DJCJ Al CAT IA Address: 40S-5 )X -17+ s-T- Date Cal le : Special Instructions: 2 Wa a .m. p.m. [R!e�questef: Phone No: E) Approved per applicable codes. Ll Corrections required prior to approval. Inspector: Ab/wDate: v `� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD C' Retain a copy with permit [�l S;'- 027 8 IMrPtCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj Type of Inspection: dress: tc s �S Date Called: Special Instructions: 2 Date Want0: a.m. P.m. Requester: Phone No: EnApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: Q f� I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj Ty a of Ins ction: Address: 4015- S 2G'n ST— Date Called: Special Instructions: Date Want ef{; �� p m Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. 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: G t L Type of Inspection: R L Address: 4o15-S 126 P} - T-- Date Called: Special Instructions: 2 Date Wa gd X� a.m. yvrf U .m. 1Ke—que!(ter:' Phone No: ® Approved per applicable codes. Ll Corrections required prior to approval. COMMENTS: Inspector: Date: Q` REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Fv Retain a copy with permit �15�O Z7070 INSP ON 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: Ty of Inspection: Address: 97— Date Called: Special Instructions: Date WantedLa. 16 p.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. 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 Proj t: 9 2C Type of Inspection* ��C rl-4111� Address: dim s 1261 s�— Date Called: Special Instructions: Z Date Want a.rn Request r: Phone No: ® Approved per applicable codes. E] Corrections required prior to approval. 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 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 Proj t: t'L K rAI44)C - 2 Type of Inspection: i� L Address: on-, S 126'g T— Date Called: Special Instructions: Date Wanted: a.m. 7 2- / Requester: Phone No: Approved per applicable codes. L, Corrections required prior to approval. ENTS: Inspector: Date: 4114W 7 ZZ H REINSPECTION PEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C INSPECTION RECORD �, 1 Retain a copy with permit '� ©2?� 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 Proje t: QG Ly - 2u Ty of Inspection: Address: ,l0 15'-26rH T Date Called: Special Instructions: Date Wanted: L /G a.m. Requester: Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. 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 �,5-�'279 INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: i312C �' wI ►� - 2 Type of Inspection: APi fNe, Address: 1r Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone No: 11 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: � 2Z f� /h.� 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 fs_ ® -2-"? ,, M5PECTION 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 ection`:� I A dress: C Date C le : Special Instructions: Date Want a.m. -� p.m. RequesteY: Phone No: Inspector: Date: �— 1 !y _ V 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. K.� INSPECTION RECORD (� Retain a copy with perm t PI —IS 2-7CTION 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 Pr jert: If��� Type of Inspection: Ljd f 7- Lk Address: \r tfo 0- (//� Date Called: Sp ciai Instructions: 4, Date Wanteo` a.m. -` ( p.m. Requester: Phone No: IInspector: IDate: 9- j / —' I REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r16 INSPECTION RECORDf�-aE2,�0 ZPENO. Retain a copy with permit 1 IN 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 a t: Type of Inspection: Irest.- ��( Date Called: Special Instructions: rj /,e Date Want d: a.m. Requester: Phone No: Inspector: 60w� FJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. AUrce. t-v�( Vell INSPECTION RECORD Retain a copy with permit CJ Z7 0 SP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 206) 43 -3670 Permit Inspection Request Line (206) 438-9350 Pro' c Wk Type fdnspection: ( 0Qi iA T15ss: or o^ r Date Ca! ed: Special Instructions: Date Wanted: a.m. 1-1 p.m. Requester. Phone No: Inspector: Date: r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. F INSPECTION RECORD Retain a copy with permit DIS d�701 I ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P�Ject: Type of Inspection:, �t.t Addlrre`fss: ` l�J . Date Called: Special Instructions: Date Wanted: / a.m. S T p.m. Requester: W Phone No: %Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: L a ltcc s I a Q(d 1 j$ (� 1 ob, vW Oc'h ('T t±�L Qc- t'-t ie!ff 1—Q a Inspector: L� I Date- ^/ ec El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. La INSPECTION RECORD _ nN Retain a copy with permit 6 2- -7r M.VZC 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 pret:G ���� Type of Inspection: AddreOs� � � Date Called: Special Instructions: Date Wanted: a.m. T:S'�� p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. M "AF56R ' ROW Inspector: Date:S.S_ / / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �ff INSPECTION RECORD (3 Retain a copy with permit p(f�7b INSKGMN 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 P� M(� TYPe of �n� eon: c Address; l r� I L f 9, ( �j Date Galled: Special Instructions: Date YVanterdJ a.m. P.M. Requester: Phone No: inspector: Date:_ REINSPECTI©N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �3 Retain a copy with permit pis-�z7o ECTION 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 Prpiect: AC-1 Type gf�nspection: I ak -Tyk d ress: o( VSOt( Date Callefy SpecialInstructions: Date Wanted: ( a.m. p.m. Requester:, Phone No: (inspector: Yam- IDate: s - _ 3 — I / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 S011thcenter Blvd., Suite 100. Call to schedule reinspection. I INSPECTION RECORD (5-- 6 L7 60 Retain a copy with permit I ECTION 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 Pro' t: Kc,KKItb, Typ of Inspection: d©� �� � dr �i Date C d: 'ss: Special Instructions: �� Date W teed:` �� a.m. p.m. Requester: Phone No: (Inspector: I�/_G" IDateS� `3 1 6 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a, copy with permit a �7® SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350,44� ` —©k Pro'ect: Type f inspection: 6 — -ARCA— Ad Tess: to C� S) t 12, ` Si < . Date CaI Special Instructions: I Date Wanted: / a.m. — � —(b p.m. Requester: Phone No: Inspector: ,/ C Date: � L _ 2-,�7 /6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /C 0), INSPECTION RECORD po k Retain a copy with permit PE N0. PERMIT NO. CITY OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � 0q Pf re— ?(Cc.c—e- + Prooct �/ Type f Inspection: ° V-5 Address: woc �. Date Called: Special Instructions: t-M.11 _1 Date W nted: /a.m. _ l/ p.m. 1 Requester:' Phone No: Inspector: — (Uate.,q REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Galt to schedule reinspection. /71 r6 INSPECTION RECORD fi(T z 0 Retain a copy with permit Y SPECTION 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: G Type,of Insgectior�: Address: Date Call` : Sp e ial Instructions: A� Date Wanxe �� a.m. -' _ p.m. Request r: Phone No: REINSPECTION PEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I INSPECTION RECORD Retain a copy with permit ��.�-a �� IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'e t: C Type of In p9��c� Address: o f o, f Date Called: Special Instructions: pv 1 Date Want d' a..m. -� �- W p.m. Requester: Phone No: Inspector: Date: �j ro (J 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 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'eCC Type of Ins ctio : jy �.b-1 VLt(<. Address: " / (% i 0 c (2--6 �C_ , .. Date Called: Special Instructions: A Phi Date Wanted: a.m. ` ( ' P.M. Reque ter: Phone No: REINSPEC`TION 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 DfS OL7 10 4 - NSPECTION 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,gIect: Type f Inspection - Add ess: Date Called: Special Instr ctions: Date anted: a.m. 3 - p.m. Requester: Phone No:. Inspector: Dater I i ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPKVON 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 I pe.ction:, 06 P Address: on f3. K- Sf, Date Called: Special Instructions: Date Wanted: a.m. -2-3 - I p.m. Requester: Phone No: ❑ Approved per applicable codes. LI Corrections required prior to approval. COMMENTS: U-cf-la b (0 ✓ �� 0 (inspector: Date) _ L 3 (/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. R �l INSPECTION RECORD Retain a copy with permit 0 Cs--() 27� 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 Type of In ection: d ress: bS- f f , Date Calle : Special Instructions: /t� Date Wanted: a.m. 3-9-1�6 p.m. Requester: Phone No: Inspector: Date �8— `6 u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C INSPECTION RECORD FP1 Retain a copy with permit � '? IP .CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 pr K �- �./ ,V f�� Ty onc f Insp&cti � (tea. d Gc. 070 Address: .61 f � L d65-1Special Date Called: Instructions: Date U�jan d a.m. ` �M " p.m. Requester: Phone No: IInspector: X ( Iuate:2 _ 29` I6� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 3 INSPECTION RECORD r Retain a copy with permit IT-0 VI( N 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 of inspection: �� Address: ,�. 140 F Zb f-k J � Date Called: _ Sp "vial Instructions: ^ Date Wanted: __ a.m. /� 2- 6 -- p.m. Requester: Phone o 7� PVT Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ® S w Inspector: Date: ,2 — i ` —I / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION RECORD Retain a copy with permit ��� 1 IN.. ECTION 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 Put: _ Type of lnspec 1oq: Address: Date Called: Special Instructions: �-� Date Wanted: a.m. y,— f6 p.m. Requester: I Phone No: EJApproved per applicable codes. EI Corrections required prior to approval. COMMENTS: C �• c inspector: L� I Date:_, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f- INSPECTION RECORD 6/5- - (- Retain a copy with permit 1 6 - S -- INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: iA kLi Type of Inspection: P Address: Contact Person: Suite #: Special Instructions: Phone No.: Lp�Approvecl per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:/A, Date: 7//V11 h Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. isming 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 y >s? Retain a copy with permit o,} y INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Q S Sp 4�, AA Address: dot �- S �,�,... Contact Person: Suite #: Special Instructions: Phone No.: ❑ Approved per applicable codes. COMMENTS: r. QP p 4 C - A U i Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: � Inspector: �/L (�,--2,, —Zr � Date: `7l/ �//J, I Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 2878-A BRCF 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. i Authorized Representative mate All Climate Zones R-Valuea U-Factora s- Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°,e n/a n/a 7 Ceiling 49' 0.026 Wood Frame Wal19 k' 21 int 0.056 Mass Wall R-Value' 21 /21 h 0.056 Floor 309 0.029 Below Grade Wall°.k 10/15/21 int + TB 0.042 Slabd R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. I C 11! O' i'.� RECEIVED 4F TUKWILA OCT 7 6 2015 PERMIT CENTER Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑l. 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. 02. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope I 0.5 1 b 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 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%2ORes%2OEnergv.pdf El 0 0.5 El � 0.5 El El El 0 0.5 El *1200 kwh 0.0 1.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. 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. Reserved. " 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. j 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. i Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA Drocedures for sizing cooling systems should be used to determine cooling 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. Project Information Contact Information Plan 2878-A BRCF Heating System Type: O Forced Air Furnace O Heat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperature Instructions —_ - - - Design Temperature Difference (AT) 46 Tukwila I ,_; AT = Indoor (70 degrees) -Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Insulation Attic -R Instructions 49 Single Rafter or Joist Vaulted Ceilings Instructions _ No Vautled Ceilings in this project. Above Grade Walls (see Figure 1) Instructions Floors Instructions - R-30 .s Below Grade Walls (see Figure 1) I Instructions No Below Grade Walls in this project. Slab Below Grade flee Figure 1) _ Instructions No Slab Below Grade in this project. Slab on Grade (see Figure 1) Instructions No Slab on Grade in this project. L � Location of Ducts Instructions Ti - - di ( . Contbned Space u Figure 1. AboveGrade 2,878 Conditioned Volume 9.0 25,902 U-Factor X Area = UA 0.30 ® 169.20 U-Factor X Area = UA 0.026 1,776 46.18 U-Factor Area UA U-Factor Area UA 0.056 F 2,384 133.50 U-Factor Area UA 0.029 1,748 50.69 U-Factor Area UA F-Factor Length UA F-Factor Lel.- J UA Duct Leakage Coefficient 1.00 Sum of UA 399.57 Envelope Heat Load 18,380 Btu I Hour Sum of UA X AT Air Leakage Heat Load 12,868 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 31,248 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,248 Stu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 43,748 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 (07104113) Glazing Schedule Project Information Plan 2878-A Vertical Glazing (Windows and glazed doors) Plan Component ID Description Glazing Ref. U-factor - _ _ - mum,"M _� - HIM MITOM - .. _ - ..IMENIMI - _ _ � IN _� IM M� — IIMBOIN - :. - - 0 0:.M.0 _ - 0 0:. _ IM master Bath MIMMIN - IH � IN I _� - : -... _ - IMIN HIM MI - _� IN : -... _ s IM _� IM 111M_ IM MINE -INMENINIM HIM IM __ IM 111M_ IM IM _ IM IM MI_ Contact Information BRCF Rue ell, Inc. 253 297-8040 R402.3.3 Exception (15 sq. ft. max.) . Width Height Qt. Feet inch Feet inch INMECE =MEMK MMEME MMEME MMIN©E =MEMO MMEME ®MEMO MM =ME©■ =ME©■ MMEME =ME MMEME MMEMN ©©■®� MMEMM MMEME MMEMO =ME= MMOME =MEMO ©©IN©E INMINIE� =MEMO EININ-O MMEME INININ�� INEIIEMO =MEMO =MEMO NEINE�� ININERIO INEINEIN =MEMO MEMO Glazing Area UA .1 MEW . t1 ffl � fIf ffl l � � i 1 1 11 11 111 � 11 111 �I 11 111 Sum of Area and UA 1 564.01 169.20 Area Weighted U = UA/Area 0.30 ENGCNEEMNG 1915 Dayton Ave NE, Renton, WA 98056 Phone: 206.200.8764 Email: elreng33@gmail.com Date: 1 /28/2016 Tn lans Reviewer ity of Tukwila S. i , 4 1_ ('at " ^.'��T V �LIs 1� From: 7ric L. Rice, PE 1A mc'chaniew LR Engineering Eis�rical evisions - Plan Gas Piping roject address: Ciiy c- T!."k'.tiila F?1..ii, r� .� y"V1 iCrt ttachments: _FcuE +gory Per rriq No. _..D1�6'1_JL Plan review tapprovp,, is aubiect to errors and ornIssionn.. Approval oftzrasriaixiurl d:acurtsonts do4 n�af �tt�+'t+�riT t, lO ViOlat:0T;€y' ad of t optod codo or ors=l�arice. 1 t 1~ Pt Of appr0vad l io!d Copy and condiE cns is acikrlo l,m3d cd: Date: Clty of 7U44a BUILDING DIVISION 4015 S. 126th St. Tukwila, WA 98168 Parcel # 7340600666 8 pages of calculations/sketches (supplemental to our previously submitted calculations dated 12/10/15) We are providing this letter and attached calculations and sketches to document our approval of the following revisions: 1) Plan revision to S-1 and an associated additional new foundation detail (29) is being provided in order to better accommodate the actual site grade in the vicinity of the plan right -plan rear corner of the garage. 2) Provide typical foundation step detail (30). Please call or email with any questions. �1G L. Eric L. Rice, PE �tiOF-1 Sct�' ELR Engineering z 34839 �, a REVISIONS No changes sh`!1 hi mndo to the scope of worlt withn.-A. pro, r,prov,-1 of rDv*i iinp nivl^,;�'' C .a'j RE0EVVED FOR BODE COMPLIANCE APPROVED FEB 0 4 20% C�v City of Tukwila BUILDING DIVISION REVISION.,NO.-.1 Dkgewo- 0 7 8 RECEIVED CITY OF TUKWILA JAN 28 2016 PERMIT CENTER � �� ' ��ENGIMEE'itfh+G ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com This Wall in File: C:\Dropbox\1_ELR En Title 29/SD-3-WL-BRC 2878 LOT 2 Job # Dsgnr: ELR Description.... 7 foot wall/no toe slab/wheel load CTS\1 2016\1 Rueppell Home Design\BRC Fam Page: 1 Date: 28 JAN 2016 RetainPro (c) 1987-2015, Build 11.15.12.22 License: KW-06061470 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To : ELR Engineering Criteria Soil Data a Retained Height = 7.00 ft Allow Soil Bearing = 2,025.0 psf Wall height above soil = 0.33 ft Equivalent Fluid Pressure Method Active Heel Pressure - 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 36.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Mlk � Soil Density, Toe = 110.00 pcf" - FootingIlSoil Friction = 0.370 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.80 OK Sliding = 1.52 OK Total Bearing Load = 3,067 Ibs ...resultant ecc. = 11.87 in Soil Pressure @ Toe = 2,022 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,025 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,427 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 18.7 psi OK Footing Shear @ Heel = 53.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,473.4 Ibs less 100% Passive Force = - 1,102.1 Ibs less 100% Friction Force = - 1,134.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' _ Short Term Factor = Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 16.00 5.688 Adjacent Footing Load Adjacent Footing Load = 3,000.0 Ibs Footing Width = 0.38 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 5.58 ft Footing Type Square Footing Base Above/Below Soil _ at Back of Wall 0.0 ft Poisson's Ratio = 0.300 0.785 1,909.7 4,444.9 5,664.0 28.0 75.0 100.0 5.69 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 ELR Engineering Title 29/SD-3-WL-BRC 2878 LOT 2 Page: 2 �00 inrcrrvrerx 1915 Dayton Ave NE Job # Dsgnr. ELR Date: 28 JAN 2016 ' " Renton, WA 98056 Description.... phone: 206.200.8764 7 foot wall/no toe slab/wheel load email: elreng33@gmail.com This Wall in File: C:\Dropbox\1_ELR Engineering\1_ELR_PROJECTS\1_2016\1_Rueppell Home Design\BRC Fam RetainPro (c) 1987.2015, Build 11.15.12.22 License: KW-06061470 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ELR Engineering Footing Dimensions & Strengths Footing Design Results Toe Width = 1.67 ft Toe Heel Heel Width = 2.33 Factored Pressure = 2,427 0 psf Total Footing Width = 4.00 Mu': Upward = 2,753 46 ft-# Footing Thickness = 10.00 in Mu': Downward = 758 1,492 ft-# Mu: Design = 1,995 1,446 ft-# Key Width = 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 18.73 53.14 psi Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 16.00 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = # 5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes &Spacings Cover @ Top 7.00 @ Btm: 3.00 in Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Summary of Overturninq & Resistina Forces & Moments Item .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = 246.1 2.78 684.2 Added Lateral Load = Load @ Stem Above Soil = Total 1,473.4 O.T.M. 3,888.6 Resisting/Overturning Ratio = 1.80 Vertical Loads used for Soil Pressure = 3,066.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. .....RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel = 1,283.3 3.17 4,063.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 550.0 0.83 458.3 Surcharge Over Toe = Stem Weight(s) = 733.3 2.00 1,466.6 Earth @ Stem Transitions= Footing Weighi = 500.0 2.00 1,000.0 Key Weight = Vert. Component = Total = 3,066.6 Ibs R.M.= 6,988.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.103 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. ELR Engineering Title 291SD-3-WL-BRC 2878 LOT 2 Page : 4 - ENctnierrrnrc 1915 Dayton Ave NE Job # Dsgnr: ELR Date: 28 JAN 2016 Renton, WA 98056 Description.... phone: 206.200.8764 7 foot wall/no toe slabiwheel load email: eireng33@gmail.com This Wall in File: C:\Dropbox\1_ELR Engineering\1_ELR_PROJECTS\1_2016\1_Rueppell Home Design\BRC Fam RetainPro (c) 1987-2015, Build 11.15.12.22 License: KW-06061470 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: ELR Engineering 71 'a I 3" ELR Engineering Title 291SD-3-WL-BRC 2878 LOT 2 Page: 5 i .0 `GLIrvalfMak o 1915 Dayton Ave NE Job # Dsgnr: ELR Date: 28 JAN 2016 Renton, WA98056 Description.... phone: 206.200.8764 7 foot wall/no toe slab/wheel load email: elreng33@gmail.com This Wall in File: C:\Dropbox\1_ELR Engineering\1_ELR_PROJECTS\1_2016\1_Rueppell Home Design\BRC Fam RetainPro (c) 1987-2015, Build 11.15.12.22 License : KW-06061470 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: ELR Engineering 1 '7 ... .. . a F O R T E , MEMBER REPORT Main floor, (012816 rev) - crawl space girder 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 16 2" f I', EI' #112` TV 5'10" 1'71/2" a a a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design ReSUit5 Actual; Lotion lllidwed Result! .. _._ Ll) __. ..... m Load: Gom6mation (pattern) -..-..,.... _ Member Reaction (Ibs) 2711 @ 7' 8 1/2" 6563 (3.00") Passed (41%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1194 @ 6' 11 3/4" 3045 Passed (39%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -1742 @ 7' 8 1/2" 2989 Passed (58%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.055 @ 4' 7/16" 0.232 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.067 @ 4' 0.348 I Passed (L/999+) I -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 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. i3eann Len B Ltfpds to Supports tlhs) ujljiDrS aiaf . Availa6ie ltequued: mead; Floor Total Accessories Live 1 - Column - HF 3.00" 3.00" 1.50" 303 1002 1305 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 636 2075 2711 None 3 - Column - HF 3.00" 3.00" 1.50" 341 1202 1543 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Trlbtftary . Dead' Floor Live Lfl�dS. Locahan _-.. „Hiiidtl+0) Coii+imerrtc . 1 - Uniform (PSF) 0 to 15 2" 6' 6" 12.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software operator Job Notes ' j Eric, Ricer ER; FamJy Homo, j ELR -ngh�aering Plan 2878-A (2061200-8764 .efrenrA3@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY ;NITIATIVE 1/28/2016 8:16:03 AM Forte v5.0, Design Engine: V6.4.0.40 BRC 26-1.4TE Page 1 of 1 LL-(2)20 PT HF YP, U.N.O. \ � 11 4x8 DF2 (TYP, U.N.O.) N r5'-9" MAX CLEAR SPAN (U.N.O.) 0 �^ 20" - -� - (TYP, U.N.O.) 2'-6" DIA.x8" THICK FTG. W/(2)#4 EA. WAY (TYP, U.N.O.) 34" DIA.x10" THICK FTG. W/(3)#4 EA. WAY (4 LOC. THIS BEAM LINE) BEAM LINE THIS BEAM LINE POST ABOVE POST ABOVE MAX CLEAR SPAN CK FTG. W/(3)#4 EA. WA NEW DETAIL AM LINE)F- — — — ---- --- - — 6'-10" 5'-10" N L ' I �� A� o cw o� L_ I GARAGE SLAB C) 1 00 SD-1 I NLL STEMWALL (TYP) 00 .I \ I / \ I/ POST MOVED i 4x10 DF2 THIS BEAM LINE '5-1/2" MAX CLEAR SPAN (3)2x4 PT HF2 POST THIS BEM LINE 30" DIA.x10" THICK FTG. i POST ABOVE W/(3)#4 EA. WA l , c 03 i ELR Engineering BRC_2878-A_Lot 24015 S 126th St —Tukwila S-1 (partial)_revised 01 /28/16 .R ENGINEERING 15 Dayton Ave NE Anton, WA 98056 ANCHOR BOLTS OR APPROVED EQUAL AND ( ) MUDSILL )6.200.8764/elreng330gmail.com PER NOTES (7) & (8) ON SHEARWALL SCHEDULE oject: BRC/2878-A/Lot 2/S. 126th St. (�. WHERE OCCURS, U.N.O.) and 41st Ave S./Tukwila GARAGE SLAB -ON -GRADE PER PLAN Ite: 01 /28/ 16 !tail: 29/SD-3 #4 HORZ. AT 14° OC GRANULAR, WELL -COMPACTED, AND FREE -DRAINING BACKFILL 8° 2" COVER 0 i j5 VERT. AT 16" OC-(GRADE 60) �`— 20" MIN. III II I � I - GENERAL NOTES #5 AT 16° OC-VERT, HOOK BARS WITH 24° LAP -(GRADE 60)- 1. CONCRETE STRENGTH(f'c) = 2500 PSI AT 28 DAYS. 2° 2, STEEL REINFORCEMENT IS GRADE 40 (UNLESS NOTED OTHERWISE). EQ. EQ. 10" 3. MINIMUM REBAR COVER = 3" (UNLESS NOTED OTHERWISE). - 4. BACKFILL TO BE FREE -DRAINING, GRANULAR SOIL COMPACTED TO 90% MODIFIED DRNN TO APPROVED OUTFALL PROCTOR, INSTALL 4" DIAMETER PVC PERFORATED DRAIN LINE. OUTFALL TO APPROVE( #5 AT 16° OC-TRANS. 5. LOCATION. CONTRACTOR IS RESPONSIBLE FOR SAFETY, TEMPORARY BRACING AND SHORING DURIP _ - (5)14-CONT. LONG. CONSTRUCTION, 6. WHEN REQUIRED, ALL FLOOR FRAMING AND NOTED CONNECTIONS SHALL BE INSTALLEI PRIOR TO BACKFILLING HIGHER THAN 1/3 OF THE HEIGHT OF THE WALL. "t •• �' 7. WHEN REQUIRED, SLAB -ON -GRADE AT TOE OF WALL SHALL BE POURED AND CURED (7 DAYS MIN.) BEFORE BACKFILLING BEHIND WALL. '> 8. MINIMUM LONGITUDINAL FOOTING REINFORCEMENT IS (2)#4 (UNLESS NOTED OTHERWIS — 9. LOCATE BOTTOM OF FOOTING ON FIRM, UNDISTURBED SOIL A MINIMUM OF 18" BEL0 rr 4 0" ADJACENT GRADE. RETAINING WALL L AT GARAGE N.T.S. LSTA24 AT MUDSILL BUTT JOINTS (WH 4� OCCUR) --] -(l )#4 TYP REINF. PER APPLICABLE DETAIL "V" (MAX.) "H" (MIN.) 4'-0" "V" ANCHOR BOLTS (OR APPROVED EQUAL) AND MUDSILL PER NOTES (7) & (8) ON SHEARWALL SCHEDULE (TYP, U.N.O.) PONY WALL PER PLAN F (WHERE OCCURS) Tnr 3" COVE (MIN., TY u a ° �. a 114 a J a. Q za as°a a �o a. a w z w ww G O G U 0 C.Lo LLJ ~ .w cn �— Q —I I I -III -III -III —I I z - z 24" o - (1 44-1 o 24 FOUNDATION STEP DETAIL v� N.T.S. v,k Y., iC :, pr sit iLG STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN PLAN 2878-A December 10, 2015 CORRECTION LTR# MPN : G,@ C1 �= �I' � ; A I L A Client: BRC Family Hom10 es 4 � DEC 18 2015 Site: Lot 2 TY of Tukwila PERMIT CENTER S. 126th St. & 41 1 A LDING DIVISION Tukwila, WA Calculated by: Eric L. Rice, PE ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 41G WA L. ,' A Al (206) 200-8764 ' Email: elreng33@gmail.com �� �''r z 34839 I � �//// 6 1.,- � 5�02�c6 J ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: Proj ect: 2878-A Job No. 2878ARUMOD120088 Figured by: ELR Checked by: Date: 9/22/2015 Sheet: 2 ELR Engineering was asked to provide permit submittal structural calculations for the proposed Rueppell Home Design plan 2878-A for BRC Family Homes. Our structural engineering information is shown in the "Construction Sketches" section of these calculations and 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 SITE LOCATION = LOT 2 S. 126th ST. & 41st AVE S TUKWILA, WA SEE GENERAL STRUCTURAL NOTES FOR SPECIFIC DESIGN CRITERIA ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Lateral Calculations Title Block Line 1 Project Title: 4, You can change this area Engineer: ELR Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnted:22 SEP 2015, 5:23PM ASCE Seismic Base Shear File=c:0ropboxll ELRE-�111_ELR_-111 201511_RUEP-11BRCFAM-112878-A12878-a.ec6 ENERCALC, INC.1983-2015, Build:6.15.7.30, Ver.6.15.7.30 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 7.5-2 Gridded Ss & Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: Latitude = 47.490 deg North SS = 1.525 g, 0.2 sec response Longitude = 122,283 deg West S 1 = 0.5728 g,1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" :Shear Wave Velocity 600 to 1,200 ftlsec = D ASCE 7-70 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 = 1.525 ASCE 7-10 Eq. 71.4.1 S M1 = Fv' S1 = 0.859 ASCE 7-70 Eq. 71.4-2 Design Spectral Acceleration S Ds S Ms213 = 1.017 S Di S Mi 2l3 = 0.573 ASCE 7-70 Eq. 11.4-3 ASCE 7-70 Eq. 71.4-4 Seismic Design Category = D ASCE 7-70 Table 11.6-1 & -2 Resistinq S stem ASCE 7.10 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed wlwood 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: Category "D" Limit: No Limit Limit = 65 NOTE! See ASCE 7-70 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 = 29.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct' (hn A x) = 0.250 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 = 0.250 sec " Cs " Response Coefficient ASCE 7-10 Section 72.8.1.1 S Ds: Short Period Design Spectral Response = 1.017 From Eq.12.8-2, Preliminary Cs = 0.156 " R " : Response Modification Factor = 6.50 From Eq.12.8-3 & 12.8-4 , Cs need not exceed = 0.353 " I " : Seismic Importance Factor = 1 From Eq.12.8-5 & 12.8-6, Cs not be less than = 0.045 Cs: Seismic Response Coefficient = = 0.1564 Seismic Base Shear ASCE 7-10 Section 72.8.1 Cs = 0.1564 from 12.8.1.1 W ( see Sum Wi below) = 90.10 k Seismic Base Shear V = Cs' W = 14.09 k v Title Block Line 1 Project Title: <. You can change this area Engineer: ELR Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnled:22 SEP 2015. 5:23PM ASIDE Seismic Base Shear File=caDropboxll_ELRE-111_ELR_-111 201511_RUEP-IIBRCFAM-112878-A12878-a.ec6 ENERCALC, INC.1983.2015, Build:6.15.7.30, Ver.6.15.7.30 Vertical Distribution of Seismic Forces ASCE7-10 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height (Wi - Hi) A Cvx Fx=Cvx' V Sum Story Shear Sum Story Moment 2 41.90 20.00 838.00 0.6019 8.48 8.48 0.00 1 48.20 11.50 554.30 0.3981 5.61 14.09 72.10 Sum Wi = 90.10 k Sum Wi' Hi = 1,392.30 k-ft Total Base Shear = 14.09 k Base Moment = 234.2 k-ft Diaphragm Forces: Seismic Design Catego T" to T" ASCE 1-10 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx 2 41.90 8.48 8.48 41.90 8.52 1 48.20 5.61 14.09 90.10 9.80 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 psi' Wpx MAX Req'd Force @ Level ........ 0.40 ' S Ds 1 ' Wpx Fpx : Design Force @ Level ....... WpxSUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 14 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2878-A_Lot 2_ S 126th St_Tukwila_2.wsw WoodWorks® Shearwalls 10.4 Sep. 22, 2015 16:17:48 Level 1 of 2 52' 0' 4' 8' 12' 16' 20' 1 24' 28' 32' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2878-A Lot 2_ S 126th St_Tukwila_2.wsw WoodWorks® Shearwalls 10.4 Sep. 22, 2015 16:17:48 Level 1 of 2 _.... _....... B-.1. Orange=f�electecj+vall(s)-4, 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' 48' 52' i1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.4 2878-A Lot 2 S 126th St Tukwila 2.wsw Project Information COMPANY AND PROJECT INFORMATION C-0 M—pany Project ELR Engineering Plan 2878-A for BRC Family Homes 1915 Dayton Ave NE, Renton, WA 98056 (206)200-8764, elreng33@gmail.com DESIGN SETTINGS Sep. 22, 201517:16:51 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) - - - - 0.50 1.00 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 Regular 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 S1:0.570g Ss:1.520g - - - Fundamental Period E-W N-S Site Location: - T Used Approximate Ta 0.180s 0.180s 0.180s 0.180s Elev: 88ft Avg Air density: 0.0763 lb/cu ft Rigid building - Static analysis Maximum T 0.252s 0.252s 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% WoodWorks® Shearwalls 2878'A Lot 2_ S 126th St -Tukwila _2.wsw Sep. 22, 2015 17:16:51 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 20.00 9.0 Level 11.50 12.0 8.00 Level 1.50 10.0 9.00 Foundation 0.50 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick GU in in Ply Or Gvtv Ibs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 2 Both Struct Sh OSB 40/20 19/32 - 3 Horz 88500 16d Nail N 2 12 Y 1,2 3 Both Struct Sh OSB 40/20 19/32 - 3 Horz 88500 16d Nail N 2 12 Y 1,2 4 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 5 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 6 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 N 1,3 7 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 6 N 1,3 8 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 835001 8d Nail N 3 12 Y 1,2,3 Legeno: Grp - Wall Design Group number, used to reference wall in other tables Surf- Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply - Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof- roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8" Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8", 8d =. 113"x 2-3/8°; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114"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(c) 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 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 2w2 4 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 5 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 6 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 7 Hem -Fir Stud 1.50 6.00 16 0.43 1.20 W6s 8 1 Hem -Fir Stud 1 1.50 5.50 16 1 0.43 1.20 w3 Legend: Wall Grp - Wall Design Group b - Stud breadth (thickness) d - Stud depth (width) Spcg - Maximum on -centre spacing of studs for design, actual spacing may be less. WoodWorks® Shearwalls 2878'A Lot 2_ S 126th St_Tukwi1a_2.wsw Sep. 22, 201517:16:51 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). 4 WoodWorks® Shearwalls 2878-A Lot 2_ S 126th St_Tukwila_2.wsw Sep. 22, 201517:16:51 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS NS W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Ln1, Lev2 6 S->N .60 1572 59.5 59.5 203 1.00 S 203 5366 0.29 6 N->S .60 1554 58.8 58.8 203 1.00 S 203 5366 0.29 Level 1 Ln1, Levl 7 S->N .80 3291 108.2 108.2 271 1.00 S 271 8237 0.40 7 N->S .80 3289 108.1 108.1 271 1.00 S 271 8237 0.40 Line 10 Level 2 Ln10, Lev2 6 S->N .60 1324 36.5 36.5 203 1.00 S 203 7363 0.18 6 N->S .60 1346 37.1 37.1 203 1.00 S 203 7363 0.18 Level 1 Ln10, Levl 8 S->N 1.0 2813 123.2 123.2 638 1.00 S 638 14567 0.19 8 N->S 1.0 2903 127.2 127.2 638 1.00 S 638 14567 0.20 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs ___Res . Line A Level 2 LnA, Lev2 1 W->E 1.0 140 30.0 30.0 339 1.00 S 339 1580 0.09 1 E->W 1.0 165 35.3 35.3 339 1.00 S 339 1580 0.10 Line B Level 1 LnB, Levl 2 W->E 1.0 1.0 3814 715.1 715.1 1133 1133 1.00 A 2265 12083 0.32 2 E->W 1.0 1.0 3940 738.7 738.7 1133 1133 1.00 A 2265 12083 0.33 Line C Level 2 LnC, Lev2 1 W->E 1.0 209 44.0 44.0 339 1.00 S 339 1608 0.13 1 E->W 1.0 251 52.8 52.8 339 1.00 S 339 1608 0.16 Line D LnD, Lev2 3 W->E 1.0 1.0 2420 518.5 518.5 1133 1133 1.00 A 2265 10572 0.23 3 E->W 1.0 1.0 2501 536.0 536.0 1133 1133 1.00 A 2265 10572 0.24 Line J Level 1 LnJ, Levl 4 W->E 1.0 3055 190.9 190.9 833 1.00 S 833 13332 0.23 4 E->W 1.0 3079 192.4 192.4 833 1.00 S 833 13332 0.23 Line N Level 2 LnN, Lev2 6 W->E .60 2113 108.4 108.4 203 1.00 S 203 3961 0.53 6 E->W .60 2115 108.5 108.5 203 1.00 S 203 3961 0.53 Level 1 LnN, Levl 5 W->E 1.0 1.0 3473 408.6 408.6 638 638 1.00 A 1276 10846 0.32 5 E->W 1.0 1.0 3475 408.9 408.9 638 638 1.00 A 1276 10846 0.32 Line O LnO, Levl 1 Both 1.0 244 37.6 37.6 339 1.00 S 339 2200 0.11 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. Woodworks® Shearwalls 2878-A Lot 2_ S 126th St_TAwila_2.wsw Sep. 22, 201517:16:51 HOLD-DOWN DESIGN ( flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap Ibs Crit Res . Line 1 V Elem 0.00 -1.50 121 Refer to upper level 1-1 L End 0.00 0.00 1 984 1656 V Elem 0.00 0.50 242 Refer to upper level V Elem 0.00 2.50 1 494 1844 Refer to upper level V Elem 0.00 9.00 1 488 804 Refer to upper level V Elem 0.00 11.50 369 Refer to upper level V Elem 0.00 14.00 610 Refer to upper level V Elem 0.00 19.00 1 495 938 Refer to upper level 1-1 L Op 1 0.00 24.00 1 1116 1265 1-1 R Op 1 0.00 26.00 1 653 857 V Elem 0.00 27.50 1 485 1199 Refer to upper level 1-1 L Op 2 0.00 32.50 1 1015 896 120 2x sill 1000 0.12 V Elem 0.00 40.50 1 477 1701 Refer to upper level V Elem 0.00 42.50 322 Refer to upper level 1-1 R End 0.00 44.50 2279 1-2 L End 0.00 44.50 1 662 1-2 L Op 1 0.00 45.50 1 0 Line 10 V Elem 35.00 -6.50 1 297 2398 Refer to upper level 10-1 L End 35.00 -5.00 1 1227 2208 10-1 L Op 1 35.00 -2.50 1 1267 1842 10-1 R Op 1 35.00 5.50 1 1184 1752 10-1 L Op 2 35.00 9.00 1 1524 3224 10-1 R Op 2 35.00 13.50 1 1473 2702 V Elem 35.00 18.00 1 313 888 Refer to upper level 10-1 L Op 3 35.00 18.50 1 1203 2773 10-1 R Op 3 35.00 26.50 1 1209 2511 V Elem 35.00 29.00 1 297 2188 Refer to upper level 10-1 L Op 4 35.00 29.50 1 1248 1978 10-1 R Op 4 35.00 32.00 1 1144 1589 10-1 L Op 5 35.00 40.00 1 1181 1562 10-1 R Op 5 35.00 43.00 1 634 V Elem 35.00 44.50 1 302 4437 Refer to upper level Line A V Elem 24.00 -6.50 1 314 1011 Refer to upper level V Elem 26.00 -6.50 1 369 208 161 Refer to upper level V Elem 33.00 -6.50 1 314 208 106 Refer to upper level V Elem 35.00 -6.50 1 369 1011 Refer to upper level Line B B-1 L End 24.00 -5.00 1 7102 821 6280 HDQ8 ^6645 0.95 B-1 L Op 1 26.50 -5.00 1 7336 738 6598 HDQ8 ^6645 0.99 B-1 R Op 1 32.50 -5.00 1 7102 738 6363 HDQ8 ^6645 0.96 B-1 R End 35.00 -5.00 1 7336 821 6515 HDQ8 ^6645 0.98 Line C V Elem 0.00 -1.50 1 460 603 Refer to upper level V Elem 2.50 -1.50 1 551 214 337 Refer to upper level V Elem 9.00 -1.50 1 454 212 242 Refer to upper level V Elem 11.00 -1.50 1 545 56 489 Refer to upper level Line D D-1 L End 0.00 0.00 1 715 V Elem 1.50 0.00 1 10 859 Refer to upper level D-3 L Op 1 11.00 0.00 1 440 V Elem 11.50 0.00 1 2091 3509 Refer to upper level V Elem 17.50 0.00 1 2544 2596 Refer to upper level V Elem 19.00 0.00 1 4802 2472 2330 Refer to upper level Line J J-1 L End 0.00 22.00 1 1800 1084 716 STHD14 3500 0.20 J-1 L Op 1 5.50 22.00 1 1814 752 1063 STHD14 3500 0.30 J-1 R Op 1 8.50 22.00 1 1760 1134 626 STHD14 3500 0.18 J-1 R End 18.50 22.00 1 1774 802 972 STHD14 3500 0.28 Line N V Elem 0.00 44.50 1 1568 Refer to upper level V Elem 3.50 44.50 1 844 Refer to upper level V Elem 10.50 44.50 1 887 1461 Refer to upper level N-1 L End 14.50 44.50 1 4022 1365 2658 STHD14 3500 0.76 N-1 L Op 1 17.50 44.50 1 4411 3109 1303 STHD14 3500 0.37 N-1 R Op 1 29.50 44.50 1 4243 2297 1946 STHD14 3500 0.56 N-1 R End 35.00 44.50 1 4747 2934 1813 STHD14 3500 0.52 Line O 0-1 L End 0.00 52.50 Min 366 185 181 2x sill 1000 0.18 WoodWorks® Shearwalls 2878-A Lot 2_ S 126th St -Tukwila _2.wsw Sep. 22, 201517:16:51 HOLD-DOWN DESIGN ( flexible wind design, continued) 0-1 0-1 0-1 L Op 1 R Op 1 R End 3.00 11.50 14.50 52.50 52.50 52.50 Min Min Min 366 366 366 854 304 871 63 2x sill 1000 0.06 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 -1.50 121 1-1 L Op 5 0.00 0.50 242 1-1 R Op 1 0.00 2.50 1 494 1844 1-1 L Op 2 0.00 9.00 1 488 804 1-1 R Op 5 0.00 11.50 369 1-1 L Op 5 0.00 14.00 610 1-1 R Op 3 0.00 19.00 1 495 938 1-1 L Op 4 0.00 25.50 1 489 697 1-1 R Op 4 0.00 27.50 1 485 1199 1-1 L Op 5 0.00 40.50 1 480 1199 1-1 R Op 5 0.00 42.50 322 1-1 R End 0.00 44.50 1447 Line 10 10-1 L End 35.00 -6.50 1 297 2398 10-1 L Op 1 35.00 9.00 1 302 2065 10-1 R Op 1 35.00 13.50 1 308 1070 10-1 L Op 2 35.00 18.00 1 313 888 10-1 R Op 3 35.00 21.00 717 10-1 L Op 3 35.00 24.00 1020 10-1 R Op 3 35.00 29.00 1 297 2188 10-1 R End 35.00 44.50 1 302 2339 Line A A-1 L End 24.00 -6.50 1 314 1011 A-1 L Op 1 26.00 -6.50 1 369 208 161 2x sill 1000 0.16 A-1 R Op 1 33.00 -6.50 1 314 208 106 2x sill 1000 0.11 A-1 R End 35.00 -6.50 1 369 1011 Line C C-1 L End 0.00 -1.50 1 460 603 C-1 L Op 1 2.50 -1.50 1 551 214 337 2x sill 1000 0.34 C-1 R Op 1 9.00 -1.50 1 454 212 242 2x sill 1000 0.24 C-1 R End 11.00 -1.50 1 545 56 489 2x sill 1000 0.49 Line D D-1 L End 11.50 0.00 1 4647 1596 3050 MSTC66B3-( 4505 0.68 D-1 L Op 1 13.50 0.00 1 4804 1697 3107 MSTC66B3-( 4505 0.69 D-1 R Op 1 17.00 0.00 1 4645 1539 3106 MSTC66B3-( 4505 0.69 D-1 R End 19.00 0.00 1 4802 1756 3046 MSTC66B3-( 4505 0.68 Line N N-1 L End 0.00 44.50 1 1568 N-1 L Op 2 3.50 44.50 1 844 N-1 R Op 1 10.50 44.50 1 887 1461 N-1 L Op 2 21.50 44.50 1 888 1300 N-1 R Op 2 27.00 44.50 1 894 1072 . N-1 R End 35.00 44.50 1 895 1956 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 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load ti WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_Tukwila_2.wsw Sep. 22, 201517:16:51 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 0.00 24.00 1 1092 1092 1-1 Right Opening 1 0.00 26.00 1 967 966 1-1 Left Opening 2 0.00 32.50 1 1259 1258 Line 10 10-1 Left Opening 1 35.00 -2.50 1 172 177 10-1 Right Opening 1 35.00 5.50 1 281 290 10-1 Left Opening 2 35.00 9.50 1 20 21 10-1 Right Opening 2 35.00 13.50 1 247 255 10-1 Left Opening 3 35.00 18.50 1 97 100 10-1 Right Opening 3 35.00 26.50 1 356 368 10-1 Left Opening 4 35.00 29.50 1 157 162 10-1 Right Opening 4 35.00 32.00 1 298 308 10-1 Left Opening 5 35.00 40.00 1 245 253 Line B B-1 Left Opening 1 26.50 -5.00 1 982 1015 B-1 Right Opening 1 32.50 -5.00 1 982 1015 Line J J-1 Left Opening 1 5.50 22.00 1 570 574 J-1 Right Opening 1 8.00 22.00 1 337 340 J-1 Right Wall End 18.50 22.00 1 1426 1437 Line N N-1 Left Wall End 14.50 44.50 1 1439 1440 N-1 Left Opening 1 17.50 44.50 1 537 537 N-1 Right Opening 1 29.50 44.50 1 1727 1728 Line O 0-1 Left Opening 1 3.50 52.50 1 67 67 0-1 Right Opening 1 11.50 52.50 1 67 67 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 1. 1-1 Right Opening 1 0.00 2.50 1 137 135 1-1 Left Opening 2 0.00 9.50 1 36 36 1-1 Right Opening 3 0.00 19.00 1 291 288 1-1 Left Opening 4 0.00 25.50 1 122 121 1-1 Right Opening 4 0.00 27.50 1 191 188 1-1 Left Opening 5 0.00 40.50 1 137 135 Line 10 10-1 Left Opening 1 35.00 9.50 1 170 173 10-1 Right Opening 1 35.00 13.50 1 67 68 10-1 Left Opening 2 35.00 18.00 1 118 120 10-1 Right Opening 3 35.00 29.00 1 164 167 Line A A-1 Left Opening 1 26.50 -6.50 1 40 47 A-1 Right Opening 1 32.50 -6.50 1 40 47 Line C C-1 Left Opening 1 2.50 -1.50 1 61 74 C-1 Right Opening 1 9.00 -1.50 1 59 71 Line D D-1 Left Opening 1 13.50 0.00 1 473 489 D-1 Right Opening 1 16.50 0.00 1 474 490 Line N N-1 Right Opening 1 10.50 44.50 1 634 635 N-1 Left Opening 2 21.50 44.50 1 98 98 N-1 Right Opening 2 26.50 44.50 1 400 400 Legend. Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along Shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction 10 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_ Tukwila _2.wsw Sep. 22, 2015 17:16:51 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs Max v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Ln1, Lev2 6 S->N .60 1351 51.2 51.2 203 1.00 S 203 5366 0.25 6 N->S .60 1345 50.9 50.9 203 1.00 S 203 5366 0.25 Level 1 Lnl, Levl 7 S->N .80 2511 82.5 82.5 271 1.00 S 271 8237 0.30 7 N->S .80 2533 83.3 83.3 271 1.00 S 271 8237 0.31 Line 10 Level 2 Ln10, Lev2 6 S->N .60 1544 42.6 42.6 203 1.00 S 203 7363 0.21 6 N->S .60 1554 42.9 42.9 203 1.00 S 203 7363 0.21 Level 1 Ln10, Levl 8 S->N 1.0 3593 157.4 157.4 638 1.00 S 638 14567 0.25 8 N->S 1.0 3659 160.3 160.3 638 1.00 S 638 14567 0.25 E-W W For HM-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 1 W->E 1.0 318 68.1 68.1 339 1.00 S 339 1580 0.20 1 E->W 1.0 335 71.8 71.8 339 1.00 S 339 1580 0.21 Line B Level 1 LnB, Levl 2 W->E 1.0 1.0 3521 660.2 660.2 1133 1133 1.00 A 2265 12083 0.29 2 E->W 1.0 1.0 3616 678.0 678.0 1133 1133 1.00 A 2265 12083 0.30 Line C Level 2 LnC, Lev2 1 W->E 1.0 362 76.3 76.3 339 1.00 S 339 1608 0.23 1 E->W 1.0 379 79.7 79.7 339 1.00 S 339 1608 0.24 Line D LnD, Lev2 3 W->E 1.0 1.0 2457 526.4 526.4 1133 1133 1.00 A 2265 10572 0.23 3 E->W 1.0 1.0 2561 548.8 548.8 1133 1133 1.00 A 2265 10572 0.24 Line J Level 1 LnJ, Levl 4 W->E 1.0 3651 228.2 228.2 833 1.00 S 833 13332 0.27 4 E->W 1.0 3703 231.4 231.4 833 1.00 S 833 13332 0.28 Line N Level 2 LnN, Lev2 6 W->E .60 1745 89.5 89.5 203 1.00 S 203 3961 0.44 6 E->W .60 1758 90.1 90.1 203 1.00 S 203 3961 0.44 Level 1 LnN, Levl 5 W->E 1.0 1.0 2810 330.6 330.6 638 638 1.00 A 1276 10846 0.26 5 E->W 1.0 1.0 2817 331.4 331.4 638 638 1.00 A 1276 10846 0.26 Line O LnO, Levl 1 W->E 1.0 559 86.0 86.0 339 1.00 S 339 2200 0.25 1 E->W 1.0 557 85.8 85.8 339 1.00 S 339 2200 0.25 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. HIW--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. 12 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_Tukwila_2.wsw Sep. 22, 2015 17:16:51 HOLD-DOWN DESIGN ( rigid wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Shear Tensile ASD Holddown Force [Ibs] Dead Uplift Cmb'd Hold-down Cap Ibs Crit Res . Line 1 V Elem 0.00 -1.50 121 Refer to upper level 1-1 L End 0.00 0.00 1 751 1656 V Elem 0.00 0.50 242 Refer to upper level V Elem 0.00 2.50 1 425 1844 Refer to upper level V Elem 0.00 9.00 1 423 804 Refer to upper level V Elem 0.00 11.50 369 Refer to upper level V Elem 0.00 14.00 610 Refer to upper level V Elem 0.00 19.00 1 425 938 Refer to upper level 1-1 L Op 1 0.00 24.00 1 872 1265 1-1 R Op 1 0.00 26.00 1 463 857 V Elem 0.00 27.50 1 417 1199 Refer to upper level 1-1 L Op 2 0.00 32.50 1 782 896 V Elem 0.00 40.50 1 413 1701 Refer to upper level V Elem 0.00 42.50 322 Refer to upper level 1-1 R End 0.00 44.50 2279 1-2 L End 0.00 44.50 662 1-2 L Op 1 0.00 45.50 0 Line 10 V Elem 35.00 -6.50 1 346 2398 Refer to upper level 10-1 L End 35.00 -5.00 1 1568 2208 10-1 L Op 1 35.00 -2.50 1 1597 1842 10-1 R Op 1 35.00 5.50 1 1513 1752 10-1 L Op 2 35.00 9.00 1 1889 3224 10-1 R Op 2 35.00 13.50 1 1848 2702 V Elem 35.00 18.00 1 362 888 Refer to upper level 10-1 L Op 3 35.00 18.50 1 1516 2773 10-1 R Op 3 35.00 26.50 1 1545 2511 V Elem 35.00 29.00 1 346 2188 Refer to upper level 10-1 L Op 4 35.00 29.50 1 1573 1978 10-1 R Op 4 35.00 32.00 1 1461 1589 10-1 L Op 5 35.00 40.00 1 1488 1562 10-1 R Op 5 35.00 43.00 634 V Elem 35.00 44.50 1 349 4437 Line A V Elem 24.00 -6.50 1 713 1011 Refer to upper level V Elem 26.00 -6.50 1 751 208 543 Refer to upper level V Elem 33.00 -6.50 1 713 208 505 Refer to upper level V Elem 35.00 -6.50 1 751 1011 Refer to upper level Line B B-1 L End 24.00 -5.00 1 6556 821 5735 HDQ8 ^6645 0.86 B-1 L Op 1 26.50 -5.00 1 6733 738 5995 HDQ8 ^6645 0.90 B-1 R Op 1 32.50 -5.00 1 6556 738 5818 HDQ8 ^6645 0.88 B-1 R End 35.00 -5.00 1 6733 821 5912 HDQ8 ^6645 0.89 Line C V Elem 0.00 -1.50 1 797 603 193 Refer to upper level V Elem 2.50 -1.50 1 832 214 618 Refer to upper level V Elem 9.00 -1.50 1 788 212 576 Refer to upper level V Elem 11.00 -1.50 1 823 56 767 Refer to upper level Line D D-1 L End 0.00 0.00 715 V Elem 1.50 0.00 1 10 859 Refer to upper level D-3 L Op 1 11.00 0.00 440 V Elem 11.50 0.00 1 2123 3509 Refer to upper level V Elem 17.50 0.00 1 2583 2596 V Elem 19.00 0.00 1 4916 2472 2444 Refer to upper level Line J J-1 L End 0.00 22.00 1 2151 1084 1067 STHD14 3500 0.30 J-1 L Op 1 5.50 22.00 1 2182 752 1430 STHD14 3500 0.41 J-1 R Op 1 8.50 22.00 1 2104 1134 970 STHD14 3500 0.28 J-1 R End 18.50 22.00 1 2133 802 1332 STHD14 3500 0.38 Line N V Elem 0.00 44.50 1568 Refer to upper level V Elem 3.50 44.50 844 Refer to upper level V Elem 10.50 44.50 1 732 1461 Refer to upper level N-1 L End 14.50 44.50 1 3255 1365 1890 STHD14 3500 0.54 N-1 L Op 1 17.50 44.50 1 3584 3109 475 STHD14 3500 0.14 N-1 R Op 1 29.50 44.50 1 3440 2297 1143 STHD14 3500 0.33 N-1 R End 35.00 44.50 1 3866 2934 932 STHD14 3500 0.27 Line O 0-1 L End 0.00 52.50 1 838 185 653 2x_sill 1000 0.65 14 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_Tukwila_2.wsw Sep. 22, 201517:16:51 HOLD-DOWN DESIGN ( rigid wind design, continued) 0-1 0-1 0-1 L Op 1 R Op 1 R End 3.00 11.50 14.50 52.50 52.50 52.50 1 1 1 836 838 836 854 304 871 534 2x sill 1000 0.53 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 -1.50 121 1-1 L Op 5 0.00 0.50 242 1-1 R Op 1 0.00 2.50 1 425 1844 1-1 L Op 2 0.00 9.00 1 423 804 1-1 R Op 5 0.00 11.50 369 1-1 L Op 5 0.00 14.00 610 1-1 R Op 3 0.00 19.00 1 425 938 1-1 L Op 4 0.00 25.50 1 423 697 1-1 R Op 4 0.00 27.50 1 417 1199 1-1 L Op 5 0.00 40.50 1 416 1199 1-1 R Op 5 0.00 42.50 322 1-1 R End 0.00 44.50 1447 Line 10 10-1 L End 35.00 -6.50 1 346 2398 10-1 L Op 1 35.00 9.00 1 348 2065 10-1 R Op 1 35.00 13.50 1 359 1070 10-1 L Op 2 35.00 18.00 1 362 888 10-1 R Op 3 35.00 21.00 717 10-1 L Op 3 35.00 24.00 1020 10-1 R Op 3 35.00 29.00 1 346 2188 10-1 R End 35.00 44.50 1 349 2339 Line A A-1 L End 24.00 -6.50 1 713 1011 A-1 L Op 1 26.00 -6.50 1 751 208 543 2x sill 1000 0.54 A-1 R Op 1 33.00 -6.50 1 713 208 505 2x sill 1000 0.50 A-1 R End 35.00 -6.50 1 751 1011 Line C C-1 L End 0.00 -1.50 1 797 603 193 2x sill 1000 0.19 C-1 L Op 1 2.50 -1.50 1 832 214 618 2x sill 1000 0.62 C-1 R Op 1 9.00 -1.50 1 788 212 576 2x sill 1000 0.58 C-1 R End 11.00 -1.50 1 823 56 767 2x sill 1000 0.77 Line D D-1 L End 11.50 0.00 1 4718 1596 3121 MSTC66B3-( 4505 0.69 D-1 L.Op 1 13.50 0.00 1 4918 1697 3221 MSTC66B3-( 4505 0.71 D-1 R Op 1 17.00 0.00 1 4716 1539 3177 MSTC66B3-( 4505 0.71 D-1 R End 19.00 0.00 1 4916 1756 3160 MSTC66B3-( 4505 0.70 Line N N-1 L End 0.00 44.50 1568 N-1 L Op 2 3.50 44.50 844 N-1 R Op 1 10.50 44.50 1 732 1461 N-1 L Op 2 21.50 44.50 1 738 1300 N-1 R Op 2 27.00 44.50 1 738 1072 N-1 R End 35.00 44.50 1 743 1956 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 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on Shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load 15 WoodWorks® Shearwalls 2878-A Lot 2_ S 126th St -Tukwila _2.wsw Sep. 22, 2015 17:16:51 DRAG STRUT FORCES ( rigid wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force fibs] Wall or Opening X Y Case ---> <- Line 1 1-1 Left Opening 1 0.00 24.00 1 833 841 1-1 Right Opening 1 0.00 26.00 1 738 744 1-1 Left Opening 2 0.00 32.50 1 960 969 Line 10 10-1 Left Opening 1 35.00 -2.50 1 220 224 10-1 Right Opening 1 35.00 5.50 1 359 366 10-1 Left Opening 2 35.00 9.50 1 26 27 10-1 Right Opening 2 35.00 13.50 1 316 321 10-1 Left Opening 3 35.00 18.50 1 124 126 10-1 Right Opening 3 35.00 26.50 1 455 463 10-1 Left Opening 4 35.00 29.50 1 200 204 10-1 Right Opening 4 35.00 32.00 1 381 388 10-1 Left Opening 5 35.00 40.00 1 313 319 Line B B-1 Left Opening 1 26.50 -5.00 1 907 931 B-1 Right Opening 1 32.50 -5.00 1 907 931 Line J J-1 Left Opening 1 5.50 22.00 1 681 691 J-1 Right Opening 1 8.00 22.00 1 403 409 J-1 Right Wall End 18.50 22.00 1 1704 1728 Line N N-1 Left Wall End 14.50 44.50 1 1164 1167 N-1 Left Opening 1 17.50 44.50 1 434 435 N-1 Right Opening 1 29.50 44.50 1 1398 1401 Line O 0-1 Left Opening 1 3.50 52.50 1 154 154 0-1 Right Opening 1 11.50 52.50 1 154 154 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case --a <--- Line 1 1-1 Right Opening 1 0.00 2.50 1 118 117 1-1 Left Opening 2 0.00 9.50 1 31 31 1-1 Right Opening 3 0.00 19.00 1 250 249 1-1 Left Opening 4 0.00 25.50 1 105 105 1-1 Right Opening 4 0.00 27.50 1 164 163 1-1 Left Opening 5 0.00 40.50 1 118 117 Line 10 10-1 Left Opening 1 35.00 9.50 1 199 200 10-1 Right Opening 1 35.00 13.50 1 78 78 10-1 Left Opening 2 35.00 18.00 1 138 139 10-1 Right Opening 3 35.00 29.00 1 191 193 Line A A-1 Left Opening 1 26.50 -6.50 1 91 96 A-1 Right Opening 1 32.50 -6.50 1 91 96 Line C C-1 Left Opening 1 2.50 -1.50 1 107 ill C-1 Right Opening 1 9.00 -1.50 1 103 107 Line D D-1 Left Opening 1 13.50 0.00 1 480 500 D-1 Right Opening 1 16.50 0.00 1 481 502 Line N N-1 Right Opening 1 10.50 44.50 1 523 527 N-1 Left Opening 2 21.50 44.50 1 81 82 N-1 Right Opening 2 26.50 44.50 1 330 333 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction 17 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_Tukwila_2.wsw Sep. 22, 201517:16:51 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Ibs s .ft Story Shear jibs] E-W N-S Diaphragm Force Fpx [Ibs] E-W NS 2 41942 1632.5 8598 8598 8598 8598 1 48187 1715.5 5268 5268 9766 9766 All 90129 - 13866 13866 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.01; Ev = 0.203 D unfactored; 0.142 D factored; total dead load factor: 0.6 - 0.142 = 0.458 tension, 1.0 + 0.142 = 1.142 compression. 19 WoodWorks® Shearwalls 2878-A Lot 2_ S 126th St_ Tukwila _2.wsw Sep. 22, 201517:16:51 SHEAR RESULTS ( flexible seismic design) N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v int Ext Co C Total V Ibs Res . Line 1 Level 2 Ln1, Lev2 6 Both .60 2947 111.6 111.6 145 1.00 S 145 3833 0.77 Level 1 Lnl, Levl 7 Both .80 4773 156.9 156.9 193 1.00 S 193 5884 0.81 Line 10 Level 2 Ln10, Lev2 6 Both .60 3072 84.7 84.7 145 1.00 S 145 5260 0.58 Level 1 Ln10, Levl 8 Both .57 4933 216.0 216.0 262 1.00 S 262 5973 0.83 E-W W For H/W-Cub ASD Shear Force [pif] 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 1 Both .58 258 55.2 55.2 141 1.00 S 141 658 0.39 Line B Level 1 LnB, Levl 2^ Both .59 .59 3656 685.5 685.5 479 479 1.00 A 959 5114 0.71 Line C Level 2 LnC, Lev2 1 Both .58 348 73.3 73.3 141 1.00 S 141 670 0.52 Line D LnD, Lev2 3 Both .58 .58 2704 579.5 579.5 471 471 1.00 A 943 4399 0.61 Line J Level 1 LnJ, Levl 4 Both 1.0 1828 114.2 114.2 595 1.00 S 595 9523 0.19 Line N Level 2 LnN, Lev2 6^ Both .60 2708 138.9 138.9 145 1.00 S 145 2829 0.96 Level 1 LnN, Levl 5^ Both .65 .65 3832 450.8 450.8 295 295 1.00 A 591 5021 0.76 Line O LnO, Levl 1 Both .72 389 59.8 59.8 175 1.00 S 175 1135 0.34 �egena: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. H/W--Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. 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. 20 -. WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_Tukwi1a_2.wsw Sep. 22, 2015 17:16:51 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-down Cap lbs Crit Res . Line 1 V Elem 0.00 -1.50 121 Refer to upper level 1-1 L End 0.00 0.00 1427 1656 392 163 2x sill 1000 0.16 V Elem 0.00 0.50 242 Refer to upper level V Elem 0.00 2.50 926 1844 Refer to upper level V Elem 0.00 9.00 926 804 190 313 Refer to upper level V Elem 0.00 11.50 369 Refer to upper level V Elem 0.00 14.00 610 Refer to upper level V Elem 0.00 19.00 927 938 222 211 Refer to upper level 1-1 L Op 1 0.00 24.00 1678 1265 299 712 2x sill 1000 0.71 1-1 R Op 1 0.00 26.00 793 857 203 139 2x sill 1000 0.14 V Elem 0.00 27.50 910 1199 Refer to upper level 1-1 L Op 2 0.00 32.50 1474 896 212 791 2x sill 1000 0.79 V Elem 0.00 40.50 905 1701 V Elem 0.00 42.50 322 Refer to upper level 1-1 R End 0.00 44.50 2279 1-2 L End 0.00 44.50 662 1-2 L Op 1 0.00 45.50 0 Line 10 V Elem 35.00 -6.50 689 2398 Refer to upper level 10-1 L End 35.00 -5.00 2153 2208 522 467 2x sill 1000 0.47 10-1 L Op 1 35.00 -2.50 2153 1842 435 746 2x sill 1000 0.75 10-1 R Op 1 35.00 5.50 2077 1752 414 739 2x sill 1000 0.74 10-1 L Op 2 35.00 9.00 2766 3224 762 304 2x sill 1000 0.30 10-1 R Op 2 35.00 13.50 2758 2702 639 695 2x sill 1000 0.69 V Elem 35.00 18.00 715 888 210 36 Refer to upper level 10-1 L Op 3 35.00 18.50 2043 2773 10-1 R Op 3 35.00 26.50 2121 2511 594 204 2x sill 1000 0.20 V Elem 35.00 29.00 689 2188 Refer to upper level 10-1 L Op 4 35.00 29.50 2121 1978 468 611 2x sill 1000 0.61 10-1 R Op 4 35.00 32.00 2006 1589 376 793 2x sill 1000 0.79 10-1 L Op 5 35.00 40.00 2006 1562 369 813 2x sill 1000 0.81 10-1 R Op 5 35.00 43.00 634 V Elem 35.00 44.50 689 4437 Refer to upper level Line A V Elem 24.00 -6.50 578 1011 Refer to upper level V Elem 26.00 -6.50 578 208 49 419 Refer to upper level V Elem 33.00 -6.50 578 208 49 419 Refer to upper level V Elem 35.00 -6.50 578 1011 Refer to upper level Line B B-1 L End 24.00 -5.00 6808 821 194 6181 HDQ8 ^6645 0.93 B-1 L Op 1 26.50 -5.00 6808 738 175 6244 HDQ8 ^6645 0.94 B-1 R Op 1 32.50 -5.00 6808 738 175 6244 HDQ8 ^6645 0.94 B-1 R End 35.00 -5.00 6808 821 194 6181 HDQ8 ^6645 0.93 Line C V Elem 0.00 -1.50 765 603 143 305 Refer to upper level V Elem 2.50 -1.50 765 214 51 602 Refer to upper level V Elem 9.00 -1.50 757 212 50 595 Refer to upper level V Elem 11.00 -1.50 757 56 13 714 Refer to upper level Line D D-1 L End 0.00 0.00 715 V Elem 1.50 0.00 11 859 Refer to upper level D-3 L Op 1 11.00 0.00 440 V Elem 11.50 0.00 2337 3509 Refer to upper level V Elem 17.50 0.00 2843 2596 614 861 Refer to upper level V Elem 19.00 0.00 5191 2472 584 3304 Refer to upper level Line J J-1 L End 0.00 22.00 1077 1084 256 249 STHD14 3500 0.07 J-1 L Op 1 5.50 22.00 1077 752 178 503 STHD14 3500 0.14 J-1 R Op 1 8.50 22.00 1053 1134 268 187 STHD14 3500 0.05 J-1 R End 18.50 22.00 1053 802 190 441 STHD14 3500 0.13 Line N V Elem 0.00 44.50 1568 Refer to upper level V Elem 3.50 44.50 844 Refer to upper level V Elem 10.50 44.50 1137 1461 345 21 Refer to upper level N-1 L End 14.50 44.50 4437 1365 323 3396 STHD14 3500 0.97 N-1 L Op 1 17.50 44.50 4933 3109 735 2559 STHD14 3500 0.73 N-1 R Op 1 29.50 44.50 4752 2297 543 2998 STHD14 3500 0.86 N-1 R End 35.00 44.50 5393 2934 694 3153 STHD14 3500 0.90 Line O 0-1 L End 0.00 52.50 583 185 44 442 2x sill 1000 0.44 21 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St -Tukwila _2.wsw Sep. 22, 2015 17:16:51 HOLD-DOWN DESIGN ( flexible seismic design, continued) 0-1 0-1 0-1 L R R Op 1 Op 1 End 3.00 11.50 14.50 52.50 52.50 52.50 583 583 583 854 304 871 72 351 2x sill 1000 0.35 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 0.00 -1.50 121 1-1 L Op 5 0.00 0.50 242 1-1 R Op 1 0.00 2.50 926 1844 1-1 L Op 2 0.00 9.00 926 804 190 313 2x sill 1000 0.31 1-1 R Op 5 0.00 11.50 369 1-1 L Op 5 0.00 14.00 610 1-1 R Op 3 0.00 19.00 927 938 222 211 2x sill 1000 0.21 1-1 L Op 4 0.00 25.50 927 697 165 395 2x sill 1000 0.40 1-1 R Op 4 0.00 27.50 910 1199 1-1 L Op 5 0.00 40.50 910 1199 1-1 R Op 5 0.00 42.50 322 1-1 R End 0.00 44.50 1447 Line 10 10-1 L End 35.00 -6.50 689 2398 10-1 L Op 1 35.00 9.00 689 2065 10-1 R Op 1 35.00 13.50 715 1070 10-1 L Op 2 35.00 18.00 715 888 210 36 2x sill 1000 0.04 10-1 R Op 3 35.00 21.00 717 10-1 L Op 3 35.00 24.00 1020 10-1 R Op 3 35.00 29.00 689 2188 10-1 R End 35.00 44.50 689 2339 Line A A-1 L End 24.00 -6.50 578 1011 A-1 L Op 1 26.00 -6.50 578 208 49 419 2x sill 1000 0.42 A-1 R Op 1 33.00 -6.50 578 208 49 419 2x sill 1000 0.42 A-1 R End 35.00 -6.50 578 1011 Line C C-1 L End 0.00 -1.50 765 603 143 305 2x sill 1000 0.31 C-1 L Op 1 2.50 -1.50 765 214 51 602 2x sill 1000 0.60 C-1 R Op 1 9.00 -1.50 757 212 50 595 2x sill 1000 0.60 C-1 R End 11.00 -1.50 757 56 13 714 2x sill 1000 0.71 Line D D-1 L End 11.50 0.00 5193 1596 377 3974 MSTC66B3-( 4505 0.88 D-1 L Op 1 13.50 0.00 5193 1697 401 3898 MSTC66B3-( 4505 0.87 D-1 R Op 1 17.00 0.00 5191 1539 364 4016 MSTC66B3-( 4505 0.89 D-1 R End 19.00 0.00 5191 1756 415 3851 MSTC66B3-( 4505 0.85 Line N N-1 L End 0.00 44.50 1568 N-1 L Op 2 3.50 44.50 844 N-1 R Op 1 10.50 44.50 1137 1461 345 21 2x sill 1000 0.02 N-1 L Op 2 21.50 44.50 1137 1300 307 144 2x sill 1000 0.14 N-1 R Op 2 27.00 44.50 1145 1072 253 327 2x sill 1000 0.33 N-1 R End 35.00 44.50 1145 1956 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 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.236 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 22 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_Tukwi1a_2.wsw Sep. 22, 2015 17:16:51 DRAG STRUT FORCES ( flexible seismic design) Level Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 24.00 1584 1584 1-1 Right Opening 1 0.00 26.00 1402 1402 1-1 Left Opening 2 0.00 32.50 1826 1826 Line 10 10-1 Left Opening 1 35.00 -2.50 302 302 10-1 Right Opening 1 35.00 5.50 493 493 10-1 Left Opening 2 35.00 9.50 36 36 10-1 Right Opening 2 35.00 13.50 433 433 10-1 Left Opening 3 35.00 18.50 170 170 10-1 Right Opening 3 35.00 26.50 625 625 10-1 Left Opening 4 35.00 29.50 275 275 10-1 Right Opening 4 35.00 32.00 523 523 10-1 Left Opening 5 35.00 40.00 430 430 Line B B-1 Left Opening 1 26.50 -5.00 942 942 B-1 Right Opening 1 32.50 -5.00 942 942 Line J J-1 Left Opening 1 5.50 22.00 341 341 J-1 Right Opening 1 8.00 22.00 202 202 J-1 Right Wall End 18.50 22.00 853 853 Line N N-1 Left Wall End 14.50 44.50 1587 1587 N-1 Left Opening 1 17.50 44.50 592 592 N-1 Right Opening 1 29.50 44.50 1906 1906 Line O 0-1 Left Opening 1 3.50 52.50 107 107 0-1 Right Opening 1 11.50 52.50 107 107 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Right Opening 1 0.00 2.50 256 256 1-1 Left Opening 2 0.00 9.50 68 68 1-1 Right Opening 3 0.00 19.00 546 546 1-1 Left Opening 4 0.00 25.50 229 229 1-1 Right Opening 4 0.00 27.50 357 357 1-1 Left Opening 5 0.00 40.50 256 256 Line 10 10-1 Left Opening 1 35.00 9.50 395 395 10-1 Right Opening 1 35.00 13.50 155 155 10-1 Left Opening 2 35.00 18.00 274 274 10-1 Right Opening 3 35.00 29.00 381 381 Line A A-1 Left Opening 1 26.50 -6.50 74 74 A-1 Right Opening 1 32.50 -6.50 74 74 Line C C-1 Left Opening 1 2.50 -1.50 102 102 C-1 Right Opening 1 9.00 -1.50 99 99 Line D D-1 Left Opening 1 13.50 0.00 528 528 D-1 Right Opening 1 16.50 0.00 530 530 Line N N-1 Right Opening 1 10.50 44.50 813 813 N-1 Left Opening 2 21.50 44.50 126 126 N-1 Right Opening 2 26.50 44.50 513 513 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of.• Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction 24 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St —Tukwila _2.wsw Sep. 22, 2015 17:16:51 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Ibs s .ft Story Shear [Ibs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 2 41942 1632.5 8598 8598 8598 8598 1 48187 1715.5 5268 5268 9766 9766 All 90129 - 13866 13866 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.01; Ev = 0.203 D unfactored; 0.142 D factored; total dead load factor: 0.6 - 0.142 = 0.458 tension, 1.0 + 0.142 = 1.142 compression. 26 WoodWorks® Shearwalls 2878-A Lot 2_ S 126th St_Tukwila_2.wsw Sep. 22, 2015 17:16:51 SHEAR RESULTS (rigid seismic design) N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [pig Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 6 Both .60 2838 107.4 107.4 145 1.00 S 145 3833 0.74 Level 1 Lnl, Lev1 7^ Both .80 4969 163.4 163.4 193 1.00 S 193 5884 0.84 Line 10 Level 2 Ln10, Lev2 6 Both .60 3448 95.1 95.1 145 1.00 S 145 5260 0.66 Level 1 Ln10, Levl 8^ Both .57 5071 222.1 222.1 262 1.00 S 262 5973 0.85 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both .58 427 91.6 91.6 141 1.00 S 141 658 0.65 Line B Level 1 LnB, Levl 2 Both .59 .59 2834 531.4 531.4 479 479 1.00 A 959 5114 0.55 Line C Level 2 LnC, Lev2 1^ Both .58 444 93.5 93.5 141 1.00 S 141 670 0.66 Line D LnD, Lev2 3^ Both .58 .58 2932 628.4 628.4 471 471 1.00 A 943 4399 0.67 Line J Level 1 LnJ, Levl 4^ Both 1.0 4458 278.7 278.7 595 1.00 S 595 9523 0.47 Line N Level 2 LnN, Lev2 6 Both .60 2634 135.1 135.1 145 1.00 S 145 2829 0.93 Level 1 LnN, Levl 5 Both .65 .65 2585 304.2 304.2 295 295 1.00 A 591 5021 0.51 Line O LnO, Levl 1 Both .72 604 93.0 93.0 175 1.00 S 175 1135 0.53 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. H/W--Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. 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. 27 WoodWorks® Shearwalls 2878-a Lot 2_ S 126th St -Tukwila _2.wsw Sep. 22, 2015 17:16:51 HOLD-DOWN DESIGN ( rigid seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-down Cap Ibs Crit Res . Line 1 V Elem 0.00 -1.50 121 Refer to upper level 1-1 L End 0.00 0.00 1486 1656 392 221 2x sill 1000 0.22 V Elem 0.00 0.50 242 Refer to upper level V Elem 0.00 2.50 892 1844 Refer to upper level V Elem 0.00 9.00 892 804 190 278 Refer to upper level V Elem 0.00 11.50 369 Refer to upper level V Elem 0.00 14.00 610 Refer to upper level V Elem 0.00 19.00 893 938 222 177 Refer to upper level 1-1 L Op 1 0.00 24.00 1728 1265 299 762 2x sill 1000 0.76 1-1 R Op 1 0.00 26.00 879 857 203 225 2x sill 1000 0.22 V Elem 0.00 27.50 876 1199 Refer to upper level 1-1 L Op 2 0.00 32.50 1535 896 212 851 2x sill 1000 0.85 V Elem 0.00 40.50 872 1701 Refer to upper level V Elem 0.00 42.50 322 Refer to upper level 1-1 R End 0.00 44.50 2279 1-2 L End 0.00 44.50 662 1-2 L Op 1 0.00 45.50 0 Line 10 V Elem 35.00 -6.50 773 2398 Refer to upper level 10-1 L End 35.00 -5.00 2213 2208 522 527 2x sill 1000 0.53 10-1 L Op 1 35.00 -2.50 2213 1842 435 807 2x sill 1000 0.81 10-1 R Op 1 35.00 5.50 2135 1752 414 797 2x sill 1000 0.80 10-1 L Op 2 35.00 9.00 2908 3224 762 446 2x sill 1000 0.45 10-1 R Op 2 35.00 13.50 2903 2702 639 839 2x sill 1000 0.84 V Elem 35.00 18.00 802 888 210 124 Refer to upper level 10-1 L Op 3 35.00 18.50 2100 2773 10-1 R Op 3 35.00 26.50 2180 2511 594 263 2x sill 1000 0.26 V Elem 35.00 29.00 773 2188 Refer to upper level 10-1 L Op 4 35.00 29.50 2180 1978 468 670 2x sill 1000 0.67 10-1 R Op 4 35.00 32.00 2062 1589 376 849 2x sill 1000 0.85 10-1 L Op 5 35.00 40.00 2062 1562 369 870 2x sill 1000 0.87 10-1 R Op 5 35.00 43.00 634 V Elem 35.00 44.50 773 4437 Line A V Elem 24.00 -6.50 958 1011 239 186 Refer to upper level V Elem 26.00 -6.50 958 208 49 799 Refer to upper level V Elem 33.00 -6.50 958 208 49 799 Refer to upper level V Elem 35.00 -6.50 958 1011 239 186 Refer to upper level Line B B-1 L End 24.00 -5.00 5277 821 194 4650 HDQ8 ^6645 0.70 B-1 L Op 1 26.50 -5.00 5277 738 175 4713 HDQ8 ^6645 0.71 B-1 R Op 1 32.50 -5.00 5277 738 175 4713 HDQ8 ^6645 0.71 B-1 R End 35.00 -5.00 5277 821 194 4650 HDQ8 ^6645 0.70 Line C V Elem 0.00 -1.50 976 603 143 516 Refer to upper level V Elem 2.50 -1.50 976 214 51 813 Refer to upper level V Elem 9.00 -1.50 965 212 50 803 Refer to upper level V Elem 11.00 -1.50 965 56 13 922 Refer to upper level Line D D-1 L End 0.00 0.00 715 V Elem 1.50 0.00 12 859 Refer to upper level D-3 L Op 1 11.00 0.00 440 V Elem 11.50 0.00 2534 3509 Refer to upper level V Elem 17.50 0.00 3083 2596 614 1101 STHD14 3500 0.31 V Elem 19.00 0.00 5629 2472 584 3742 Refer to upper level Line J J-1 L End 0.00 22.00 2627 1084 256 1799 STHD14 3500 0.51 J-1 L Op 1 5.50 22.00 2627 752 178 2053 STHD14 3500 0.59 J-1 R Op 1 8.50 22.00 2569 1134 268 1703 STHD14 3500 0.49 J-1 R End 18.50 22.00 2569 802 190 1957 STHD14 3500 0.56 Line N V Elem 0.00 44.50 1568 Refer to upper level V Elem 3.50 44.50 844 Refer to upper level V Elem 10.50 44.50 1105 1461 Refer to upper level N-1 L End 14.50 44.50 2994 1365 323 1952 STHD14 3500 0.56 N-1 L Op 1 17.50 44.50 3476 3109 735 1102 STHD14 3500 0.31 N-1 R Op 1 29.50 44.50 3356 2297 543 1603 STHD14 3500 0.46 N-1 R End 35.00 44.50 3980 2934 694 1740 STHD14 3500 0.50 Line O 0-1 L End 0.00 52.50 906 185 44 765 2x sill 1000 0.76 28 WoodWorks® Shearwalls 2878-A_Lot 2_ S 126th St_Tukwi1a_2.wsw Sep. 22, 2015 17:16:51 HOLD-DOWN DESIGN ( rigid seismic design, continued) 0-1 0-1 0-1 L R R Op 1 Op 1 End 3.00 11.50 14.50 52.50 52.50 52.50 906 906 906 854 304 871 202 72 206 254 674 242 2x 2x 2x sill sill sill 1000 1000 1000 0.25 0.67 0.24 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 0.00 -1.50 121 1-1 L Op 5 0.00 0.50 242 1-1 R Op 1 0.00 2.50 892 1844 1-1 L Op 2 0.00 9.00 892 804 190 278 2x sill 1000 0.28 1-1 R Op 5 0.00 11.50 369 1-1 L Op 5 0.00 14.00 610 1-1 R Op 3 0.00 19.00 893 938 222 177 2x sill 1000 0.18 1-1 L Op 4 0.00 25.50 893 697 165 361 2x sill 1000 0.36 1-1 R Op 4 0.00 27.50 876 1199 1-1 L Op 5 0.00 40.50 876 1199 1-1 R Op 5 0.00 42.50 322 1-1 R End 0.00 44.50 1447 Line 10 10-1 L End 35.00 -6.50 773 2398 10-1 L Op 1 35.00 9.00 773 2065 10-1 R Op 1 35.00 13.50 802 1070 10-1 L Op 2 35.00 18.00 802 888 210 124 2x sill 1000 0.12 10-1 R Op 3 35.00 21.00 717 10-1 L Op 3 35.00 24.00 1020 10-1 R Op 3 35.00 29.00 773 2188 10-1 R End 35.00 44.50 773 2339 Line A A-1 L End 24.00 -6.50 958 1011 239 186 2x sill 1000 0.19 A-1 L Op 1 26.00 -6.50 958 208 49 799 2x sill 1000 0.80 A-1 R Op 1 33.00 -6.50 958 208 49 799 2x sill 1000 0.80 A-1 R End 35.00 -6.50 958 1011 239 186 2x sill 1000 0.19 Line C C-1 L End 0.00 -1.50 976 603 143 516 2x sill 1000 0.52 C-1 L Op 1 2.50 -1.50 976 214 51 813 2x sill 1000 0.81 C-1 R Op 1 9.00 -1.50 965 212 50 803 2x sill 1000 0.80 C-1 R End 11.00 -1.50 965 56 13 922 2x sill 1000 0.92 Line D D-1 L End 11.50 0.00 5631 1596 377 4412 MSTC66B3-( 4505 0.98 D-1 L Op 1 13.50 0.00 5631 1697 401 4336 MSTC66B3-( 4505 0.96 D-1 R Op 1 17.00 0.00 5629 1539 364 4454 MSTC66B3-( 4505 0.99 D-1 R End 19.00 0.00 5629 1756 415 4288 MSTC66B3-( 4505 0.95 Line N N-1 L End 0.00 44.50 1568 N-1 L Op 2 3.50 44.50 844 N-1 R Op 1 10.50 44.50 1105 1461 N-1 L Op 2 21.50 44.50 1105 1300 307 113 2x sill 1000 0.11 N-1 R Op 2 27.00 44.50 1114 1072 253 296 2x sill 1000 0.30 N-1 R End 35.00 44.50 1114 1956 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 forASD 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 = 0.236 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 29 WoodWorks® Shearwalls 2878-A Lot 2_ S 126th St -Tukwila _2.wsw Sep. 22, 201517:16:51 DRAG STRUT FORCES (rigid seismic design) Level Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 24.00 1649 1649 1-1 Right Opening 1 0.00 26.00 1460 1460 1-1 Left Opening 2 0.00 32.50 1901 1901 Line 10 10-1 Left Opening 1 35.00 -2.50 310 310 10-1 Right Opening 1 35.00 5.50 507 507 10-1 Left Opening 2 35.00 9.50 37 37 10-1 Right Opening 2 35.00 13.50 445 445 10-1 Left Opening 3 35.00 18.50 175 175 10-1 Right Opening 3 35.00 26.50 642 642 10-1 Left Opening 4 35.00 29.50 282 282 10-1 Right Opening 4 35.00 32.00 537 537 10-1 Left Opening 5 35.00 40.00 442 442 Line B B-1 Left Opening 1 26.50 -5.00 730 730 B-1 Right Opening 1 32.50 -5.00 730 730 Line J J-1 Left Opening 1 5.50 22.00 832 832 J-1 Right Opening 1 8.00 22.00 492 492 J-1 Right Wall End 18.50 22.00 2081 2081 Line N N-1 Left Wall End 14.50 44.50 1071 1071 N-1 Left Opening 1 17.50 44.50 399 399 N-1 Right Opening 1 29.50 44.50 1286 1286 Line O 0-1 Left Opening 1 3.50 52.50 167 167 0-1 Right Opening 1 11.50 52.50 167 167 Leve12 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <- Line 1 1-1 Right Opening 1 0.00 2.50 247 247 1-1 Left Opening 2 0.00 9.50 66 66 1-1 Right Opening 3 0.00 19.00 525 525 1-1 Left Opening 4 0.00 25.50 221 221 1-1 Right Opening 4 0.00 27.50 344 344 1-1 Left Opening 5 0.00 40.50 247 247 Line 10 10-1 Left Opening 1 35.00 9.50 444 444 10-1 Right Opening 1 35.00 13.50 174 174 10-1 Left Opening 2 35.00 18.00 308 308 10-1 Right Opening 3 35.00 29.00 427 427 Line A A-1 Left Opening 1 26.50 -6.50 123 123 A-1 Right Opening 1 32.50 -6.50 123 123 Line C C-1 Left Opening 1 2.50 -1.50 131 131 C-1 Right Opening 1 9.00 -1.50 126 126 Line D D-1 Left Opening 1 13.50 0.00 573 573 D-1 Right Opening 1 16.50 0.00 575 575 Line N N-1 Right Opening 1 10.50 44.50 790 790 N-1 Left Opening 2 21.50 44.50 122 122 N-1 Right Opening 2 26.50 44.50 498 498 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of. - Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction 31 MA Engineering 1915 Dayton Ave NE Project : 2878-A PAGE: Renton, WA 98056 Shearwall ID : Upper floor - grid A DESIGN BY: ELR 206.200.8764 (ph) Date: 09/22/15 REVIEW BY: Wood shearwall FORCE TRANSFER AROUND OPENING as per ANSI/AF&PA SDPWS-2008 - 4.3 INPUT DATA V dio LATERAL FORCE: Vdla,VAND10.6ffl 335 pounds 30 pit (SERVICE LOADS) V i., - 427 unds 39 d SEISMIC (.7pOE - Ip ptl STRAP DIMENSIONS: L1 = 2.25 ft. L2 = 6.5 ft. U = 2.25 L1&L3=2ftmin H1= 2.33 ft, H2=, 4.5 ft, H2=. 1.17 ft o ft _ KING STUD SECTION 1 PCs, b = 1.5 in, h = 5.5 in x 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 SDs _' 1.017 Cg = 4 DESIGN SUMMARY I = 1 L1 L2 L3 - � I I 1 BLOCKED 7/16 SHEATHING WITH 8d COMMON NAILS W6 > @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, SEISMIC CONTROLS SHEAR NAILING 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. Apply Do per 12.3.3.3? Y THE HOLD-DOWN FORCES: TL = 0.40 k TR = 0.40 k USE LTT19 SIMPSON HOLD-DOWN THE MAX STRAP FORCE: F = 0.37 k USE SIMPSON CS22 OVER WALL SHEATHING WITH FLAT BLOCKING THE SHEAR WALL DEFLECTION: 6sw = 0.530 in < Deflection is inelastic - seismic 0.010 x hsx ANALYSIS I ^ OK ^ CHECK OVERALL ASPECT RATIO h / I = 0.7 < 3.5 and < 2 CHECK SHEAR PIER ASPECT RATIO h / I = 2.0 < 3.5 and > 2 THE FORCES OF FREE -BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS I 1 V Li M �I V/2 � V/2 � 1 1� Lt L2 1.3 - L 1 TL TR ASSUME INFLECTION POINT AT MIDDLE OF WINDOW L1 12/2 1-2/2 _ L3 I F1_ I I F2_I 1 1 = 1 F4 F4 1 F2_ I I F3 I I 1 I 3 F4 4- + 1 f5 F6 F7 I. _ F8 1 F9 F10 F5 _ 5 F11 F12 FS 6 FS F8 I� F13 F14 F5 _ � FSS I U F15 F16 F17 F18 F5 i F19 F20 FS I� F 1 1 = 9 F21 10 F21Z '21 12 1 1 F22 F23 F23 F24 TL FREE -BODY INDIVIDUAL PANELS OF WALL TR cont'd INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR STRESS (plf) 1 2.25 1.17 -69 2 3.25 1.17 113 3 3.25 1.17 113 4 2.25 1.17 -69 5 2.25 2.25 95 6 2.25 2.25 95 7 2.25 2.25 95 8 2.25 2.25 95 9 2.25 2.33 -15 10 3.25 2.33 76 11 3.25 2.33 76 12 2.25 2.33 -15 "-- HE UNIT SHEAR FORCE Wfi> vb = 113 pit, CI-IFAP r.APAr.ITIFC- NO. FORCE (Ibf) NO. FORCE (lbf) F1 -155 F13 133 F2 369 F14 133 F3 -155 F15 346 F4 133 F16 214 F5 214 F17 214 F6 369 F18 346 F7 369 F19 248 F8 214 F20 248 F9 -81 F21 178 F10 214 F22 -34 F11 214 F23 248 F12 -81 F24 -34 x,1 wd' Side Diaphragm Required, the Max. Nail Spacing = 6 in ) Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 1 3 1 2 Sheathing and Single -Floor 8d 1 1 3/8 1 7/16 223 1 326 1 419 1 544 Note: I ne Inoicatea snear numoers nave Dean reoucea Dy me speclnc gravity rector. SPACING OF 5/8" DIA ANCHOR BOLT S in oc in a 3x mudsill S = .. 48 in oc in a 2x mudsill THC Hrll fl-rl(l1�lAl Cl1Dr`CC� vd; I Wall Seismic at mid -story Ibs Overturning Moments ft-Ibs Resisting Moments ft-Ibs Safety Factors Net Uplift Ibs Hold - SIMPSON SEISMIC 39 3416 Left 8954 0.46 T = 404 Right 8954 0.46 Ta = 404 WIND 30 2680 left 8954 0.60 T = -245 fi ' Right 8954 0.60 Ta = -245 WSW = 8vh3/EAb + vh/1000Ga + hi a/b Where: vb =;„ 162.... pft Lw =, 225 ,•• ft A= 825 'in' h =` 4.50 ft Ga = 15 kips/in NG STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHI E = 1300000 psi Co = 1.60 F� = 1300 psi A = 8.25 in' CF = 1.10 F, - = 364 psi Cp = 0.16 Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AF&AP. Overstrength factor I 0.132 in E = '130 0lf psi A, I0.039..._ in > f, = 141 psi Satisfactory ELR Enaineerina 1915 Dayton Ave NE Project: 2878-A PAGE: Renton, WA 98056 Shearwall ID : Upper floor - grid C DESIGN BY: ELR 206200.8764 (ph) Date: 09/22/15 REVIEW BY: Wood shearwall FORCE TRANSFER AROUND OPENING as per ANSI/AF&PA SDPWS-2008 - 4.3 V di0 INPUT DATA LATERAL FORCE: Vdip, WIND (0.6VV) _ 379 pounds 33 pit (SERVICE LOADS) Vdb, SEISMIC (.7pQE= 444 pounds 39 pH STRAD DIMENSIONS: L, = 2.42 ft. L7 = 6.5 ft. L3 = 2.42 ft o L,&L3=2ftmin H,= '. 2.33 N, H7 = 4.5 ft, Fi3 = 1.17 ft a w x KING STUD SECTION 1 PCs, b = 1.5 in, h = 5.5 , in _ z PANEL GRADE (O or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 7/16 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 SDs =� 1.017 Co= 4 DESIGN SUMMARY I = 1 Lt L2 L3 1— BLOCKED 7116 SHEATHING WITH 8d COMMON NAILS W6> @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, ISEISMIC CONTROLS SHEAR NAILING 518 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. Apply Do per 12.3.3.3? N THE HOLD-DOWN FORCES: TL _ -0.07 k Ta = -0.07 k HOLD-DOWN NOT REQUIRED THE MAX STRAP FORCE: F = 0.37 k USE SIMPSON CS22 OVER WALL SHEATHING WITH FLAT BLOCKING THE SHEAR WALL DEFLECTION: 6S = 0215 in < Deflection is inelastic - seismic 0.004 x hsx ANALYSIS A OK A CHECK OVERALL ASPECT RATIO h / I = 0.7 c 3.5 and < 2 CHECK SHEAR PIER ASPECT RATIO h / I = 1.9 < 3.5 and < 2 THE FORCES OF FREE -BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS 1 I t —fir Lam' EI V/2 V/2 — \� 1 III 1 Li L2 L3 L I 1 TL TR ASSUME 114FLECTIOII POINT AT MIDDLE OF WINDOW L1 1-2/2 1-2/2 'I F, I 'I F2 I I f2 I L3 I F3 I _ _ _ 1 1 1 = 1 F4 2 F4 3 1`4 4- 1 1 F - 1 _ FS F6 F7 I F8 I F9 F10 F5 5 Fit F12 F8 6 FS F8 I� F13 F14 FS 7 F8 I 8 FS I F8 I F15 F16 �— FS _ F,9 - _l F17 F18 F20 F8 - = Q ' F2, 1 5 ' F21 1 1 ' F2, I 19 1 F22 F23 F23 F24 TL FREE -BODY INDIVIDUAL PANELS OF WALL TR cont'd INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR STRESS (Plf) NO. FORCE (Ibf) NO. FORCE (lbf) 1 2.42 1.17 -62 F1 -150 F13 134 2 3.25 1.17 114 F2 372 F14 134 3 3.25 1.17 114 F3 -150 F15 340 4 2.42 1.17 -62 F4 134 F16 206 5 2.42 2.25 92 F5 222 F17 206 6 2.42 2.25 92 F6 372 F18 340 7 2.42 2.25 92 F7 372 F19 250 8 2.42 2.25 92 F8 222 F20 250 9 2.42 2.33 -12 F9 -73 F21 179 10 3.25 2.33 77 F10 206 F22 -28 11 3.25 2.33 77 F11 206 F23 250 12 2.42 2.33 -12 F12 -73 F24 -28 HE UNIT SHEAR FORCE FW6 s vb = 114 plf, ( ,,.1,..,,. Side Diaphragm Required, the Max. Nail Spacing - 6 in ) CI-IFAR r.APAr`ITIFC- Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) I Blocked Nail Spacing Boundary & All Edges 1 6 1 4 1 3 1 2 Sheathing and Single -Floor 8d 1 3/8 7/16 1 223 1 326 1 419 1 544 (vote: I ne Inalcatea snear numoers nave Deen reauceo Dy me specnlc gravity rector. SPACING OF 518" DIA ANCHOR BOLT S ..i.48 in oc in a 3x mudsill S ` in oc in a 2x mudsill Tuc unI n_nntntu cnorcc___� va„ 8 Wall Seismic at mid -story Ibs Overturning Moments ft-Ibs Resisting Moments ft-Ibs Safety Factors Net Uplift Ibs Holdown SIMPSON SEISMIC 39 3552 Left 9516 0.46 T = -71 Right 9516 0.46 T = -71 WIND 33 3032 Left 9516 0.60 T = -236 Right 9516 0.60 Te = -236 WSW = 8vh3/EAb + vh/1000Ga + h�a/b Where: vbz€-163 , plf Lw=` 2.42ft B2 in Ga -=15 kipslin NG STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHE E = 1300000 psi Co = 1.60 F, = 1300 psi A = 8.25 in2 CF = 1.10 F� , = 364 psi Cp = 0.16 Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AF&AP. = 0.054 in E= 1300 psi A in > fc = 143 psi Satisfactory 1915 Dayton Ave NE Project : 2878-A Renton, WA 98056 Shearwall ID : Upper floor - grid D PAGE: DESIGN BY: ELR lWood shearwall (FORCE TRANSFER AROUND OPENING) as per ANSI/AF&PA SDPWS-2008 - 4.3 I INPUT DATA LATERAL FORCE: Vdia. WIND (0.6w1 =' 2561 pounds 310 pit (SERVICE LOADS) Vdb, SEISMIC (.7POE= r 2932 pounds 379 plf DIMENSIONS: L,= 2.375 ft, L2 = 4 ft, L3 = 1.875 ft L,&L3=2ftmin H,= i 2.83 ft, H2 = 4 ft, H3 = I 1.17 ft KING STUD SECTION i 3 pcs, b = 1.5 in, h = 5.5 in PANEL GRADE (0 or 1) = ' 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 19/32 in OSB(PLY7., OSB, COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 OVERSTRENGTH FACTOR (Do) = 2.5 SDs ='�� 1.017 CD=. 4 DESIGN SUMMARY BLOCKED 19/32 SHEATHING, EACH SIDE, WITH 10d COMMON NAILS 2W2 > J@ 3 in O.C. BOUNDARY & ALL EDGES! 12 in O.C. FIELD, 518 in DIA. x 10 in LONG ANCHOR 80LTS 20 m O.C. Apply Do per 12.3.3.37 N THE HOLD-DOWN FORCES: TL = 2.30 k T = 2.30 THE MAX STRAP FORCE: F = 2.05 k USE SIMPSON CS1 THE SHEAR WALL DEFLECTION: 6, = 0.727 in C YSIS OVERALL ASPECT RATIO SHEAR PIER ASPECT RATIO )RCES OF FREE -BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLC V dio M STRAP U x L7 L2 L3 h/I = 1.0 < 3.5 and h/I = 2.1 < 3.5 and 1 I 1 V T Y V/2 V/2 = x x 1 L1 L2 L3 I L �I I 1 TL TR ASSUME INFLECTION POINT AT MIDDLE OF WINDOW HDU2 SIMPSON HOLD-DOWN < 2 > 2 L7 L2/2 L2/2 L3 F1 I I F2 I I F2 _ I I F3 1 1 1 x 1 F4 2 F4 3 F4 �- 1 1 F5 F6 F7 I F8 F9 F10 Fit F12 FS F8 5 6 FS F8 I F13 F14 F5 F8 _ I N 7 8 FS I� F8 I� F15 F16 F17 FIB F5 F19 F20 FB L 9 1 k 1 1 x F2E F21IE F21 1 1 1 L F22 F23 F23 F24 ,I �TL FP.EE—BODY INDIVIDUAL PANELS OF WALL TR v INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR STRESS (Plf) 1 2.38 1.17 -167 2 2.00 1.17 1027 3 2.00 1.17 1027 4 1.88 1.17 -312 5 2.38 2.00 698 6 1.88 2.00 783 7 2.38 2.00 698 8 1.88 2.00 783 9 2.38 2.83 153 10 2.00 2.83 647 11 2.00 2.83 647 12 1.88 2.83 93 HE UNIT SHEAR FORCE 2YY2 vp = 1027 plf, SHFAR (:APAr.ITIFS- NO. FORCE (Ibf) NO. FORCE (Ibf) F1 -396 F13 1202 F2 2054 F14 1202 F3 -585 F15 2598 F4 1202 F16 1397 F5 1659 F17 1567 F6 2054 F18 2769 F7 2054 F19 1294 F8 1469 F20 1294 F9 -195 F21 1831 F10 1397 F22 365 F11 1567 F23 1294 F12 -365 F24 175 ( 2llX Sides Diaphragm Required, the Max. Nail Spacing 3 ;,:',, in ) Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) I Blocked Nail Spacing Boundary & All Edges 1 6 1 4 1 3 1 2 Sheathing and Single -Floor 10d 1 1 112 1 19132 1 316 1 474 1 618 1 809 Note: The indicated Shear numbers have been reduced by the speclhc gravity tactor. SPACING OF 518" DIA ANCHOR BOLT S = ` in oc in a 3x mudsill S = - 16 -- in oc in a 2x mudsill THE H01 r)-nOWN rOPr:FC- - v,e Wall Seismic Overtuming Resisting Safety Net Uplift Hold - I at mid -story Ibs Moments ft-Ibs Moments ft-Ibs Factors Ibs SIMPSON SEISMIC 379 25020 Left 13200 0.46 T, = 2301 Right 13200 0.46 Ta = 2301 J1v WIND 310 20488 Left 13200 0.60 T = 1523 Ri ht 13200 0.60 Ta = 1523 Se,sw = 8vh3/EAb + 0/1000Ga + Ma/b Where: vp =t 1467 w; plf L„. - � 2.38 ft A j, 2475 in2 h = 400 '„ft Ga = „ '96 kips/in NG STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHI E = 1300000 psi Co = 1.60 F, = 1300 psi A = 24.75 in' Cr = 1.10 F�= 364 psi Cp = 0.16 Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AFBAP. 0182 v::: in E ;.. 13000QDI.. psi o, 0.066 in > f, = 177 psi Satisfactory ELR Enalneerino 1915 Dayton Ave NE Project : 2878-A PAGE: Renton, WA 98056 Shearwall ID : Lower floor - grid B 206.200.8764 (ph) Date : 09/22/15 DESIGN BY: ELR REVIEW BY: Wood shearwall FORCE TRANSFER AROUND OPENING as per ANSI/AF&PA SDPWS-2008 - 4.3 INPUT DATA _._ V die i ` LATERAL FORCE: ve m,wum (0.6w) 3940_Pounds 358 pff n (SERVICE LOADS) vau, sEisMic (.700e = 3656 pounds 369 Pfl STRAP S DIMENSIONS: L,= 2.25 ft, Lz = ' 6.5 ft, L3 = 2.25 L,&L3=2ftmin H,= 1.83 ft, Hz = 5 ft, H,j = 2.17 ft o ft ; \ KING STUD SECTION 4 pos. b = 1.5 in, h = i _ 5.5 \/ ;in PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor _ MINIMUM NOMINAL PANEL THICKNESS = 19132 in OSB/PLY? I OSB _ COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 10d I 7M[" SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 _ l� OVERSTRENGTH FACTOR (Oo) _ _.. 2.5 Ss 1.017 Co=; 4 Lt L2 �3 DESIGN SUMMARY I = 1 BLOCKED 19132 SHEATHING, EACH SIDE, WITH 10d COMMON NAILS 2W3 > @ 4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, ISEISMIC CONTROLS SHEAR NAILING 518 in DIX x 101n LONG ANCHOR BOLTS @ 23 in O.C. Apply Do per 12.3.3.3? _ N THE HOLD-DOWN FORCES: TL = 2.49 k T6 = 2.49 k USE HDU2 SIMPSON HOLD-DOWN THE MAX STRAP FORCE: F = 2.84 k USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING THE SHEAR WALL DEFLECTION: 6sw = 0.955 in < Deflection is inelastic -seismic 0.016 x hsx ANALYSIS ^ OK ^ CHECK OVERALL ASPECT RATIO h / I = 0.8 < 3.5 and < 2 CHECK SHEAR PIER ASPECT RATIO h / I = 2.2 < 3.5 and > 2 THE FORCES OF FREE -BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS 1 1 V L7 TV/2� 2i z — ElI L1 L2 L3 L 1 TL TR ASSUME INFLECTION P0114T AT MIDDLE OF WINDOW L1 L2/2 F2 ( 12/2 Y L3 F2 F3 _ 1 1 = 1 F4 F4 1 _ _ 1 J F4 4 1 _ F5 v F6 F7 I F8 I F9 F10 F5 5 Fit F12 I F8 6 i FS FS �I� F13 F14 FS 7 I F8 8 FS FS I F15 F16 F17 F18 x— FS F19 1 1 s 9 F21 10 F21 F20 FE 1 1 1 F21 12 1 1 1 F22 F23 F23 F24 TL FREE —BODY INDIVIDUAL PANELS OF WALL TP cont'd 41 INDIVIDUAL PANEL W (ft) H (it) MAX SHEAR STRESS (plf) 1 2.25 2.17 -245 2 3.25 2.17 795 3 3.25 2.17 795 4 2.25 2.17 -245 5 2.25 2.50 903 6 2.25 2.50 903 7 2.25 2.50 903 8 2.25 2.50 903 9 2.25 1.83 -359 10 3.25 1.83 874 11 3.25 1.83 874 12 2.25 1.83 -359 HE UNIT SHEAR FORCE 7W3> vs = 903 plf, cuGna rncnrmcr NO. FORCE (Ibf) NO. FORCE (Ibf) F1 -552 F13 1725 F2 2583 F14 1725 F3 -552 F15 3981 F4 1725 F16 2257 F5 2031 F17 2257 F6 2583 F18 3981 F7 2583 F19 2840 F8 2031 F20 2840 F9 -532 F21 1599 F10 2257 F22 -809 F11 2257 F23 2840 F12 -532 F24 -809 ( 2 �) Sides Diaphragm Required, the Max. Nail Spacing in ) Panel Gradc Common Nail Min. Penetration (in) Min. Thickness (in) I Blocked Nail Spacing Boundary & All Edges 1 6 1 4 3 1 2 Sheathing and Single -Floor 10d 1 1 1/2 1 19/32 1 316 1 474 1 618 1 809 Note: I ne Indicated shear numDers nave Deen reaucea Dy me specuic gravlly rector. SPACING OF 518" DIA ANCHOR BOLT S .; `.' 23, , in oc in a 3x mudsill S ='`' 18 ' in oc in a 2x mudsill THE HOI D-DOWN FORCFS: v- Wall Seismic Overturning Resisting Safety Net Uplift Holdmn at mid -story Ibs Moments ft-Ibs Moments ft-Ibs Factors Ibs SIMPSON SEISMIC 369 36560 Left 20086 0.46 Tr= 2488 -K_ Right 20086 0.46 T = 2488 J-`Y,= Left 20086 0.60 WIND 358 35460 Right 20086 0.60 TR = 2128 be,sw = 8vh3/EAb + vh/1000Ga + hAa/b Where: ve = 1290u- plf Lw = 225 - It A= 33.00 'in' h = 500 '1 it Ga= 96 kips/in NG STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSH! E = 1300000 psi Co = 1.60 F� = 1300 psi A = 33.00 in' CF = 1.10 F� = 290 psi Cp = 0.13 Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AF&AP. �"&.239f, in E 1300000'psi A 0:071 in > f� = 176 psi Satisfactory ELR Ennineerina 1915 Dayton Ave NE Project: 2878-A PAGE: Renton, WA 98056 ShearwaII ID : Lower floor - grid O DESIGN BY: ELR 206.200.8764 (ph) Date : 09/22/15 REVIEW BY: Wood shearwall FORCE TRANSFER AROUND OPENING as per ANSUAF&PA SDPWS-2008 - 4.3 V di0 INPUT DATA LATERAL FORCE: Vab,WIND 10.aw1= 557 pounds 46 pit ,.> (SERVICE LOADS) Vem, SEISMIC t.7p0E — 604 pounds 63 Pfl STRAP DIMENSIONS: L, _ 2 ft- Lz = 8 ft. L, = 2 ft o L,&L,=2ftmin H,= 1.83 ft, H, _ 5 ft, H, = 2.17 ft KING STUD SECTION 2 PCs, b = 1.5 in, h = 5.5 in PANEL GRADE (0 or 1) _ 1 — Sheathing and Single -Floor x MINIMUM NOMINAL PANEL THICKNESS = 7116 in OSBIPLY? OSB COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d _ SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 OVERSTRENGTHFACTOR (Do)= 2.5 SDs=j 0.854 CD= 4 "Ll L2 D DESIGN SUMMARY I = 1 - 13LOCKED 7/16 SHEATHING WITH 8d COMMON NAILS W8> @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, ISEISMIC CONTROLS SHEAR NAILING 518 in DIA. x 10 In LONG ANCHOR BOLTS @ 48 in O.C. Apply Do per 12.3.3.3? N _ THE HOLD-DOWN FORCES: TL = 0.14 k TR = 0.14 k JUSE LTT19 SIMPSON HOLD-DOWN THE MAX STRAP FORCE: F = 0.60 k USE SIMPSON C122 OVER WALL SHEATHING WITH FLAT BLOCKING THE SHEAR WALL DEFLECTION: 6s = 0.548 in < Deflection is inelastic - seismic 0.009 x hsx ANALYSIS A OK - CHECK OVERALL ASPECT RATIO h / I = 0.8 < 3.5 and < 2 CHECK SHEAR PIER ASPECT RATIO hit = 2.5 < 3.5 and > 2 THE FORCES OF FREE -BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS 1 V L1 _ n �/2 V/2 = s x x 1 t L1 L2 L3 L 1 TL TR ASSUME INFLECTION POINT AT MIDDLE OF W114DOW L1 L2/2 F1 F2 12/2 L3 F2 F3 _ 1 1 1 F4 2 F4 1 3 F4 4 _ F5 F6 F7 Fe F9 F10 F11 F12 F5 ` 5 F8 6 i FS F8 I� F13 F14 FS _ 7 I` F8 8 Fe I Fs F15 F16 X— F5 _ i F19 F17 F18 F20 Fe 1 1 i 9 F21 10F21 1 F 1 1 1 F21 12 1 F22 F23 F23 F24 TL FREE —BODY INDIVIDUAL PANELS OF WALL TR cont'd INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR STRESS (plf) 1 2.00 2.17 -82 2 4.00 2.17 135 3 4.00 2.17 135 4 2.00 2.17 -82 5 2.00 2.50 189 6 2.00 2.50 189 7 2.00 2.50 189 8 2.00 2.50 189 9 2.00 1.83 -109 10 4.00 1.83 149 11 4.00 1.83 149 12 2.00 1.83 -109 UNIT SHEAR FORCE 'W6�1` vp = 189 plf, CFIFAP rAPArITIFC- NO. FORCE (Ibf) NO. FORCE (Ibf) F1 -164 F13 294 F2 542 F14 294 F3 -164 F15 766 F4 294 F16 472 F5 378 F17 472 F6 542 F18 766 F7 542 F19 595 F8 378 F20 595 F9 -178 F21 272 F10 472 F22 -218 F11 472 F23 595 F12 -178 F24 -218 ( 1 Side Diaphragm Required, the Max. Nail Spacing 6 , in ) Panel Grade Common Nail Min. Penctration (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 1 6 1 4 1 3 1 2 Sheathing and Single -Floor 8d 1 3/8 7/16 1 223 1 326 1 419 1 544 Note: I ne InaiG3led shear numDers (lave Dean reduced oy me speCITIC gravity Tactdr. SPACING OF 5/8" DIA ANCHOR BOLT S =' 48 in oc in a 3x mudsill S =_ 48 �! in oc in a 2x mudsill THE HOI D-DOWN FORCFS- Vao p Wall Seismic at mid -story Ibs Overturning Moments ft-Ibs Resisting Moments ft-Ibs Safety Factors Net Uplift Holdown SEISMIC 63 6795 Left 10656 0.48 T =Ri ht 10656 0.48 T =WIND VIbsSIMPSON 46 5013 Left 10656 0.60 T =Ri ht 10656 0.60 T = Se,sw = 8vh3/EAb + vh/1000Ga + hi,a/b Where: vp 270 !plF L„.= ;2,00 ft A i:.16.50..:.in' h =tfl.._5.00.._'.ft Ga= 15 'kipstin NG STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHI E = 1300000 psi Co = 1.60 F, = 1300 psi A = 16.50 in' CF = 1.10 F�= 290 psi Cp = 0.13 Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AFBAP. ELR En ing eering 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Vertical Calculations JOB SUMMARY REPORT .1 F Q R T E sRc 2878-A.4te Member Name Results Current Solution Comments R1 Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC R2 Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC R3 Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC R5 Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC R4 Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC R6 Passed 2 Piece(s) 2 x 12 Douglas Fir -Larch No. 1 R7 Passed 2 Piece(s) 2 x 12 Douglas Fir -Larch No. 1 R8 Passed 3 Piece(s) 1 3/4" x 18" 2.0E Microllam@ LVL R9 Passed 3 Piece(s) 1 3/4" x 18" 2.0E Microllam@ LVL R10 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 Rll Passed 2 Piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL R12 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 R13 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R14 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 R15 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 02: Upper floor Member Name Results Current Solution Comments 2F1 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC 2F2 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F3 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F4 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F5 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F6 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F7 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F8 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F9 Passed 2 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F10 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC 2F11 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC 2F12 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 2F34 Passed 1 Piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL 2F15 Passed 1 Piece(s) 3 1/2" x 9 1/2" 2.2E Parallam@ PSL 2F16 Passed 2 Piece(s) 2 x 12 Hem -Fir No. 2 2F16A Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 2F17 Passed 2 Piece(s) 2 x 12 Hem -Fir No. 2 2F20 with holdowns Passed 1 Piece(s) 3 1/2" x 16" 2.2E Parallam@ PSL 2F20 without holdowns Passed 1 Piece(s) 3 1/2" x 16" 2.2E Parallam@ PSL 2F21 Passed 1 Piece(s) 5 1/2" x 15" 24F-V4 DF Glulam 2F22 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 2F23 Passed 1 Piece(s) 6 x 10 Douglas Fir -Larch No. 2 2F24 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 2F25 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 2F26 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 2F14A Passed 2 Piece(s) 1 3/4" x 11 1/4" 2.0E Microllam@ LVL ( Forte Software Operator Job Notes Eric Rice BRC Family Homes ELR Engineering Plan 2878-A (206) 200-8764 j elreng33@gmail.com 9/22/2015 5:54:09 PM Forte v4.6, Design Engine: V6.1.1.5 BRC 2878-A.4te Page 1 of 2 Memlber Name +' Results Current Solution Comments' 1F1 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC SF2 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 1F3 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 1F4 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 1F5 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 1F6 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 1F7 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 1F8 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 1F9 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 2 1F10 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 1F11 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 1F12 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 1F13 Passed 2 Piece(s) 2 x 10 Hem -Fir No. 2 IF14 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 Deck joists Passed 1 Piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC Deck beam Passed 1 Piece(s) 3 1/2" x 15" 24F-V4 DF Glulam Forte Software Operator Job Notes Eric Rice BRC Family Homes ELR Engineering Plan 2878-A j (206) 200-8764 j elreng33@gmaii.com 9/22/2015 5:54:09 PM Forte v4.6, Design Engine: V6.1.1.5 BRC 2878-A.4fe Page 2 of 2 F O R T E O' MEMBER REPORT Roof, R1 •` wl/I 1 ` 1 piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC Overall Length: 38' + + 0 0 -- ---- -- 35' L1�6L 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 799 @ 1' 8 3/4" 3898 (5.50") Passed (20%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 667 @ 3' 1 1/2" 5353 Passed (12%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 6220 @ 19' 14506 Passed (43%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 1.012 @ 19' 1.151 Passed (L/410) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 1.696 @ 19' 1.727 Passed (L/244) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: U. (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 3 7/16" 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 323 476 799 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 323 476 799 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 38' 12" 17.0 25.0 Snow Member Notes Models roof trusses for reactions only Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : Aso Member Pitch: 0/12 0 SUSTAINABLE FORESTRY INITIATIVE Forte software operator 3/9/2015 10:09:20 AM Forte v4.6, Design Engine: V6.1.1.5 MITT 28-1.4TE Page 3 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com . I FORTE" MEMBER REPORT Roof, R2 1 piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC Overall Length: 9' 6" 0 0 - ---- ----- - ----- 1' 6- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 149 @ 4 1/2" 1969 (1.50") Passed (8%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 105 @ 6' 4 1/2" 5353 Passed (2%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 266 @ 3' 11 3/16" 14506 Passed (2%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.003 @ 4' 1/2" 0.247 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.005 @ 4' 5/16" 0.370 Passed (L/999+) -- 1.0 D + 1.0 5 (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 1 1/2" 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. Supports Bearing Loads to Supports (ibs) Accessories Total Available Required Dead Snow Total I - Hanger on 14" HF team 4.50" Hanger' 1.50" 66 99 165 See note' 2 - Stud wall - HF 5.50" 5.50" 1.50" 96 141 237 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 • r See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Aooessories 1 - Face Mount Hanger IUS1.81/14 2.00" N/A 12-10d x 1-1/2 2-10d x 1-1/2 Loads Location Spadng Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 9' 6" 12" 17.0 25.0 Snow Member Notes Models roof trusses for reactions only Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:21 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-9.4TE Page 4 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com iiF c T o 0 '' MEMBER REPORT Roof, R3 PASSED ,i 1 i. 1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 12" OC Overall Length: 14' F - + + 0 0 n n n n n n n 1 6" t ] 11' L-J _ 1-6- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 296 @ 1' 8 3/4" 3898 (5.50") Passed (8%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 165 @ 3' 1 1/2" 5353 Passed (3%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 539 @ 7' 14506 Passed (4%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.010 @ 7' 0.351 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.016 @ 7' 0.527 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 119 177 296 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 119 177 296 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 14' 12" 17.0 25.0 snow Member Notes Models roof trusses for reactions only Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AS Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 {Ij) SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:21 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 5 of 59 O R T E' MEMBER REPORT Roof, R5 PASSED (` i 1 piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 12" OC Overall Length: 20' 4" 0 0 1' 6• 18,10• 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pathem) Member Reaction (Ibs) 383 @ 20' 1" 1969 (1.50") Passed (19%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 334 @ 18- 11" 5353 Passed (6%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 1747 @ 10' 11 9/16" 14506 Passed (12%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.084 @ 10' 11 1/16" 0.612 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.140 @ 10' 11 1/8" 0.918 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (1-/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 20' 1" 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 187 275 462 Blocking 2 - Hanger on 14" HF beam 3.00" Hanger- 1.50" 159 235 394 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member tieing designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • + See Connector grid below for additional information and/or requirements. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Aocessories 2 - Face Mount Hanger IUS1.81/14 2.00" N/A 12-10d x 1-1/2 2-10d x 1-1/2 Loads Location Spacing Dead (0.90) Snow (1.1s) Comments 1 - Uniform (PSF) 0 to 20' 4" 12" 17.0 25.0 Snow Member Notes Models roof trusses for reactions only Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206) 200-8764 elreng33@gmail.com SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:21 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28. 1.4TE Page 6 of 59 rf A R T E �' MEMBER REPORT Roof, R4 • -if of 1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 12" OC Overall Length: 9' 6" + + 0 0 .. �j .. .. ...... .... .. .. ... .. . .. _.... ..... _.. ........ .... _ 7 _ 11 11 li 1.6. 81 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 149 @ 9' 1 1/2" 1969 (1.50") Passed (8%) -- 1.0 D + 1.0 S (Alt Spans) Shear(lbs) 105 @ 3'1 1/2" 5353 Passed (2%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 266 @ 5' 6 13/16" 14506 Passed (2%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl.(in) 0.003 @ 5'5 1/2" 0.247 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.005 @ 5'5 11/16" 1 0.370 1 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 1 1/2" 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total I - Stud wall - HF 5.50" 5.50" 1.50" 96 141 237 Blocking 2 - Hanger on 14" HF beam 4.50" Hanger' 1,50" 66 99 165 See note' • 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 : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : Aso Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Aooessories 2 - Face Mount Hanger IUS1.81/14 2.00" N/A 12-I0d x 1-1/2 2-IOd x 1-1/2 Loads Location Spacing Dead (0,90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 9' 6" 12" 17.0 25.0 Snow Member Notes Models roof trusses for reactions only Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined try 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. SUSTAINABLE FORESTRY:NrtIA" Forte Software operator Job Notes 3/9/2015 10:09:21 AM Forte v4.6, Design Engine: V6.1.1.5 I Eric L. Rice, PE MTT Construction LLC g g i ELR Engineering 2858-AB Lots 2, 3 and 4 MTT 28-1.4TE (206) 200-8764 elreng33@gmail.com I Page 7 of 59 Il�F 0 R T E p MEMBER REPORT Roof, R6 • 2 piece(s) 2 x 12 Douglas Fir -Larch No. 1 PASSED Overall Length: 11' + + 0 0 Li 11' LJ a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1582 @ 4" 6683 (5.50") Passed (24%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1180 @ 1' 4 3/4" 4658 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3838 @ 5' 6" 6064 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.070 @ 5' 6" 0.344 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.122 @ 5' 6" 0.517 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 11' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 669 913 1582 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 669 913 1582 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 11' 1' 17.0 25.0 Snow 2 - Uniform (PLF) 0 to 11' N/A 96.0 141.0 Linked from: R4, Sup rt 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE fORESTRY INITIATIVE 3/9/2015 10:09:22 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 8 of 59 it -FORTE` MEMBER REPORT Roof, R7 • 2 piece(s) 2 x 12 Douglas Fir -Larch No. 1 Overall Length: 8' 0 0 , I L B' L L All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 1621 @ 7' 7 1/2" 2813 (1.50") Passed (58%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1204 @ 6' 8 1/4" 4658 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2955 @ 3' 11 3/4" 6064 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.027 @ 3' 11 3/4" 0.243 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.047 @ 3' 11 3/4" 0.365 Passed (U999+) -- 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 7' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 734 1035 1769 Blocking 2 - Hanger on 11 1/4" HF beam 4.50" Hangers 1.50" 739 1045 1784 See note • 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 • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger U210-2 2.00" N/A 14-16d common 6-10d common Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 1' 17.0 25.0 Snow 2 - Uniform (PLF) 0 to 8' N/A 159.0 235.0 Linked from: R5, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculabon 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. l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:22 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE — Page 9 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com �iF A Q T c " MEMBER REPORT Roof, R8 • Vlle �" V " ` 3 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL PASSED Overall Length: 35' 1 a a � i L LJ LJ 35' C a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4431 @ 34' 8" 11694 (5.50") Passed (38%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3974 @ 33' 1/2" 20648 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 39866 @ 18' 7" 66849 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.833 @ 18' 1.144 Passed (L/494) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.569 @ 17' 11 3/8" 1 1.717 1 Passed (L/263) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 3 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.52" 1583 1643 3226 Blocking 2 - Stud wall - HF 5.50" 5.50" 2.08" 2064 2367 4431 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 35' 1' 17.0 25.0 Snow 2 - Uniform (PSF) 0 to 18' 7" 1' 17.0 25.0 Snow 3 - Point (lb) 18' 7" N/A 739 1045 Linked from: R7, Support 2 4 - Uniform (PLF) 18' 7" to 35' N/A 66.0 99.0 Unked from: R4, Support 2 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Hush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD "O SUSTAINABLE fORESM INITIATIVE 3/9/2015 10:09:22 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 10 of 59 FORTE©� E " MEMBER REPORT Roof, R9 v i i R L 3 piece(s) 1 3/4" x 18" 2.0E Microllam0 LVL PASSED Overall Length: 35' 0 0 L U LJ a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4079 @ 4" 11694 (5.50") Passed (35%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3623 @ 1' 11 1/2" 20648 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 34347 @ 176" 66849 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.782 @ 17' 6" 1,144 Passed (L/527) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.470 @ 17' 6" 1.717 Passed (L/280) 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 12' 4 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (ibs) Accessories Total Available Required Dead Snow Total I - Stud wall - HF 5.50" 5.50" 1.92" 1909 2170 4079 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.92" 1909 2170 4079 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 35' 1' 17.0 25.0 Snow 2 - Uniform (PLF) 0 to 35' N/A 66.0 99.0 Linked from: R2, Support I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD fZ� SUSTAINABLE FORESTRY INtTIATIVE Forte Software Operator 3/9/2015 10:09:23 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 11 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 eireng33@gmail.com ' FORTE` MEMBER REPORT Roof, R10 PASSED • 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 2' 3" + j + 0 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 Design Results Actual @ Location Allowed Result LDF Load: combination (Pattern) Member Reaction (Ibs) 2987 @ 2' 3" 3281 (1.50") Passed (91%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2518 @ 1' 8" 2657 Passed (95%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1813 @ 1' 7" 1979 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.009 @ 1' 2" 0.075 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.017 @ 1' 2" 0.112 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1-/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow I Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 698 816 1514 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1407 1580 2987 None Tributary Dead Snow Loans Location Width (0.90) (1.1S) Comments 1 - Point (lb) 1' 7" N/A 1583 1643 Linked from: R8, Support 1 2 - Uniform (PLF) 0 to 1' 7" N/A 187.0 275.0 Linked from: R5, Support 1 3 - Uniform (PLF) 1' 7" to 2' 3" N/A 323.0 476.0 Linked from: RI, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INnIATIVE Forte Software Operator 3/9/2015 10:09:23 AM Forte v4.6, Design Engine: V6.1.1.5 MTT_28-1.4TE Page 12 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com I ua F O Q T c (I MEMBER REPORT Roof, R11 PASSED • Ll (♦ i L 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL Overall Length: 4' 3" I 4' ' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Wad: Combination (Pattern) Member Reaction (Ibs) 3464 @ 0 3806 (1.50") Passed (91%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3458 @ 8 3/4" 5544 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5475 @ 1' 7" 8182 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.050 @ 2' 1 1/4" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.091 @ 2' 1 1/4" 1 0.213 Passed (L/561) - 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1-/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 1580 1883 3463 None 2 - Trimmer - HF 1,50" 1.50" 1.50" 1375 1 1753 3128 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Point (lb) 1' 7" N/A 2064 2367 linked from: R8, Support 2 2 - Uniform (PLF) I' 7" to 4' 3" N/A 323.0 476.0 linked from: R1, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE Forte software operator 3/9/2015 10:09:23 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 13 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com aF 0 R T E c MEMBER REPORT Roof, R12 • 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: T 3" I i + + 0 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 Design Results Actual 0 Location Allowed Result LEIF Load: Combination (Pattern) Member Reaction (Ibs) 877 @ 0 3281 (1.50") Passed (27%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 736 @ 7" 2657 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1589 @ 3' 7 1/2" 1979 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.113 @ T 7 1/2" 0.242 Passed (L/771) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.194 @ 3' 7 1/2" 0.313 Passed (L/449) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Avatlablej Required Dead Snow I Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 366 511 877 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 366 511 877 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PLF) 0 to 7' 3" N/A 96.0 141.0 Unked from: R2, Su rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its product will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 1 SUSTAINABLE FORESTRY INITIATIVE Forte software operator 3/9/2015 10:09:23 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28--1.4TE — Page 14 of 59 ,lob Notes Eric L. Rice, PE IA Construction LLC ELR Engineering 2858-AB Lots 2. 3 and 4 (206)200-8764 elreng33@gmail.com I R T � �' MEMBER REPORT Roof, R13 PASSED • b�.TOl 1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 5' 3" + + 0 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 2114 @ 0 3281 (1.50") Passed (64%) -- 1.0 D + 1.0 S (All Spans) Shear(lbs) 1527 @ 8 3/4" 3502 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2775 @ 2' 7 1/2" 3438 Passed (81%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.046 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.077 @ 2' 7 1/2" 1 0.262 Passed (L/814) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (1./360) and TL (L/240). Bradng (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 865 1250 2115 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 865 1250 2115 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PLF) 0 to 5' 3" N/A 323.0 476.0 Linked from: RI, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Bloch) are not designed by this software. Use of this software is not intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso ftsj SUSTAINABLE FORESTRY INITIATIVE Forte software operator 3/9/2015 10:09:24 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 15 of 59 .lob Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com aFORTE" MEMBER REPORT Roof, R14 ` 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: 2' 3" 0 0 C 2' 1 Ir 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 904 @ 0 3281 (1.50") Passed (28%) -- 1.0 D + 1.0 S (All Spans) Shear(lbs) 435 @ 7" 2657 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 509 @ 1' 1 1/2" 1979 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.004 @ 1' 1 1/2" 0.075 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 1' 1 1/2" 0.112 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 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. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 369 536 905 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 369 536 905 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PLF) 0 to 2' 3" N/A 323.0 476.0 1 Unked from: RI, Su ort I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 3/9/2015 10:09:24 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 16 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com O R T G C F MEMBER REPORT Roof, R15 • 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: V 9" 1 6- 6-III 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: combination (Pattern) Member Reaction (Ibs) 489 @ 0 3281 (1.50") Passed (15%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 404 @ 7" 2657 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 825 @ 3' 4 1/2" 1979 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.050 @ 3' 4 1/2" 0.225 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.087 @ T 4 1/2" 1 0.313 1 Passed (L/929) - 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 208 281 489 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 208 281 489 No Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 9" 3' 4" 17.0 25.0 Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operator Job Notes Eric L. Rice. PE MTT Construction LLC ELF? Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (\ SUSTAINABLE FORESTRY INmATWE 3/9/2015 10:09:24 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28. 1.4TE Page 17 of 59 �1f V R I E " MEMBER REPORT Upper floor, 2F1 I1 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC PASSED Overall Length: 16' 8" 1618, 0 Li a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 429 @ 2 1/2" 2126 (3.50") Passed (20%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 365 @ 1' 2 3/4" 1688 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1681 @ 8' 3" 2577 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.260 @ 8' 3" 0.322 Passed (L/742) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.338 @ 8' 3" 1 0.804 1 Passed (1-/570) 1.0 D + 1.0 L (All Spans) TJ-Pror" Rating N/A I N/A I -- - Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6 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. Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FlooSupports ,e Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 99 330 429 Blocking 2 - Stud wall - HF 5.50" 4.00" 1.50" 101 337 438 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. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 16' 8" 12" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:24 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 18 of 59 ,lob Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com • _iF A © T E ` MEMBER REPORT Upper floor, 2F2 alIl V 1� 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 6' 6" D o V 6' 6" L1 R R All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (pattern) Member Reaction (Ibs) 220 @ 6' 3 1/2" 2126 (3.50") Passed (10%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 134 @ 1' 4 3/4" 1688 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 303 @ 3' 4" 2577 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.006 @ 3' 4" 0.118 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.008 @ 3' 4" 0.296 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pror" Rating N/A N/A Deflection criteria: U. (L/600) and TL (L/240). Bracing (Lu): All 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. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FLive loor Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 53 178 231 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 51 169 220 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead floor Live Loans Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 6" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.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 MTT Construction LLC ELR Engineering 2858-AB Lots 2. 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:25 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 19 of 59 F 0 R 'T G C " MEMBER REPORT Upper floor, 2F3 li 1 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 12' 4" 0 0 1 1 1 i L U 12'4" L) 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 428 @ 2 1/2" 2126 (3.50") Passed (20%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 342 @ 1' 2 3/4" 1688 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1231 @ 6' 2" 2577 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.105 @ 6' 2" 0.238 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.136 @ 6' 2" 0.596 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pror" Rating N/A N/A Deflection criteria: U. (1-/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 1 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Liver Total L - Stud wall - HF 3.50" 3.50" 1.50" 99 329 428 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 99 329 428 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 12' 4" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Floor Member Type : Joist Building the : Residential Building Code : IBC Design Methodology : ASD 1" SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator ,Job Notes 3/9/2015 10:09:25 AM Eric L. Rice. PE MTT Construction LLC Forte v4.6, Design Engine: V6.1.1.5 I ELR Engineering 2858-AB Lots 2, 3 and 4 MTT 28-1.4TE 1 (206)200-8764 i elreng33@gmail.com Page 20 of 59 2 F O R T E' MEMBER REPORT Upper floor, 2F4 • 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 10' 10" 0 0 I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 347 @ 5 1/2" 911 (1.50") Passed (38%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 282 @ 1' 4 3/4" 1688 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 867 @ 5' 5 1/2" 2577 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.052 @ 5' 5 1/2" 0.200 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.067 @ 5' 5 1/2" 1 0.500 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pror" Rating N/A I N/A I -- -- Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to supports (ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 11 1/4" GLB beam 5.50" Hanger' 1.50" 87 291 378 See note ' 2 - Stud wall - HF 5.50" 5.50" 1.50" 86 287 373 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 • r See Connector grid below for additional information and/or requirements. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Model seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger W210 1.50" N/A 10-10d common 6-10d x 1-1/2 Dead floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 10, 10" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com 1 SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:25 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 21 of 59 F T R 0 © E `` MEMBER REPORT Upper floor, 2F5 I 1 piece(s) 2 x 12 Hem -Fir No. 2@ 16" OC PASSED 0 116. L Overall Length: 12' 4" 10' 10• 0 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 988 @ 1' 7 3/4" 2126 (3.50") Passed (46%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 612 @ 6 3/4" 1941 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -875 @ 1' 7 3/4" 2964 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.057 @ 6' 9 1/8" 0.205 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.033 @ 0 0.200 Passed 2 999+ 1.0 D + 1.0 S (All Spans) TJ-ProT" Rating N/A N/A -- -- Deflection criteria: LL (L/600) and TL (1-/240). Overhang deflection criteria: LL (21.1600) and TL (0.2"). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. _ Supports Bearing Loads to Supports (Ibs) Aosories Accessories Total Available Required Dead F�e Total 1 - Stud wall - HF 3.50" 3.50" 1.63" 461 368 335 1164 Blocking 2 - Hanger on 11 1/4" GLB beam 5.50" Hanger' 1.50" 44 297 -41 341/-41 See note ' • 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. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 Dead Floor Live Snow Loads Location Spacing (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 4" 16" 12.0 40.0 Residential - Living Areas 2 - Point (PLF) 2 3/4" 16" 81.0 - Upper wall 3 - Point (PLF) 2 3/4" 16" 150.0 221.0 Upper roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywV.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. l SUSTAINABLE FORESTRY INITIATIVE Forte software operator .lob Notes 3/9/2015 10:09:25 AM Eric L. Rice, PE MTT Construction LLC Forte v4.6, Design Engine: V6.1.1.5 ELR Engineering 2858-AB Lots 2, 3 and 4 MTT 28-1.4TE (206)200-8764 j elreng33@gmail.com Page 22 of 59 If 0 R T E ' MEMBER REPORT Upper floor, 2F6 • 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 10' 10" + j + 0 D ;r LJ NY 10• L All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Achral @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 352 @ 10' 4 1/2" 911 (1.50") Passed (39%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 287 @ 9' 5 1/4" 1688 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 896 @ 5' 3 1/2" 2577 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.055 @ 5' 3 1/2" 0.203 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.072 @ 5' 3 1/2" 0.508 1 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A I-- -- Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Hearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Snow Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 359 282 244 885 Blocking 2 - Hanger on 11 1/4" GLB beam 5.50" Hanger' 1.50" 89 1 296 385 See note ' • 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 • r 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 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 Loads Location Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 10, 10" 16" 12.0 40.0 Residential - Living Areas 2 - Point (PLF) 2 3/4" 16" 81.0 - Upper wall 3 - Point (PLF) 2 3/4" 16" 125.0 183.0 Upper roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as deternined 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. 1 SUSTAINABLE FORESTRY INITIATIVE Forte software operator 3/9/2015 10:09:26 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE _ Page 23 of 59 .lob Notes I Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com ✓�j A E3 "' MEMBER REPORT Upper floor, 2F7 0 ail R 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 12' 2" 0 0 _. .. .. ...... 3 i r 1 12'2' Y All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 400 @ 11' 11" 911 (1.50") Passed (44%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 335 @ 10' 11 3/4" 1688 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1154 @ 6' 1 3/4" 2577 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.092 @ 6' 1 3/4" 0.231 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.120 @ 6'1 3/4" 0.577 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProRating N/A N/A Deflection criteria: U. (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 11 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment rapacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead F�,e Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 98 328 426 Blocking 2 - Hanger on 11 1/4" HF beam 3.00" Hanger- 1.50" 96 321 417 See note 1 • Blocking Panels are assumed to tarty 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 • 1 See Connector grid below for additional information and/or requirements. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : Aso Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 Dead Floor Live Loads Loption Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 12' 2" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INMATNE 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.woDdbywy.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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com 3/9/2015 10:09:26 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 24 of 59 r l-FORTE' MEMBER REPORT Upper floor, 2F8 * ui11 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 14' 6" + 0 1 3i 1' 6• 13' U o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 414 @ 14' 3 1/2" 1367 (2.25") Passed (30%) -- 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 390 @ 2' 10 3/4" 1688 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1193 @ 8' 5 1/8" 2577 Passed (46%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.129 @ 8' 1/8" 0.251 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.141 @ 8' 1 15/16" 0.628 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-ProT" Rating N/A N/A Deflection criteria: LL (L/600) and TL (L/240). Overhang deflection criteria: U. (2L/600) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 5 I5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 382 434 193 1009 Blocking 2 - Stud wall - HF 3.50" 2.25" 1.50" 75 346/-1 -21 421/-22 1 1/4" Rim Board • Rim Board is assumed to corny all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 14' 6" 16" 12.0 40.0 Residential - Living Areas 2 - Point (PLF) 2 3/4" 16" 81.0 - Upper wall 3 - Point (PLF) 2 3/4"' 16" 88.0 129.0 Upper roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : Aso 1 SUSTAINABLE FORESTRY INITIATIVE I Forte Software Operator Job Notes 3/9/2015 10:09:26 AM j Eric L. Rice, PE MTT Construction LLC Forte v4.6, Design Engine: V6.1.1.5 ELR Engineering 2858-AB Lots 2, 3 and 4 MTT 28-1.4TE I (206)200-8764 elreng33@gmail.com Page 25 of 59 u,.lFO R T E ' MEMBER REPORT Upper floor, 2F9 2 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 12' 4" + - - ---- - --- - ... _ _ _. —. + 0 0 , rr 1' 6" 10, 10" E 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual LO Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 890 @ 1' 7 3/4" 4253 (3.50") Passed (21%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 311 @ 2' 8 3/4" 3375 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 771 @ 7' 1 15/16" 5155 Passed (15%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.028 @ 6' 9 1/8" 0.205 Passed (LJ999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.030 @ 6' 11 1/16" 1 0.511 1 Passed (U999+) 1.0 D + 1.0 L (Alt Spans) T)-Pro'm Rating N/A I N/A I -- -- Deflection criteria: LL (1./600) and TL (L/240). Overhang deflection criteria: LL (2L/600) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall- HF 3.50" 3.50" 1.50" 428 324 292 1044 Blocking 2 - Hanger on 11 1/4" 6LB beam 5.50" Hanger' 1.50" 61 297 -24 358/-24 See note' • 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. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger U210-2 2.00" N/A 14-10d x 1-1/2 6-10d x 1-1/2 Loads Location Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 1' 6" to 12' 4" 16" 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 1' 6" 16" 6.0 20.0 Residential - Living Areas 3 - Uniform (PLF) 0 to 1' 6" N/A 81.0 - Upper wall 4 - Uniform (PLF) 0 to 1' 6" N/A 122.0 179.0 Upper roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. {<� SUSTAINABLE FORESTRY INniATIVE Forte software Operator 3/9/2015 10:09:27 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 26 of 59 ,lob Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com � a F O ©r C " MEMBER REPORT Upper floor, 2F10 i[ G 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC PASSED Overall Length: 11' 1' 6' U 8' „ , „ y„ 0 o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 233 @ 1' 7 3/4" 2126 (3.50") Passed (11%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 119 @ 2' 8 3/4" 1941 Passed (6%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 272 @ 5' 6" 2964 Passed (9%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.008 @ 5' 6" 0.257 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.012 @ 5' 6" 1 0.385 1 Passed (L/999+) -- 1 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (11360) 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 11' 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 93 140 233 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 93 140 233 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 11' 12" 17.0 25.0 Snow Member Notes Models roof trusses for reactions only Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 1XSUSTAINABLE fOREStRY INnIATIVE Forte Software Operator 3/9/2015 10:09:27 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 27 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com 2 F T y A R E" MEMBER REPORT Upper floor, 2F11 [i I 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC PASSED Overall Length: 9' 6" 0 0 i 8' L 1.6- o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 157 @ 1 1/2" 911 (1.50") Passed (17%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 124 @ 6' 9 1/4" 1941 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 294 @ 3' 10 3/8" 2964 Passed (10%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.008 @ 3' 11 9/16" 0.258 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.013 @ 3' 11 3/8" 0.386 Passed (U999+) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (U240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 11 1/4" HF beam 1.50" Hanger' 1.50" 65 98 163 See note' 2 - Stud wall - HF 3.50" 3.50" 1.50" 97 142 239 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. System : Roof Member Type : Joist Building Use : Residential Building Code: IBC Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Aocessories 1 - Face Mount Hanger U210 2.00" N/A 10-10d x 1-1/2 6-10d x 1-1/2 Loads location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 9' 6" 12" 17.0 25.0 Snow Member Notes Models roof trusses for reactions only Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operator Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 eireng33@gmail.com (Z S� SUSTAINABLE FOR[STRY INmATNE 3/9/2015 10:09:27 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28--1.4TE Page 28 of 59 , FORTE (` MEMBER REPORT Upper floor, 2F12 l�ii 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 8' 3" 0 — i.. 0 1 8' _ I 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1012 @ 0 3281 (1.50") Passed (31%) -- 1.0 D + 1.0 S (All Spans) Shear(lbs) 833 @ 8 3/4" 3502 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2088 @ 4' 1 1/2" 3438 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.083 @ 4' 1 1/2" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.144 @ 4' 1 1/2" 0.313 Passed (L/688) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on Nos 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 427 586 1013 None 2 - Trimmer - HIP 1.50" 1.50" 1.50" 427 586 1013 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PLF) 0 to 8' 3" N/A 97.0 142.0 Linked from: 2FII, Su rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:27 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 29 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com ,r a O T C MEMBER REPORT Upper floor, 2F14 ;2 1 L 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL Overall Length: 12' 6" 0 0 12. lj 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattem) Member Reaction (Ibs) 4924 @ 1 1/2" 7613 (3.00") Passed (65%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3471 @ 1' 2 7/8" 8035 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 12996 @ 6' 3" 19902 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.224 @ 6' 3" 0.408 Passed (L/656) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.409 @ 6' 3" 1 0.613 1 Passed (L/360) 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 12' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.94" 2224 2106 1494 5824 None 2 - Trimmer - HF 3.00" 3.00" 1.94" 2224 2106 1494 5824 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 6" 8' 1" 10.0 - Upper wall 2 - Uniform (PLF) 0 to 12' 6" N/A 96.0 141.0 Linked from: R2, Support z 3 - Uniform (PLF) 0 to 12' 6" N/A 65.0 98.0 Linked from: 21`11, SuDDort 1 4 - Uniform (PLF) 0 to 12' 6" N/A 101.0 337.0 - Linked from: 2F1, SunDort 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTA114ABLE FORESTRY iNmATIVE Forte software operator .lob Notes 3/9/2015 10:09:28 AM Eric L. Rice, PE MTT Construction LLC Forte v4.6, Design Engine: V6.1.1.5 ELR Engineering 2858-AB Lots 2, 3 and 4 MTT 28-1.4TE (206)200-8764 elreng33@gmail.com Page 31 of 59 ,2 r_I I1 R T C MEMBER REPORT Upper floor, 2F15 i;V 1 G 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam0 PSL Overall Length: 8' 6" 0 0 8. 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5217 @ 1 1/2" 7613 (3.00") Passed (69%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4289 @ 1' 1/2" 7393 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 13485 @ 4' 3" 15016 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.159 @ 4' 3" 0.275 Passed (L/624) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.305 @ 4' 3" 0.412 Passed (L/325) 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 8' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Aooessones Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 2.06" 2470 2747 5217 None 2 - Trimmer - HF 3.00" 3.00" 1.52" 1921 1938 3859 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments I - Uniform (PSF) 0 to 8' 6" 811. 10.0 - Upper wall 2 - Tapered (PSF) 4' 3" to 8' 6" 5' 9" to 3' 6" 17.0 25.0 Uppe roof 3 - Point (lb) 4' 3" N/A 1909 2170 Linked from: R9, Support 1 4 - Uniform (PLF) 0 to 4' 3" N/A 323.0 476.0 Linked from: RI, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:28 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-•1.4TE _ Page 32 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2. 3 and 4 (206)200-8764 elreng33@gmail.com F 0 R T E MEMBER REPORT Upper floor, 2F16 2 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 6' 2" + + 0 0 IL L] 6 2• Li 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDf Load: Combination (Pattern) Member Reaction (Ibs) 2339 @ 1 1/2" 3645 (3.00") Passed (64%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1438 @ 1' 2 1/4" 3375 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3319 @ 3' 1" 4482 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.034 @ 3' 1" 0.118 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.045 @ 3' 1" 0.296 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (ibs) Accessories Total Available Required Dead Live Total 1 - Stud wall - HF 3.00" 3.00" 1.92" 561 1778 2339 Blocking 2 - Stud wall - HF 3.00" 3.00" 1.92" 561 1778 2339 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 6' 2" N/A 99.0 330.0 Linked from: 2F1, Support 1 2 - Uniform (PLF) 0 to 6' 2" N/A 74.3 246.8 Linked from: 2F3, SupDort 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Floor Member Type : flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY IN17LATIVE Forte Software Operator .lob Notes 3/9/2015 10:09:29 AM Eric L. Rice, PE A4TT Construction LLC Forte v4.6, Design Engine: V6.1.1.5 ELR Engineering 2858-AB Lots 2, 3 and 4 MTT 28-1.4TE (206)200.8764 eireng33@gmail.com Page 33 of 59 „-_ F 0 R © T E ” MEMBER REPORT Upper floor, 2F16A I�■ff 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED Overall Length: 3' 7" 3.4' ' a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual fl Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1073 @ 0 3281 (1.50") Passed (33%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 724 @ 7" 2310 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 961 @ 1' 9 1/2" 1720 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.022 @ 1' 9 1/2" 0.072 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.029 @ 1' 9 1/2" 0.179 Passed (L/999+) -- 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 3' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 255 818 1073 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 255 818 1073 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 3' 7" N/A 99.0 330.0 Linked from: 2F1, Sup it 1 2 - Uniform (PLF) 0 to 3' 7" N/A 38.3 126.8 Linked from: 2F2, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASO l SUSTAINABLE KWESTRY INITIATIVE Forte software operator 3/9/2015 10:09:29 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 34 of 59 .lob Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com 'FORTE" F O ©T C P MEMBER REPORT Upper floor, 2F17 L� R 1 L 2 piece(s) 2 x 12 Hem -Fir No. 2 PASSED Overall Length: 6' 10" 0 0 L s' to• o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual (B Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2195 @ 1 1/2" 3645 (3.00") Passed (60%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1432 @ 1' 2 1/4" 3375 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3480 @ 3' 5" 4482 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.045 @ 3' 5" 0.132 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.059 @ 3' 5" 0.329 Passed (U999+) -- 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' 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. Supports Bearing Loads to supports (Ibs) Armories Total Available Required Dead Live Total 1 - stud wall - HF 3.00" 3.00" 1.81" 529 1666 2195 Blocking 2 - stud wall- HF 3.00" 3.00" 1.81" 529 1666 2195 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PLF) 0 to 6' 10" N/A 74.3 246.8 Linked from: 2F3, Support 1 2 - Uniform (PLF) 0 to 6' 10" N/A 72.0 240.8 Linked from: 2F7, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 i (206)200-8764 elreng33@gmail.com System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:29 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 35 of 59 A aw f 0 R T E* MEMBER REPORT Upper floor, 2F20 with holdowns 1 piece(s) 3 1/2" x 16" 2.2E Parallam® PSL Overall Length: 16' 9" + 1 + 0 I 16' 3' a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonta I.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7480 @ 16' 7 1/2" 7613 (3.00") Passed (98%) 1.0 D + 0.525E + 0.75 L + 0.75 S (All S ans Shear (Ibs) 5279 @ 1' 7" 12451 Passed (42%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 26868 @ 8' 6 1/2" 40198 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.442 @ 8' 6 11/16" 0.550 Passed (1-/448) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All 1 Spans) Total Load Defl.(in) 0.705 @ 8'5 7/8" 0.825 Passed (L/281) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L1360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 9 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -291 Ibs uplift at support 16' 7 1/2". Strapping or other restraint may be required. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead F� Snow Wind Seismic Total 1 - Column - HF 3.00" 3.00" 2.94" 3113 2357 2132 423 1864/-1864 9889/-1864 None 2 - Column - HF 3.00" 3.00" 2.95" 2896 2166 1919 657 2897/-2897 10535/- 2897 None Tributary Dead floor Live Snow Wind Seismic Loads Location Width (0.90) (1.00) (1.15) (1.60) (1.60) Comments 1 - Point (lb) 10' 2" N/A - - - 1080 4761 Holdown 2 - Uniform (PLF) 0 to 10' 2" N/A 345.8 276.0 251.3 - - Linked from: 2F5, Support 1 3 - Point (lb) 10' 2" N/A 428 324 292 Linked from: 2F9, Support 1 4 - Uniform (PLF) 10' 2" to 16' 9" N/A 269.3 211.5 183.0 Linked from: 2F6, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. SUSTAINABLE FORESTRY INmATIVE Forte Software operator 3/9/2015 10:09:29 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-9.4TE — Page 36 of 59 .lob Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com ✓' MEMBER REPORT Upper floor, 2F20 without holdowns df 0 R T E" 1 piece(s) 3 1/2" x 16" 2.2E Parallam® PSL PASSED Overall Length: 16' 9" l o LI 16' 3" LJ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6480 @ 1 1/2" 7613 (3.00") Passed (85%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5279 @ 1' 7" 12451 Passed (42%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 26868 @ 8' 6 1/2" 40198 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.283 @ 8' 4 5/16" 0.550 Passed (L/701) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.546 @ 8' 4 3/8" 0.825 Passed (L/363) 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 16' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.00" 3.00" 2.55" 3113 2357 2132 7602 None 2 - Column - HF 3.00" 3.00" 2.35" 2896 2166 1919 6981 None Tributary Dead Floor Live snow Loads Location Width (0.90) (1.00) (1.15) Comments t - Point (lb) 10' 2" N/A - - - Holdown 2 - Uniform (PLF) 0 to 10' 2" N/A 345.8 276.0 251.3 Linked from: 2F5, Support 1 3 - Point (lb) 10' 2" N/A 428 324 292 Linked from: 2r-9, SunDort 1 4 - Uniform (PLF) 10' 2" to 16' 9" N/A 269.3 211.5 1 183.0 Linked from: 2F6, Su000rt I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1 Sl15TAINABLE FORESTRY INntATIVE Forte Software Operator 3/9/2015 10:09:30 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE _ Page 37 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com �j� !1 Q MEMBER REPORT Upper floor, 2F21 ii V R 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam PASSED Overall Length: 18' 8" " - - 18, a" L1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 5799 @ 18' 6" 12513 (3.50") Passed (46%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4886 @ 17' 1 1/2" 14575 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 26474 @ 9' 10 3/4" 40604 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.442 @ 9' 4 1/2" 0.458 Passed (L/498) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.570 @ 9' 4 11/16" 0.917 Passed (L/386) 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (1-/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 18' 8" 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 0.98 that was calculated using length L = 18' 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 Nos 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Snow Total 1 - Column - HF 3.50" 3.50" 1.55" 1207 4329 -252 5536/-252 None 2 - Column - HF 3.50" 3.50" 1.62" 1383 4417 -116 5800/-116 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PLF) 0 to 18, 8" N/A 65.3 218.3 Linked from: 2F4, Support 1 2 - Uniform (PLF) 0 to 11' 2" N/A 33.0 222.8 -30.8 Linked from: 2F5, Support 2 3 - Point (lb) 11' 2" N/A 61 297 _24 Linked from: 2F9, Support 2 4 - Uniform (PLF) 10' 2" to 18' 8" N/A 66.8 222.0 - Linked from: 2F6, 1 1 1 Su rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:30 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 38 of 59 aF0 R T E " MEMBER REPORT Upper floor, 2F22 * 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: & 8" 0 .......... ..._. ... ......... _...... .. ...... ...... ......... ..... 0 ......._ ........._...... I {� u 8' 2• E 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1038 @ 1 1/2" 6563 (3.00") Passed (16%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 833 @ 10 1/4" 3502 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2120 @ 4' 4" 3438 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.089 @ 4' 4" 0.281 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.152 @ 4' 4" 0.421 Passed (L/664) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 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. Supports Bearing Loads LD Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - HF 3.00" 3.00" 1.50" 431 607 1038 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 431 607 1038 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PLF) 0 to 8' 8" N/A 93.0 140.0 Linked from: 21`10, Support I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE. FORESTRY INITIATIVE Forte software operator 3/9/2015 10:09:30 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE _ Page 39 of 59 .lob Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com a F c 0 Q T " MEMBER REPORT Upper floor, 2F23 �1 L 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED 6 s. 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Wad: Combination (pattern) Member Reaction (Ibs) 2283 @ 1 1/2" 10313 (3.00") Passed (22%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1537 @ 1' 1/2" 5922 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3561 @ 3' 6" 6032 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.032 @ 3' 6" 0.225 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.060 @ 3' 6" 0.338 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 T o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 1049 1139 507 2695 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1049 1139 507 2695 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PLF) 0 to 7' N/A 286.5 325.5 144.8 Linked from: 2F8, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTALNABLE FORESTRY WiMTivf Forte Software Operator 3/9/2015 10:09:30 AM Forte v4.6, Design Engine: V6.1.1.5 MTT_28--1.4TE Page 40 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2. 3 and 4 (206)200-8764 elreng33@gmail.com �F 0 R © "T c MEMBER REPORT Upper floor, 2F24 i 1 L 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED LJ 8' LJ 0 � All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2158 @ 8' 4 1/2" 6563 (3.00") Passed (33%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2067 @ 7' 5 3/4" 4468 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4855 @ 5' 1 3/4" 5166 Passed (94%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.079 @ 4' 4 11/16" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.159 @ 4' 4 7/16" 0.412 Passed (L/623) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads In Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 1032 950 1982 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1118 1040 2158 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 6" 8' 1" 10.0 - Wall 2 - Point (lb) 6' 1" N/A 669 913 Linked from: R6, Support 2 3 - Uniform (PLF) 0 to 6' 1" N/A 119.0 177.0 Linked from: R3, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:31 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 41 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com �iF a R T G ' MEMBER REPORT Upper floor, 2F25 11 4 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 6' 3" + + 0 0 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2775 @ 0 3281 (1.50") Passed (85%) -- 1.0 D + 1.0 S (All Spans) Shear(lbs) 1980 @ 10 3/4" 4468 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4336 @ 3' 1 1/2"' 5166 Passed (84%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.044 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.083 @ 3' 1 1/2" 1 0.313 Passed (U909) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1./360) and TL (1-/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 1288 1488 2776 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1288 1488 2776 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 6' 3" 811. 10.0 - Wall 2 - Uniform (PLF) 0 to 6' 3" N/A 323.0 476.0 Linked from: R1, Sup rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INMATPA Forte Software Operator 3/9/2015 10:09:31 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 42 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com �) `FORTE' O R T E ' MEMBER REPORT Upper floor, 2F26 `i 1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 2' 9" 0 a 2-6- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1216 @ 0 3281 (1.50") Passed (37%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 700 @ 7" 2657 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 836 @ 1' 4 1/2" 1979 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.008 @ 1' 4 1/2" 0.092 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.015 @ 1' 4 1/2" 0.138 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1.1360) and TL (L/240). 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. Supports Bearing loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 562 655 1217 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 562 655 1217 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 2' 9" 8' 1" 10.0 - Wall 2 - Uniform (PLF) 0 to 2' 9" N/A 323.0 476.0 Linked from: RI, Sup rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INnIATME Forte software operator 3/9/2015 10:09:31 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 43 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELF? Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com �rIF 0 T �i © E MEMBER REPORT Upper floor, 2F14A I 2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam® LVL Overall Length: 11' 6" 0 0 I 1r U 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 4518 @ 1 1/2" 7613 (3.00") Passed (59%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3151 @ 1' 2 1/4" 7481 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 10927 @ 5' 9" 16137 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.207 @ 5' 9" 0.375 Passed (L/651) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.377 @ 5' 9" 0.563 Passed (L/358) 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 11' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Resawn products must maintain manufacturing stamps. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total l 1 - Trimmer - HF 3.00" 3.00" 1.78" 2034 1938 1374 5346 None 2 - Trimmer - HF 3.00" 3.00" 1.78" 2034 1938 1374 5346 None Tributary Dead Floor Live Snow Loans Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 11' 6" 811. 10.0 - Upper wall 2 - Uniform (PLF) 0 to 11' 6" N/A 96.0 141.0 Linked from: R2, Support 2 3 - Uniform (PLF) 0 to 11' 6" N/A 65.0 - 98.0 Linked from: 21`11, Support 1 4 - Uniform (PLF) 0 to 11' 6" N/A 101.0 337.0 - Linked from: 2F1, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 12� SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 3/9/2015 10:09:31 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 44 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com MEMBER REPORT Main floor, 1F1 4 R T E + 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 8' 5" 0 0 Ll 8-5- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 286 @ 2 1/2" 2126 (3.50") Passed (13%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 212 @ 1' 3/4" 1388 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 532 @ 4' 1 1/2" 1917 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.035 @ 4' 1 1/2" 0.157 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.046 @ 4' 1 1/2" 0.392 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro— Rating N/A N/A Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 3 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead loor Live Total 1 - Beam - DF 3.50" 3.50" 1.50" 66 220 286 Blocking 2 - Plate on concrete - HF 5.50" 4.00" 1.50" 69 229 298 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. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments T - Uniform (PSF) 0 to 8' 5" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : Aso 1Z�SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:32 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 45 of 59 t i•� V A R T E 'F: MEMBER REPORT Main floor, 1F2 1 i 1 piece(s) 2 x 10 Hem -Fir No. 2@ 16" OC PASSED Overall Length: V 1" s' r 0 P All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 280 @ 2 1/2" 2126 (3.50") Passed (13%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 207 @ 1' 3/4" 1388 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 509 @ 4' 1/2" 1917 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.032 @ 4' 1/2" 0.153 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.042 @ 4' 1/2" 1 0.383 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro— Rating N/A I N/A I -- - Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead �e Total i - Beam - DF 3.50" 3.50" 1.50" 65 216 281 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 65 216 281 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead floor live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 8' 1" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: Aso 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 3/9/2015 10:09:32 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 46 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2. 3 and 4 (206)200-8764 elreng33@gmail.com F a R T E " MEMBER REPORT Main floor, 1F3 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 8' 10" 0 0 LJ 8110, it Ir 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 306 @ 2 1/2" 2126 (3.50") Passed (14%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 233 @ 1' 3/4" 1388 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 614 @ 4' 5" 1917 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.047 @ 4' 5" 0.168 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.061 @ 4' 5" 0.421 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro— Rating N/A N/A I -- -- Deflection Criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to supports (ibs) Accessories Total Available Required Dead Live Total 1 - Beam - DF 3.50" 3.50" 1.50" 71 236 307 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 71 236 307 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 8' 10" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD l" SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:32 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 47 of 59 aF A R TG C " MEMBER REPORT Main floor, 1F4 1 �i I 1 piece(s) 2 x 10 Hem -Fir No. 2@ 16" OC PASSED Overall Length: V 10" 0 0 6'10' �. 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 237 @ 2 1/2" 2126 (3.50") Passed (11%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 163 @ 1' 3/4" 1388 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 357 @ 3' 5" 1917 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.016 @ 3' 5" 0.128 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.021 @ 3' 5" 0.321 Passed (L/999+) 1.0 D + 1.0 L (All Spans) T]-Pror" Rating N/A I N/A I -- -- Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 10" 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 (Ibs) Accessories Total Available Required Dead FlooSupports ,e Total 1 - Beam - DF 3.50" 3.50" 1.50" 55 182 237 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 55 182 237 Blocking • t31oCKmg Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loans Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 10" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE Forte software operator 3/9/2015 10:09:32 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28--1.4TE Page 48 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com r a-i f 0 R © T LGam` `` MEMBER REPORT Main floor, 1F5 + 1 piece(s) 2 x 10 Hem -Fir No. 2@ 16" OC EA31461 Overall Length: 6' 10" 0 0 6' 10" 1 Ir All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 237 @ 2 1/2" 2126 (3.50") Passed (11%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 163 @ 1' 3/4" 1388 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 357 @ 3' 5" 1917 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.016 @ 3' 5" 0.128 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.021 @ 3' 5" 0.321 Passed (L/999+) 1 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A I- Deflection criteria: LL (L/600) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing loads to Supports (ibs) Accessories Total Available Required Dead Floor Liv1 Total - Beam - DF 3.50" 3.50" 1.50" 55 182 237 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 55 182 237 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. _. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 10" 16" 12.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AS Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLEFORESTRY INITIATIVE 3/9/2015 10:09:33 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-•1.4TE Page 49 of 59 3 a"F O ©"'�"'" E `' MEMBER REPORT Main floor, 1F6 R ■ 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC Overall Length: T 8" 0 0 T 8' U All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load; Combination (Pattern) Member Reaction (Ibs) 266 @ 2 1/2" 2126 (3.50") Passed (12%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 192 @ 1' 3/4" 1388 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 456 @ 3' 10" 1917 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.026 @ 3' 10" 0.145 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Den. (in) 0.034 @ 3' 10" 1 0.363 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A I N/A Deflection criteria: U. (L/600) and TL (1-1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 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. Supports Bearing Loads bD Supports (Ibs) Accessories Total Available Required Dead�1265 1 - Beam - DF 3.50" 3.50" 1.50" 61Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 61 204 1 265 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 7' 8" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woc,dbywy.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 tb sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 3/9/2015 10:09:33 AM Forte v4.6, Design Engine: V6.1.1.5 MITT_28-1.4TE Page 50 Of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com F 0 R T E �' MEMBER REPORT Main floor, 1F7 ill �/ I 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC PASSED 0 Overall Length: 6' 9" 6' 9' E 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 234 @ 2 1/2" 2126 (3.50") Passed (11%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 160 @ 1' 3/4" 1388 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 348 @ 3' 4 1/2" 1917 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.015 @ T 4 1/2" 0.127 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.020 @ T 4 1/2" 1 0.317 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A I N/A I -- -- Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Beam - DF 3.50" 3.50" 1.50" 54 180 234 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 54 180 234 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loans Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 9" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Joist Building Use : Residential Building Code: IBC Design Methodology : ASD l` SUSTAINABLE FORESTRY INMATtvE Forte Software Operator 3/9/2015 10:09:33 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 51 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com aC` V A R 0 T C ` MEMBER REPORT Main floor, 1F8 1� 1 G 1 piece(s) 2 x 10 Hem -Fir No. 2@ 16" OC PASSED Overall Length: 6' 7" + + 0 0 ■ _ _ 6' 7"- 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 222 @ 6' 4 1/2" 2126 (3.50") Passed (10%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 149 @ 1' 2 3/4" 1388 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 312 @ T 4 1/2" 1917 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.012 @ 3' 4 1/2" 0.120 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.016 @ T 4 1/2" 0.300 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A -- Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessones Total Available Required Dead floor Live Total 1 - Plate on concrete - HF 5.50" 5.50" 1.50" 54 180 234 Blocking 2 - Beam - OF 3.50" 3.50" 1.50" 51 171 222 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 7" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:33 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 52 of 59 Job Notes Eric L. Rice, PE MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmaii.com r MEMBER REPORT Main floor, 1F9 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 PASSED Overall Length: 33' 61/2" 1 1 0 - 11 0 li - 11 11 11 11 il 11 11 �,1• /�"�11 11 11 III II 11 II 11 11 I I 11 Il 11, Il 11 11l 0 0 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual A Location Allowed Result LDF I Load: combination (Patbem) Member Reaction (Ibs) 9459 @ 25' 9 1/4" 9844 (4.50") Passed (96%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 3945 @ 18' 7 3/4" 4725 Passed (83%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -5305 @ 25' 9 1/4" 6091 Passed (87%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl.(in) 0.030 @ 16'9 15/16" 0.200 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.036 @ 16' 10 1/16" 0.300 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: U. (0.2") and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 29' 9 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Total 1 - Column - HF 4.50" 4.50" 2.69" 1596 4278 5874 Blocking 2 - Column - HF 4.50" 4.50" 3.99" 2231 6498 8729 Blocking 3 - Column - HF 4.50" 4.50" 4.15" 2274 6810 9084 Blocking 4 - Column - HF 4.50" 4.50" 3.50" 1950 5703 7653 Blocking 5 - Column - HF 4.50" 4.50" 4.32" 2408 7051 9459 Blocking 6 - Column - HF 4.50" 1 4.50" 2.68" 1583 4282 5865 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 33' 6 1/2" 9191, 8.0 - Wall 2 - Uniform (PLF) 0 to 33' 6 1/2" N/A 53.3 177.0 Linked from: 1F3, Sup ort 1 3 - Uniform (PLF) 0 to 33' 6 1/2" N/A 41.3 136.5 Linked from: 1F4, Support 2 4 - Uniform (PLF) 0 to 17' 9" N/A 99.0 330.0 Linked from: 2F1, Support 1 5 - Uniform (PLF) 0 to 17' 9" N/A 74.3 246.8 Linked from: 2F3, Support 2 6 - Point (lb) 17' 9" N/A 561 1778 Linked from: 2F16, Support 1 7 - Point (lb) 23' 7" N/A 561 1778 Linked from: 2F16, Support 2 8 - Uniform (PLF) 23' 7" to 33' 6 1/2" N/A 99.0 330.0 Linked from: 2F1, Suolaort 1 9 - Uniform (PLF) 23' 7" to 33' 6 1/2" N/A 74.3 246.8 Linked from: 2F3, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : Aso l SUSTAINABLE K)RESTRY INITIATIVE 3/9/2015 10:09:34 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 53 of 59 y`/1 ©T MEMBER REPORT Main floor, 1F10 � 1! 0 R! E 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 162 1/2" 0 117, 5' 5 1/2' � 5' 5 1/2' a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7597 @ 7' 7 1/4" 9844 (4.50") Passed (77%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 3891 @ 6' 7 3/4" 3885 Passed (100%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -4292 @ T 7 1/4" 4492 Passed (96%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.043 @ 4' 9" 0.194 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.054 @ 4' 8 3/4" 1 0.292 1 Passed (L/999+) I -- 1 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 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. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead too Live Total 1 - Column - HF 4.50" 4.50" 1.50" 923 1947 2870 Blocking 2 - Column - HF 4.50" 4.50" 3.47" 2162 5435 7597 Blocking 3 - Column - HF 4.50" 4.50" 1.62" 1024 2518 3542 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 15' 2 1/2" 9191. 8.0 - Wall 2 - Uniform (PLF) 0 to 15' 2 1/2" N/A 41.3 136.5 Linked from: 1F5, Sup rt 1 3 - Uniform (PLF) 0 to 15' 2 1/2" N/A 45.8 153.0 Linked from: 1F6, Su ort 2 4 - Point (lb) 5' 11" N/A 529 1666 Linked from: 2F17, Sup ort 2 5 - Uniform (PLF) S' 11" to 15' 2 1/2" N/A 74.3 246.8 Linked from: 2F3, Su ort 1 6 - Point (lb) 5' 3" N/A 128 336 Linked from: 11`13, support 2 7 - Point (lb) 5' 7" N/A 128 336 Linked from: 1F13, su cart z Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 eireng33@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:34 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 55 of 59 ul F 0 R T E " MEMBER REPORT Main floor, 1F11 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 16 1" u - 11 11 11 - II 31 II !I 11 II it 11 1' 7' 5' 7" 5' 7" o a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) [Group] Member Reaction (Ibs) 5910 @ 7' 6 1/2" 6563 (3.00") Passed (90%) -- 1.0 D + 1.0 L (Adj Spans) [1] Shear (Ibs) 2438 @ 6' 7 3/4" 3885 Passed (63%) 1.00 1.0 D + 1.0 L (Adj Spans) [1) Moment (Ft-Ibs) -3322 @ 7' 6 1/2" 4492 Passed (74%) 1.00 1.0 D + 1.0 L (Adj Spans) [1] Live Load Defl. (in) 0.030 @ 4' 7 11/16" 0.194 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) [1] Total Load Defl. (in) 0.035 @ 4' 7 3/8" 1 0.292 Passed (L/999+) -- 1 1.0 D + 1.0 L (Alt Spans) [1] Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.00" 3.00" 1.50" 447 1526 3/-3 1976/-3 Blocking 2 - Column - HF 3.00" 3.00" 2.70" 1604 4305 -88 5909/-88 Blocking 3 - Column - HF 3.00" 3.00" 1.59" 968 2519 -71 3487/-71 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 5' 3" to 15' 1" 919. 8.0 - Wall 2 - Uniform (PSF) 0 to S' 3" 2' 5" 12.0 40.0 3 - Point (lb) 5' 3" N/A 79 263 4 - Uniform (PLF) 0 to 15' 1" N/A 45.8 153.0 Linked from: iF6, Support 1 5 - Uniform (PLF) 5' 3" to 15' 1" N/A 40.5 135.0 Linked from: 1F7, Support 2 6 - Uniform (PLF) 5' 3" to 15' 1" N/A 56.3 259.5/-0.8 -15.8 linked from: 2F8, Support 2 7 - Point (lb) 5' 3" N/A 128 336 _ linked from: 1F13, Support 1 8 - Point (lb) 5' 7" N/A 128 336 linked from: 1F13, Support I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD {Zj) SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:34 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 56 of 59 �T 0 R © T c " MEMBER REPORT Main floor, 1F12 I I L 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 33' 5" 0 { � i 0 o a a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3174 @ 7' 8 1/2" 6563 (3.00") Passed (48%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1295 @ 6' 11 3/4" 3045 Passed (43%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -1831 @ 78 1/2" 2989 Passed (61%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.042 @ 4' 6 13/16" 0.200 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.048 @ 4' 6 5/8" 1 0.300 1 Passed (L/999+) -- 1 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L /240). Overhang deflection criteria: U. (0.2") and TL (211240). Bracing (Lu): All compression edges (top and bottom) must be braced at 33' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Flo`oer Li Total 1 - Column - HF 3.00" 3.00" 1.50" 475 1594 2069 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 695 2479 3174 Blocking 3 - Column - HF 3.00" 3.00" 1.50" 642 2410 3052 Blocking 4 - Column - HF 3.00" 3.00" 1.50" 642 2410 3052 Blocking 5 - Column - HF 3.00" 3.00" 1.50" 695 2479 3174 Blocking 6 - Column - HF 3.00" 3.00" 1.50" 1 475 1 1594 2069 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 33' S" N/A 53.3 177.0 linked from: 1F3, Support 1 2 - Uniform (PLF) 0 to 33' 5" N/A 48.8 162.0 Linked from: 1F2, Sup ort 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/9/2015 10:09:35 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28. 1.4TE _ Page 57 of 59 Job Notes Eric L. Rice. PE MTT Construction LLC ELR Engineering 2858-AB Lots 2. 3 and 4 (206)200-8764 elreng33@gmail.com FORTE" O ©T C " MEMBER REPORT Main floor, 1F13 It 1 G 2 piece(s) 2 x 10 Hem -Fir No. 2 PASSED Overall Length: T 8" + 1 + 0 0 Ll T 8. U Ir a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 464 @ 2" 4253 (3.50") Passed (11%) -- 1.0 D + 1.0 L (All Spans) Shear(lbs) 383 @ 1'3/4" 2775 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1140 @ 3' 10" 3333 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.028 @ 3' 10" 0.147 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.038 @ 3' 10" 0.367 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/600) and TL (1-/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Beam - DF 3.50" 3.50" 1.50" 128 336 464 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 128 336 464 Blocking - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) 3' 10" N/A 79 263 2 - Uniform (PSF) 0 to 7' 8" 1' 4" 12.0 40.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASO {ZSt j SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:35 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 58 of 59 " MEMBER REPORT Main floor, 1F14 E 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 10' 5" i 0 0 1 7• _ 6' 9' — 1 7" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2316 @ 1' 8 1/2" 6563 (3.00") Passed (35%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1264 @ 7' 11 3/4" 3045 Passed (42%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) 2491 @ 5' 2 1/2" 2989 Passed (83%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.099 @ T 2 1/2" 0.233 Passed (L/846) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.122 @ 5' 2 1/2" 0.350 1 Passed (L/688) 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (11360) and TL (L/240). Overhang deflection criteria: U. (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - HF 3.00" 3.00" 1.50" 545 1771 2316 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 545 1771 2316 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 10' S" N/A 49.5 165.0 Linked from: 1F1, Sup ort 1 2 - Uniform (PLF) 0 to 10'5" N/A 48.8 162.0 Linked from: 1F2, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 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 MTT Construction LLC ELR Engineering 2858-AB Lots 2, 3 and 4 (206)200-8764 elreng33@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : Aso i SUSTAINABLE FORESTRY INITIATIVE 3/9/2015 10:09:35 AM Forte v4.6, Design Engine: V6.1.1.5 MTT 28-1.4TE Page 59 of 59 c i � O R T ` MEMBER REPORT Main floor, Deck joists (ill aC . 1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC Overall Length: 8' 0 8' a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 353 @ 3" 911 (1.50") Passed (39%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 280 @ 10 1/4" 1088 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 616 @ 3' 11 1/4" 1284 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.091 @ 3' 11 1/4" 0.184 Passed (1-/969) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.103 @ 3' 11 1/4" 0.369 Passed (1-/861) 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Pro'" Rating N/A N/A I -- - • Deflection criteria: LL (L/480) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 7 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 io account for repetitive member usage. • Applicable calculations are based on NDS 2005 methodology. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead floor Live Snow Total 1 - Hanger on 7 1/4" HF ledger 3.00" Hanger' 1.50" 42 315 131 488 See note 2 - Beam - DF 5.50" 4.00" 1.50" 43 325 135 503 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Floe Nails Member Nails Accessories 1 - Face Mount Hanger LUS28 1.75" N/A 6-10d common 4-10d common Dead Floor Live Snow Loads location Spacing (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 16" 8.0 60.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 9/22/2015 5:20:20 PM Forte v4.6, Design Engine: V6.1.1.5 BRC 2878-A.4te Page 1 of 1 Job Notes Eric Rice BRC Family Homes ELR Engineering Plan 2878-A (206)200-8764 elreng330gmail.com O R T E " MEMBER REPORT Main floor, Deck beam 1 piece(s) 3 1/2" x 15" 24F-V4 DF Glulam PASSED Overall Length: 18' 4" 1 1 L' 18' 4" V All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2664 @ 1710 1/2" 3413 (1.50") Passed (78%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2172 @ 16' 7 1/2" 9275 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 11107 @ 9' 1 1/4" 26250 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.311 @ 9' 1 1/4" 0.585 Passed (L/677) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.365 @ 9' 1 1/4" 0.877 Passed (L/576) 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 17' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 6 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead oo Liv Snow Total 1 - Column - HF 5.50" 5.50" 2.08" 1414 2219 2206 5839 Blocking 2 - Hanger on 15" HF beam 5.50" HangeO 1.50" 1423 2250 2230 5903 See note • 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 • 1 See Connector grid below for additional information and/or requirements. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A I N/A Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PLF) 0 to 18' 4" N/A 32.3 243.8 101.3 Linked from: Deck joists Support 2 2 - Point (lb) 18' 1 1/4" N/A 1013 - 1296 Linked from: 21`13, Support 2 3 - Point (Ib) 2 3/4" N/A 1004 1284 Linked from: 21`13, Support 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operator Job Notes Eric Rice BRC Family Homes ELR Engineering Plan 2878-A (206)200-8764 elreng33®gmail.com 4 SUSTAINABLE FORESTRY INITIATIVE 9/22/2015 5:21:13 PM Forte v4.6, Design Engine: V6.1.1.5 BRC 2878-A.4te Page 1 of 1 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: 9 MAR 2015,10:24AM General Footing .Ireng331Dropboxll_ELRE-111_ELR_-1120151RUEPPE-11MTTCON-112858ABILOT2_3-11Enercalc12858ab.ec6 g ENERCALC, INC.1983.2015, Build:6.15.1.19, Ver:6.15.1.19 0.r t. 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 ty : 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 Settings 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= 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 i£ shears No 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 = 1.250 ft 6„ Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 6.0 in Pedestal dimensions... px : parallel to X-X Axis = 6.0 in pz : parallel to Z-Z Axis = 54.0 in Height - 24.0 in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Sizf = # 3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationig X-X Axis # Bars required within zone 43.5 % # Bars required on each side of zone 56.5 % Applied Loads -Nt - xbon Laabrg b +X X-X fnn�mmLmmto 4Z% Section lookingg to + 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: 9 MAR 2015.10:24AM General Footing flreng331Dropboxll_ELRE-111_ELR_-1120151RUEPPE-11MTTCON-112858AB1LOT2_3-I Enercalc12858ab.ec6 g ENERCALC, INC.1983-2015. Build:6.15.1.19, Ver.6.15.1.19 KW-06010691 I - Description : )> Footing = Typical maximum point load on continuous T-wall with 24" tall stemwall DESIGN SUMMARY Design • Min. Ratio Item Applied Capacity Goveming 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 (-X) 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 Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Construction Sketches GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. International Building Code - 2012 edition with local jurisdiction amendments as applicable 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures 3. AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design Specification for Wood Construction / Special Design Provisions for Wind & Seismic / Wood Frame Construction Manual for One and Two Family Dwellings 4. ACI 318-11 Building Code Requirements for Structural Concrete 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual 6. AWS D1.1 / D1.1M:2006 / Structural Welding Code -Steel 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coefficient(GC,i) _ ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, SS = 1.525, S1 = 0.573, SDS = 1.017, SD1 = 0.573, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (Cs) = 0.156 (orthogonal 1) & 0.156 (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: 12 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 5-1/2 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: Cast against and permanently exposed to earth - 3" Exposed to earth or weather - 1.5" for #5 bar and smaller 2" for #6 bar and larger Slabs and walls at interior face - 1.5" 5. Lap continuous reinforcing bars 32 bar diameters (1'-6" min) in concrete. Corner bars consisting of 32 bar diameter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER 1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) 2. Wall studs shall be: Bearing walls with 10'-0" maximum stud length 2x4 HF stud grade or btr at 24" (max) oc - carrying only roof and ceiling 2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling Non -Bearing walls with maximum stud length noted 2x4 HF stud grade or btr at 24" (max) oc - 10'-0" maximum stud length 2x6 HF stud grade or btr at 24" (max) oc - 15-0" maximum stud length 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-011. 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure -treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: • Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. • Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. • Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACQ (Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA-B (Copper Azole) Greater than 0.21 CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 pCA-C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood connectors and fasteners shall, at a minimum, be hot -dipped galvanized by one of the following methods: ■ Continuous hot -dipped galvanizing per ASTM A653, type G185. ■ Batch or Post hot -dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot -dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 11. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE 1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG -BOLT 2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAILS 1. Nailing of wood framed members to be in accordance with IBC 2012 table 2304.9.1 unless otherwise noted. Connection designs are based on "Common Wire" nails with the following properties: Penny Weight Diameter (Inches) Length (Inches) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 1 0.192 4 SNRARWAT,T,S 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. •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 RISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. MASONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f'm = 1500 psi, using Type "S" mortar, f'c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f'c = 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 1'-6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar diameters with a minimum of 1'-6". 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1) #5 @ 48" OC horizontally and (1) #5 @ 48" OC vertically. 12. Embed anchor bolts a minimum of 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. r"� u 0 C C N Q •3: M w N a a- w N O. ON Y- m O. n w 00 o. M w m o. N w a k w a 00 w O. v > .+. So C N v •N G N M w M w N y. w w N w w w N w Ln 7 °' a N a m °' a L a m Q- L. 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NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON ASSUMED ROOF TRUSS LAYOUT. VERIFY CONSISTENCY WITH TRUSS MANUFACTURER'S ENGINEERING WHEN AVAILABLE. m MASTER SUITE. 14x19.10 BONUS ,710x13.10 EMBIL 1o',nr• 6 REF. 8 —1 (2)CS22x135• HORZ. STRAP 11 —3 1� e 1 REF. 8/SD-1 SD-2 sit (2)CS22x132• HORZ. BEDROOM 2 11'6x10.2 unuTY 54x6' UPPER FLOOR SHEARWALL PLAN (TYP) I m I 2x6 LEDGER WITH (3) RZ. I m ROWS 0.148"x3" NA AT 16" OC IN EACH W --,----------- ---- 3.5511.8752.2E PSL FLUSH (2)1.75x11.25 2.0E LVL - 11 (RIPPED FROM 11.875) MSTA30 HORZ. STRAP to 2 2x6 MER 2 2.6 TRIMMER I'x II � O � PROVIDE SOLID BLOCK INSIDE RIM JOIST UNDER POINT LOADS AND m l III O� v�i w HOLDOWN STUDS (TYP) mIFtN mll IJiO o NN 3�D �I I O LIE 10 � Ito SD-1 II ST ST (2)24 xt2 HF2 -DF2- JFLUSH el a� i i i i I I I I I I I I I I it 4x6 orz I I I I I I I I I I PAST ppST _ — J (2)2x12 HF2 IL (FLUSH <__ H = D, POST\ / 5.Sx15 24F4V41F,F C1B_ _ ( 2x4 POST � OPEN FOR STAIRS \ \ NoJ gl / 0 / \ II OL i ¢ (3 2.6 POST �o (22x6 POST ------ — POST 4x6 DF2 El ®z I W I (2)2x6 TRIMMER II o - O N.:50a I� IR SSxi6 2.2E PSL _ �� m w I N to r—= I �c5 o� la III L 2g FULL -DEPTH BLOCKING OVER WALL -LINE ® CANTILEVER -2 L �J 2x6 LEDGER WITH (3)HORZ. 401 (2)2x6 TRIMM o ROWS 0.148"x3" NAILS AT ml 16" OC IN EACH ROW 6x10 OF 48-0F2 "H1" (TYP) 28 RILL -DEPTH BLOCKING OVER WALL-DNE ®CANTILEVER 8 SD 2 UPPER FLOOR FRAMING PLANSD-I ALL CONNECTIONS TO BE AS SPECIFIED AND/OR VERIFIED BY JOIST MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DFb2 OR BETTER PROVIDE SOLID BLOCKING IN RIM JOIST SPACE UNDER ALL POSTS AND UNDER ALL WALL MEMBERS CONNECTED TO HOLDOWNS 8 " -REF. 8/SD-1 SD-1 m-1 (2)CS22x144" HORZ. STRAP 12'-0" W6 m .................. .......... .................._____............... ................. 10'4x12'8 3 D ti F16 k �p 1•-70" 5 30 2 EF. 30, SU- MAIN FLOOR SHEARWALL PLAN HORZ. STRAPS i 24 9Gx,Y TACK FTO. W/(3H4 I �t ._ STA30 HOR2. STRAP f WAY —r PBSliB POST BASE y HUC0412-SDS CONT. 6x6 OFPOSf 1 J J ----- ---------- 3.505 24F-V4 DF/DF GAB r J J 40 2x6 PT HF2 I HUC0412-SDS ROWS SDSt/4•x .5 1 AT PONY WAIL I 1 ELEVATED WOOD 16. OC IN EACH RC DECK PROVIDE MIN. o I I I I OF (4)DTT1Z a0 I I 1 Do CONNECTORS m z 6' 6'-0• 3'-6• f-h UNIFORMLY SPACED I I - 03 -- --- -- - - - --- DO / — — �n . SAT PO—NT— MULL -- NOTE FOUNDATION-- VEN—TS— TO— —BE— MIN. 1 I I rn �q OF 3'-0' FROM CORNERS PER R408.2 I �5 PROVIDE ADD'L (3H4.r TRANS AT POINT I.MD i I AT PC 0 ALL0LEAVE 1IN01 AN GAP To FACE OF LONG (TYP (2)ffi4 PT HF2 POST (TYP. LUL0.)DF2 f-I (TYP. UxG)MAX CLEAR SPAN /�L I I -0• (TYP, U.N.O.) 2'-6• C T. N.07 I )o I 1 n 20' DWdN' 1HIM FIG W/(2)/4 EA. WAY (TYP, U11.0.) I I I I °D 34• C"V 1141CK FIG. W/(3)/4 EA WAY I 1 m I in. PT HF2 POST THIS BEAM LIE C(4 IDG m BFAII ISO B \ / �\ lid I ��� I 1 POST ABOVE POST ABOVE 1 I I 57-1/Y MAX AN I I Zr OIAx10' THICK FTG. W/(3M4 FA WAY I I I I I (2 1M BEAM UNQ I I 0I L--- I --------- ------ I I - - - - - - - - - - - - - - ; �0 1 I I y-5•I 1 1.0 DF2 THIS BEAN u 1 1 ;o a • m-, ,/Y uAz am 1 (3)2.4 W2w THIS m I I I POST ABOVE FTG I I \A3W EA I I 1 mrr I I IMAAN 24 TALL SIDIWALL (TYP) m �F I 4• CONIC. SLAB 0/ 4" COMP.'FILL 1 m SLOPED 3' TOWARD DOOR I I I a I I I 1 1 ABOVE F�16 W 3H4 WA (3)/HB' TRANS. AT PONTI I I 1 2 2.10 HF2ic I I I IioI I I I I I � I � I 4dHIS BEAN 0 TLINEL-- a V-T' MAX CLEAR SPAN i i %n I o L--QTEr/ L — — — — — — — — — ----J I 1 I ---------------- I I I I 28 I I t'- I 1 'oI So-2 16'-3' R.O. -- - - - - - ---- 5•-0• 11'-0' r -I0 rIN' ,B w jL-------J I so-z 1` I FOUNDATION / FRAMING PLAN ALL CONNECTIONS TO BE AS SPECIFIED AND/OR VERIFIED BY JOIST MANUFACTURER NOTE ALL SOLID SAWN EIEAA,S TO BE DFR OR BETTER PROVIDE SOLD BLACKING IN RIM JOIST SPACE UNDER ALL POSTS AND UNDER ALL WALL MEMBERS CONNECTED TO HOLDOWNS W/(2)HORZ SCREWS AT N (TYP) r Ages, LLC A Geotechnical and Environmental Services, LLC P.O. Box 935 Puyallup, WA. 98371 (253) 845-7000 www.agesengineering.com PRELIMINARY GEOTECIINICAL REPORT RECEIVED CITY OF TUKWILA OCT 26 2015 PERMIT CENTER Lot 2 Riverside Interurban 4015 S.126th Street Tukwila, Washington E711M E - I " REVIEVVVED FOR CODE COMPLIANCE AC�PROVED JAB! 0 4 2016 City of Tukwila BUILDING DIVISION Project No. A-1233 Prepared For: BRC Family P. O. Box 731310 Puyallup, Washington 99375 October 22, 2015 D 1,5- o X*7 S glup,WA.98371 A Engineering, LLC P yallles Main (253) 845-7000 A Geotechnical and Environmental Services LLC . www.agesengineering.com October 20, 2015 Project No. A-1233 Bob Rester BRC Family P. O. Box 731310 Puyallup, WA. 98375 Subject: Preliminary Geotechnical Report Lot 2 Riverside Interurban 4015 S. 126 b Street Tukwila, Washington 98168 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 by 0.5 feet of old fill overlying native, medium dense to dense tan, silty sand with gravel consistent with glacial till. The native soils became dense and unweathered at a depth of 0.5 feet below surface grades. We did not observe groundwater seepage in any of the test holes excavated on site. In our opinion, the soil and groundwater conditions at the site are suitable for the planned development. The new structure can be supported on typical spread footing foundations bearing on the existing organic -free native soils observed below 0.5 feet on the site, or on structural fill placed above these native soils. Floor slabs and pavements can be similarly supported. 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 �o .p� 38917-Qq t'w /0-eo-20is- ��s�oNAL EXPIRES //- I Bernard P. Knoll, H Principal BPK:bpk Project Number: A-1233 Project Name: Lot 2 Riverside Interurban Date: October 20, 2015 Ages Engineering, LLC Page 2 253-845-7000 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION...................................................................I 2.0 SCOPE.......................................................................................... I 3.0 SITE CONDITIONS...................................................•--•--.................2 3.1 Surface ...................................• .-- ...............2 3.2 Soils....................................... .............................................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.................•-.•---.-•--.--..---.........................................6 5.5 Slab -on -Grade Floors................................................................7 5.6 Lower level and Building Walls...................................................8 5.7 Retaining Walls ..................................... . . . •--...........................9 5.8 Storm water...........................................................................10 5.9 Drainage.............................................................................10 6.0 ADDITIONAL SERVICES----•.........................................•---.................I I 7.0 LIMITATIONS..................................................................................I I Figures Site Vicinity Map.............................................................•--•.-.----.......Figure 1 Exploration Location Plan.....................................................................Figure 2 Geologic Map..................................................................................Figure 3 Appendix Site Exploration..........................................................................Appendix A Ages Engineering, LLC _ Page 1 253-845-7000 Preliminary Geotechnical Report Lot 2 Riverside Interurban 4015 S.126th Street Tukwila, Washington I.Q. PROJECT DESCRIPTION We discussed the project with the site developer. According to these conversations, we understand the project site consists of a residential lot located within the recently graded Riverside Interurban Trs. residential development in Tukwila, Washington. The subject site is designated as Lot 2 located at 4015 S. 1.261h Street in Tukwila, Washington. The location of the site is shown on the Site Vicinity Map provided in Figure 1 The site will be developed with a new single-family residence, located in the approximate center of the lot. A retaining wall will be constructed along the northern end of the eastern property line, and along the center of the sites' western property line. The retaining wall along the eastern property line will have a maximum exposed height of 2.7 feet, and the retaining wall along the western property line will have a maximum exposed height of 4.0 feet. Based on our experience with similar projects in the vicinity of the site, we expect the new residence will consist of a two- story wood -framed structure its' main floor constructed as a raised floor over a crawl space. The attached garage will have a slab -on -grade floor. Detailed building plans are currently not available. However, based on our experience with similar projects, we expect foundation loads for the structure should be relatively light, in the range of 1 to 3 kips per lineal foot for bearing walls and up to 25 kips for column loads. 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 October 10, 2015, we advanced three hand -augured Test Holes to a maximum depth of 6.0 feet below surface grades. Using the information obtained from our subsurface exploration, we developed geotechnical design and construction recommendations for the project. Specifically this Preliminary Geotechnieal 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. • Advancing three test holes in the planned new development area to a maximum depth of approximately 6.0 feet below surface grades.. Ages Engineering, LLC Page 1 253-845-7000 • 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 is a rectangular -shaped residential lot located at 4015 S. 126"' Street within the Riverside Interurban Trs. development in Tukwila, Washington. The lot is currently unoccupied. The subject site and surrounding site area were recently graded as part of the Riverside Interurban Trs. residential development. The lot is bordered with S. 1261h Street to the north, two unoccupied lots to the east and west, and undeveloped open space to the south. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general, the surface in the vicinity of the site slopes down to the east. Localized grading during development of the area resulted in altered grades on the lot. The center of Lot 2, located at 4015 S. 126`h Street, is relatively flat. The north end of Lot 2 slopes gently up to S. 126`h Street and the southern end of Lot 2 slopes up to the south at surface grades of approximately 10 percent. The ground surface consists of exposed soil. 3.2 Sons The soils we observed in the test holes generally consist of 0.5 feet of old fill overlying native silty sand with gravel consistent with glacial till. We observed 0.5 feet of old fill in the upper portion of all three test holes excavated on the site. Underlying the fill in Test Hole TH-2, located in the center of the subject site, we encountered light brown, native, moist, dense, silty sand with gravel and cobbles consistent with glacial till. Figures A-1 and A-2 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. Ages Engineering, LLC _ Page 2 253-845-7000 3.3 Mapped Soils According to The Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron, the soils in the vicinity of the site are mapped as (Qvt) Till. The Vashon glacial till was deposited during the Vashon stade of the Frasier glaciation approximately 10,000 years ago. The till was deposited along the base of the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till, and all units under the till, will typically be found in a very dense condition, and will exhibit a high shear strength and low compressibility 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 excavated at the site. However, we encountered weathering in the upper portions of the site soils indicating a seasonal perched water table likely develops at times during the wet winter season. Perched 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 l 8.45.120 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 current site grades observed by us, the general site area has occasional slopes of 15 percent and is therefore classified as "Class 1" — areas where landslide potential is low. Slopes between 15 and 40 percent are present to the east and west of the subject site. These areas 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 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. Ages Engineering, LLC Page 3 253-845-7000 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 '/z-inch diameter steel probe rod. The presence of glacially consolidated soil conditions were assumed to be representative for the site conditions beyond the depths explored. 4.3 Erosion Temporary Erosion and Sediment Control (TESC) measures must be in place prior to and maintained during construction activity at the site. In our opinion, the potential for erosion is not a limiting factor in site development. Erosion hazards can be mitigated by applying Best Management Practices (BMPs) outlined in the Washington State Department of Ecology's (Ecology) Stormwater Management Manual for Western Washington. Temporary Erosion and Sediment Control (TESL) 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 native organic -free soils observed below a depth of 0.5 feet on the site, or on structural fill placed above these native soils. Floor slabs can 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. 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 Ages Engineering, LLC _ Page 4 253-845-7000 grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new development areas. The old fill observed in the upper 0.5 feet will not be suitable for support of structural elements. Prior to construction these existing old fill soils should be removed from under areas of new foundations and floor slabs. 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: U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* Ages Engineering, LLC Page 5 253-845-7000 * Based on the % inch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. 5.3 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 soils and the upper weathered portions of the native silty sand soils would be classified as Type C soils. The deeper dense, unweathered silty sand with gravel 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. 5.4 Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free native 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. As discussed in the "Site Preparation and Grading" section of this report, the existing fill soils observed in the upper 0.5 feet of the site will not be suitable Ages Engineering, LLC Page 6 253-845-7000 for support of structural elements. Prior to construction these existing fill soils should be removed from under new foundation areas. 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 3,000 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 325 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Desc! j Lion *Design Value Net Allowable Bearing Capacity 3,000 psf Friction Coefficient 0.35 Lateral Resistance 325 pcf *Details regarding the use of these parameters are provided in the section above. 5.5 Slab -On -Gracie Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. As discussed in the "Site Preparation and Grading" section of this report, the existing fill soils observed in the upper 0.5 feet of the site will not be suitable for support of structural elements. Prior to floor slab construction, these organic soils should be removed from under new floor slab areas. 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 areas, a common practice is to place a durable plastic membrane on the capillary break layer and Ages Engineering, LLC Page 7 253-845-7000 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. 5.6 Lower Level and Building Walls The magnitude of earth pressure development on below -grade walls, such as basement or retaining walls, will greatly depend on the quality of the wall backfill and the wall drainage. We recommend placing and compacting wall backfill as structural fill. Wall backfill below structurally loaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM Test Designation D-1557 (Modified Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, drainage must be installed behind the wall. We recommend that wall drainage consist of a minimum 12 inches of clean sand and/or gravel with less than three percent fines placed against the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be placed behind the wall to provide an outlet for any accumulated water. The drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. The wall drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil to prevent surface intrusion into the drainage zone. Alternatively, the 12-inch wide drainage layer placed against the back of the wall can be replaced with a Miraf. 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. 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 Ages Engineering, LLC _ Page 8 253-845-7000 *Details regarding the use of these Parameters are provided in the section above. 5.7 Retainin2 Walls To accommodate the planned finish grades, there will be two retaining walls constructed on the subject site. One retaining wall will be constructed along the northern end of the eastern property line, and a second will be constructed along the center of the sites' western property line. The retaining wall along the eastern property line will have a maximum exposed height of 2.7 feet, and the retaining wall along the western property line will have a maximum exposed height of 4.0 feet. We expect the new retaining walls will consist of either a segmental block wall, or a rockery. Segmental Block Wall, If the new retaining walls will consist of segmental block walls, we recommend they consist of the Allan Block Retaining Wall System, or an equivalent approved by us. New Allan Block`s Walls that are 4.67 feet (7 blocks) or less in height can be constructed as gravity walls. The new retaining walls should be constructed according to the manufacturers' specifications and the recommendations provided in this report. We recommend the following recommendations be incorporated into the construction of the wall: • We recommend using the Allan Block® AB Stones with a 12 degree batter. • If a cap block is used, it must be entirely above ground and as such will not be considered in the total height of the wall. • A minimum of 12 inches of toe embedment is necessary for erosion protection purposes. • If the wall will have a maximum total height of no more than 4.67 feet (7 blocks), the Allan Block® AB Stone blocks with a 12 degree batter can be used to construct a gravity wall and therefore no reinforcement will be necessary behind the wall. • If the wall will have a maximum total height of more than 5.33 feet (8 blocks), geogrid reinforcement will be necessary. • The Allan Block® wall can be used to support the existing medium dense to dense native soils, or new structural fill. • A 6-inch thick layer of crushed rock should be placed along the wall subgrade to provide a leveling course. • A 12-inch thick wide drainage zone consisting of 7/8 inch washed rock should be placed directly behind the Allan Blocks. • A 4-inch diameter perforated PVC drain pipe should be placed towards the bottom of the drainage layer. • The perforated drainpipe should be raised 4 inches above the bottom of the drainage layer and have the holes pointed down. • Vertical capped drain cleanouts should be provided at each end of the walls. • A layer of separation fabric should be placed over the top of the 12-inch wide drainage zone. No other separation fabric should be used. • The upper 12 inches of fill may contain organic -laced soil. Ages Engineering, LLC Page 9 253-845-7000 • The wall drain should outfall through the base of the walls at a convenient location (1 block above the base block) and discharge either into the sites' storm water system, or onto a quarry rock pad located on the ground surface. 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 7/8 inch crushed rock 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 drain should be provided with a vertical capped cleanout in the middle and at each end of the wall alignment. These ceanouts 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 organic soil. A layer of separation fabric should be placed between the surface layer of organic soil and the drainage layer to prevent surface intrusion into the drainage zone. For the purpose of this design, we used the Allan Block® Standard AB Unit blocks. Design calculations for an unreinforced 4.67-foot (7 Allan Blocks) tall gravity wall with an Allan Block® segmental block facing are attached. Rockery, If a rockery will be used in the location of the planned retaining walls, we recommend they be constructed against a cut into the native soils on the site. To provide adequate erosion protection, the rockeries should be provided with at least 12 inches of toe embedment. The planned finish grades indicate the new rockeries will have a maximum total height of 5.0 feet or less. Rockery construction should conform to the Associated Rockery Contractors (ARC) Standard Rock Wall Construction Guidelines. All rock used in the rockery construction should meet Washington State Department of Transportation (WSDOT) requirements presented in their standard specifications 9-13.7, Rock for Rock Wall. The drainage zone behind the rockery face should be provided with a 6 inch diameter perforated PVC pipe encased in clean angular ballast rock from the base of the rockery to the ground surface. The drainage zone should be a minimum of 12 inches thick. Cleanouts should be installed along the rockery drain at each end. These ceanouts should be services at least once per year. 5.8 Storm Water The storm water collected in the roof and foundation drains will discharge to an infiltration trench before overflowing into the existing storm system in the site roadways. 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 Ages Engineering, LLC Page 10 253-845-7000 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. Ubsurfaee, 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. 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 BRC Family 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 Ages Engineering, LLC _ Page 11. 253-845-7000 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 12 253-845-7000 9 ' 'e, Yr,f •SA � r fil SJf tt2•r. 51 5.. .. S'...wv.G_.:. ��" Z �t151 SOf t.` prat {"i'9. k . • .. 11•.'st. SW 111th it S 116th St Y ;? tS1 1,�5 - 5I.tlthk'tt1HC ~J i ff 7r UlhM `,VU,:.: 1ih SJ f•h � .rt ?•� I 7 S 1f1'� it Rath St S 12tlth St :. 512°th St ,u St921+C.;t S13.0"' - •._S -. R.:tcn f S 134tn It •'e.4 '. .� F6'12i-' hft«6,4 •r.-:...�t S v Ih SI .. St df Cif _ s SLlr�a < o e Y "Y 'yK'h*f S!!•Ih Si S'W-h St < 5 � SV! 152r'J St S 1S2.o-d S[ S IYui 1: �h St SY c•.1 St � S }SG:h St 3 IS^1•>t ' f9' - 5_09 ; � C' • 1• t-t � t r. tarrzzs .. 511r•I. ft th St WV 150tth St S1r?'h S1 S16Pth St Leave Preview Feedback Tips 2alLioa 5X_ " Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Site Vicinity Map Lot 2 - Riverside Interurban 4015 S. 1261h Street Tukwila, Washington Project No.: A-1233 I October 2015 Figure 1. entr* 014' T11-2 0" 72 KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www-agesengineering.com Exploration Location Plan Lot 2 - Riverside Interurban 4015S. 126 1h Street Tukwila, Washington Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesenginecring.com Geologic Map Lot 2 Riverside Interurban 4015 S. 126`h Street Tukwila, Washington Project No.: A-1233 I October 2015 Figure 3 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Lot 2 Riverside Interurban Tukwila, Washington On October 10, 2015, we explored subsurface conditions at the site by excavating three hand -augured test holes to a maximum depth of 6.0 feet below surface grades. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. The test hole logs are presented on Figure A-2. A geotechnical engineering representative from our office conducted the field exploration, maintained a log of each test hole and, 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-L 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. A-1233 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW Well -Graded GRAVEL WITH GP Poorly -Graded GRAVEL GRAVEL < 5 % FINES GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay WITH COARSE More than 50% Of Coarse Fraction Retained on BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED No. 4 Sieve GRAVEL GM SiltyGRAVEL SOILS WITH > 15 % FINES GC Clayey GRAVEL SAND SW Well -Graded SAND WITH SP Poorly -Graded SAND More than 50% Retained on SAND < 5 % FINES 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 WITH > 15 % SM Silty SAND SC Clayey SAND FINES FINE GRAINED Liquid Limit Less than 50 ML Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity SOILS SILT AND OL Organic SILT with low plasticity CLAY MH Elastic inorganic SILT with moderate to high plasticity More than 50% Passes Liquid Limit 50 or more CH Fat inorganic CLAY with moderate to high plasticity Organic SILT or CLAY with moderate to high plasticity No. 200 Sieve HIGHLY ORGANIC SOILS 0 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) Lot 2 Riverside Interurban P. D. Box 935 Puyallup, WA. 98371 4015 S. 126`h Street Tukwila, Washington Main (253) 845-7000 www.agesengineering.com Project No.: A-1233 October 2015 Figure A-1 935 Ages Engineering,LLC P.O.PuyallUup,up.Box NVA. 98371 Office (253) 845-7000 Test Hole TH-1 DATE: October 10, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) I M% IOther 0 lI Light brown mottled orange silty SAND with gravel and cobbles to 3 inches, medium dense, moist. (SM) (Weathered Glacial Till) Light brown silty SAND with gravel and cobbles to 4 inches, dense, moist. (SM) (Glacial Till) -st hole terminated at 6.0 feet below surface grades. o groundwater seepage encountered. Test Hole TH-2 DATE: October 10, 2015 LOGGED BY: BPK ELEV: Depth Soil Description 17 Notes (feet) I I M% IOther 0 5 Light brown silty SAND with gravel and cobbles to 4 inches, dense, moist. (SM) (Glacial Till) Test hole tenninated at 6.0 feet below surface grades. No groundwater seepage encountered. Test Hole TH-3 DATE: October 10, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) I I M% I Other 0 E Light brown silty SAND with gravel and cobbles to 4 inches, dense, moist. (SM) (Glacial Till) Test hole terminated at 6.0 feet below surface grades. No groundwater seepage encountered. Figure A-2 City of Tukwila Department of Community Development December 01, 2015 BOB RESTER PO BOX 731310 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0278 BRC FAMILY - 2 - 4015 S 126 ST Dear BOB RESTER, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • Minimum roof pitch is 5:12 - roof over the deck is 4:12. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, Bill Rambo Permit Technician File No. D15-0278 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0278 DATE: 01/28/16 PROJECT NAME: BRC FAMILY - 2 SITE ADDRESS: a, S 126 ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division IN Fire Prevention Planning Division Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 02/02/16 Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Structural Review Required ❑ DATE: DUE DATE: 03/01/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/1 MOB PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0278 DATE: 12/22/15 PROJECT NAME: BRC FAMILY - 2 SITE ADDRESS: 4051 S 126TH ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued T / i1 A .tTATT[l Y�j KW, &1;i0 Building Division &?L- A--* 6p* Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 12/22/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) N REVIEWER'S INITIALS: DATE: DUE DATE:: 01/19/16 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Plug ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0278 PROJECT NAME: BRC FAMILY - 2 SITE ADDRESS: XXXX S 126 ST X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: 0 AW , () I I /� Building Division Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required 5e (corrections entered �� i/nReviews) Notation: e I [JL REVIEWER'S INITIALS: DATE: 10/26/15 Revision # Revision # 4tA /06 I1``-15" Fire Prevention N Structural ❑ before Permit Issued after Permit Issued C?L- C.,rriz Planning Division Permit Coordinator a DATE: 10/27/15 Structural Review Required ❑ DATE: DUE DATE: 11/24/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ PingV PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: SITE ADDRESS: LW S') PERMIT NO: 15-0,7 0 ORIGINAL ISSUE DATE: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS ]—)—Oat Summary of Revision: VV-ej S� Received by: r r 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 Devel 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.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: l `Z Plan Check/Permit Number: w / 5 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # / after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 6o 7— a / G /5--002-? t- ProjectAddress: 7-3�4 S Contact Person: 130 Phone Number: Summary of Revision: _ / ,\ �C C,TC/o- C F/ i-� G X, - 0 FI /,-�p S�5� /;CCVG// C~JAG 0*�60!�-- C RECEIVED CITY OF TUKWILA JAN 2 8 2016 PERMIT CENTER Sheet Number(s)• "Cloud" or highlight all areas of revision including date of revisi v Received at the City of Tukwila Permit Center by: R— Entered in TRAKiT on ���- W 60 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date:�/-4— Plan Check/Permit Number: 1 x ❑ Response to Incomplete Letter # Response to Correction Letter # J-- ❑ Revision # after Permit is Issued nrfv 0v Tt-WMLA ❑ Revision requested by a City Building Inspector or Plans Examiner I DEC 18 2015 Project Name: Project Address: �y Contact Person: &'0 264J7�` Phone Number: ;I Summary of Revision: �l Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on Ci400,of Tukwila ,,yv 11 Ltt. Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431.3670 Web site: hn://www.TukwilaWA.gov PERMIT NO. Part A: To be completed by applicant Site address (attach map and legal description shho`'wing hydranoJC7 t tation and size of main): rA J e/J Owner Information A enUContact Person Name: Name: Sobr'S vr. / N Address: 3 to XV # Address: pig Phone: I _ 3OZ3 Phone: l _ S3 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 size(s): Vehicular distance from nearest hydrant to the closest point of structureis K Area is served by (Water Utility District): j JnA L 40 i4,^ 7P Owner/ ❑ Short Subdivision it ❑ Other RM Date Part B: To be completed by water utility district 1. The proposed project is within a (City/County) 2. Q No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan ar to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 20906 gpm Rt 20 psi residual for a duration of 2 hours at a velocity of r 5 fps as documented by the attached calculations. 5. Water availability: RECEIVED 2'--Acceptable service can be provided to this project CITY OF TUKWILA Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. OCT 2 1 2015 pEAMIT GENTER I hereby certify that the above information is true and correct. B Dare Agency hone •Zc�. - Zr47--95'l'T y ,t xiaipec S cy --3r,—t5 Certificate of VVat&.IAvai!r,_�-Abifity King County Water 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 Lq District Representative 6,�AJl�c{d ao,-.a Date `l _ 3D -15 3460 S 148th Suite 100 Seattle, WA 98168 vow Phone. (206) 242-3236 Fax. (206) 242-1527 CERTIFICATE Of SEWER AVAILA_BILUY /r(.QJy MAILABILITY Residential. $ 50.00 Commercial. $ 700.00 Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other �— Proposed Use: ❑ Commercial [K Residential Single Family ❑ Residential Multi -Family [:]Other �- Applicant's Name Rc " l Phone Number Property Address t 9v/ s? 1 Tax Lot Number 17&906b _ o= Legal Description (Attach Map and legal Description if Necessary); ►✓pcsi a �c'ur tir, T Lot a oilTa „vi lq S 0,1- ov-7 ('cecurC��y�'t'"d01�03►5"96aO09 s� s L oCfin �,t ys- cf sp Pl Part B: (To be Completed by Sewer Agency ) 1 ❑ a. A Sewer Service will be provided by side sewer connection only to an existing © 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) 7 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3. �., 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 C a. Annexation or BRB approval will be necessary to provide service. 04178 4. Service is subject to the following; Permit $ 17 �o o-� a. District Connection Charges due prior to connection: GFC: $ C— 1 SFC: $1 Unit: $1 Total $ /pp (Subject to Change on January 1 st) Either a(King Count METRO Capacity Charge SWSSD or Midway Sewer District Conr'9969IVED Charge may be due upon connection� to sewers. CITY OF TUKWILA b. Easements: Required ❑ May be RequiredOCT 2 6 2015 c. Other PERMIT ENTER I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By /tab % he r Title -� Date r/ S i n s"o 6G �p % Qi Z o% S ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date a I S_ y Reset Form I Print Form BRC FAMILY LLC Page 1 of 2 Home Inicio en Espeiol Contact Safety Washington State Department of JI-abor & Industries BRC FAMILY LLC Owner or tradesperson Principals RILEY, MERRITT ANN, PARTNER/MEMBER MORRISON, LORI DEE, PARTNER/MEMBER (End: 12/02/2015) RILEY, WILLIAM JOSEPH, PARTNER/MEMBER (End: 12102/2015) RILEY, ALTHEA VERA, PARTNER/MEMBER (End: 12/02/2015) Doing business as BRC FAMILY LLC _— Search L&I I i A-Z, Index Help My Secure I..&I Claims & Insurance Workplace Rights Trades & Licensing PO BOX 731310 PUYALLUP, WA98373 253-881-3035 PIERCE County WA UBI No. Business type 602 863 429 Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. _..._..._......_.............................................._....... Meets current requirements. License specialties GENERAL License no. BRCFAFL9010Q 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 Until Canceled Insurance ....................... Wesco Insurance Co $1,000,000.00 Policy no. WPPI01971205 Received by L&I Effective date 11/17/2015 11/18/2015 Expiration date 11/18/2016 Insurance history https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602863429&LIC=BRCFAFL901QQ&SAW= 1/11/2016 2012 IRC R4031(o FOUNDATION ANCHORAGE: M� 1KC, M703.1 CgtNEKAL: WOOD SOLE PLATES AT ALL EXTERIOR WALLS ON MONOLITHIC SLABS, RANGE HOODS SHALL DISCHARGE TO THE OUTDOORS THROUGH A SINGLE -WALL WOOD SOLE PLATES OF BRACED WALL PANELS AT BUILDING INTERIORS DUCT. THE DUCT SERVING THE HOOD SHALL HAVE A SMOOTH INTERIOR SURFACE, ON MONOLITHIC SLABS AND ALL WOOD SILL PLATES SHALL BE SHALL BE AIR TIGHT AND SHALL BE EQUIPPED WITH A BACKDRAFT DAMPER ANCHORED TO THE FOUNDATION WITH ANCHOR BOLTS SPACED A DUCTS SERVING RANGE HOODS SHALL NOT TERMINATE IN AN ATTIC OR CRAWL MAXIMUM OF 6 FEET ON CENTER BOLTS SHALL BE At LEAST 1/2 INCH IN SPACE OR AREAS INSIDE THE BUILDING. DIAMETER AND SHALL EXTEND A MINIMUM OF i INCHES INTO CONCRETE OR GROUTED CELLS OF CONCRETE MASONRY UNITS. A NUT AND. WASHER EXCEPTION: WHERE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SHALL BE LIGHTENED ON EACH ANCHOR BOLT. THERE SHALL BE A INSTALLATION INSTRUCTIONS, AND WHERE MECHANICAL OR NATURAL VENTILATION MINIMUM OF TWO BOLTS PER PLATE SECTION WITH ONE BOLT LOCATED IS OTHERWISE PROVIDED, LISTED AND LABELED DUCTLESS RANGE HOODS NOT MORE THAN 12 INCHES OR LESS THAN SEVEN BOLT DIAMETERS FROM SHALL NOT BE REQUIRED TO DISCHARGE TO THE OUTDOORS. EACH END OF THE PLATE SECTION. INTERIOR BEARING WALL SOLE PLATES ON MONOLITHIC SLAB FOUNDATION THAT ARE NOT PART OF A 2012 IRC M1601.1 DUCT 5E5IGN: BRACED WALL PANEL SHALL BE POSITIVELY ANCHORED WITH APPROVED FASTENERS. DUCT 5YSTEM5 SERVING HEATING, COOLING, AND VENTILATION EQUIPMENT SHALL BE FABRICATED IN ACCORDANCE WITH THE PROVISIONS OF THIS SECTION AND CONCRETE NOTE: ACCA MANUAL D OR OTHER APPROVED METHODS. CONCRETE SHALL HAVE MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF f ,rl, AS SHOWN IN TABLE 4022. CONCRETE SUBJECT TO MODERATE OR SEVERE 2012 WSEC SECTION R403: WEATHERING AS INDICATED IN TABLE R301.2 (1) SHALL BE AIR ENTRAINED AS SPECIFIED IN CABLE 402.2. R403.1.1 PROGRAMMABLE THERMOSTAT. WHERE THE PRIMARY HEATING SYSTEM IS A FORCED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE FLASHING NOTE 2012 IRC SECTION R1038: HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED SHALL ALLOW FOR, At A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE SHINGLE -FASHION IN A MANNER t0 PREVENT ENTRY OF WATER INTO THE WALL (WEEKDAY$/I.UEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING PROGRAMMABLE SETBACK PERIODS PER PAY. THIS THERMOSTAT SHALL INCLUDE COMPONENTS. SELF ADHERED MEMBRANES USED AS FLASHING SHALL THE CAPABILITY TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO COMPLY WITH AAMA 711. THE FLASHING SHALL EXTEND TO THE SURFACE OF MAINTAIN ZONE TEMPERATURES DOWN TO 55°F (13°C) OR UP t0 85°F l29°C). THE THE EXTERIOR WALL FINISH. APPROVED CORROSION -RESISTANT FLASHINGS THERMOSTAT SHALL INITIALLY BE PROGRAMMED WITH A HEATING TEMPERATURE SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: SET POINT NO HIGHER THAN i0°F (21°C) AND A COOLING TEMPERATURE SET POINT NO LOWER THAN 78°F (260C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL 1. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING AT EXTERIOR WINDOW HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN 10°F. AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH OR TO THE WATER RESISTIVE BARRIER FOR SUBSEQUENT EXCEPTIONS: DRAINAGE. I. SYSTEMS CONTROLLED BY AN OCCUPANT SENSOR THAT IS CAPABLE OF 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION SHUTTING THE SYSTEM OFF WHEN NO OCCUPANT IS SENSED FOR A PERIOD WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES OF UP TO THIRTY MINUTES. UNDER STUCCO COPINGS. 2. 5Y5TEM5 CONTROLLED 50LELY BY A MANUALLY OPERATED TIMER 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND CAPABLE OF OPERATING THE SYSTEM FOR NO MORE THAN TWO BILLS. HOURS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR R4032 DUCTS. FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. DUCT$ AND AIR HANDLERS SHALL BE IN ACCORDANCE WITH SECTIONS R4032.1 6. AT WALL AND ROOF INTERSECTIONS. THROUGH R40323. i. AT BUILT-IN GUTTERS. R4032.1 INSULATION (PRESCRIPTIVE). DUCT5 SHALL BE INSULATED TO A MINIMUM OF R-8. IRC M1502B PROTECTION REQUIRED: PROTECTIVE SHIELD PLATES SHALL BE PLACED WHERE NAILS OR SCREWS FROM EXCEPTION: FINISH OR OTHER WORK ARE LIKELY TO PENETRATE THE CLOTHES DRYER DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING EXHAUST DUCT. SHIELD PLATE5 SHALL BE PLACED ON THE FINISHED FACE OF THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR ALL FRAMING MEMBERS WHERE THERE IS LE55 THAN 11/4' BETWEEN THE DUCT AND THIS EXCEPTION. THE FINISHED FACE OF THE FRAMING MEMBERS. PROTECTIVE SHIELD PLATE5 R40322 SEALING (MANDATORY). DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE CONSTRUCTED OF STEEL, SHALL HAVE A MINIMUM THICKNESS OF 0.062 SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE INCH AND SHALL EXTEND A MINIMUM OF 2 INCHES ABOVE SOLE PLATES AND INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL RESIDENTIAL CODE, AS BELOW TOP PLATES. APPLICABLE. EGRESS NOTES: EXCEPTIONS: PER IRC R310.1 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING Roots 1.. AIR -IMPERMEABLE SPRAY FOAM PRODUCTS SHALL BE PERMITTED TO BE SHALL HAVE At LEAST ONE OPERABLE EMERGENCY ESCAPE AND RESCUE APPLIED WITHOUT ADDITIONAL JOINT SEALS. OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, 2• WHERE A DUCT CONNECTION 15 MADE THAT IS PARTIALLY INACCESSIBLE, EMERGENCY EGRESS AND RESCUE OPENINGS SHALL BE REQUIRED IN EACH THREE SCREWS OR RIVETS SHALL BE EQUALLY SPACED ON THE EXPOSED SLEEPING ROOM. WHERE EMERGENCY ESCAPE AND RESCUE OPENINGS ARE PORTION OF THE JOINT SO A5 TO PREVENT A HINGE EFFECT. PROVIDED THEY SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44 INCHES (llemm 3. CONTINUOUSLY WELDED AND LOCKING -TYPE LONGITUDINAL JOINTS AND MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING. SEAMS IN DUCTS OPERATING AT STATIC PRESSURES LE55 THAN 2 INCHES OF WATER COLUMN (500 PA) PRESSURE CLA551FICATION SHALL NOT REQUIRE 2012 IRC R310.1.1 MINIMUM OPENING AREA ADDITIONAL CLOSURE SYSTEMS. ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.1 SQUARE FEET. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MINIMUM NET CLEAR MAXIMUM DUCT LEAKAGE RATES SPECIFIED. DUCT TIGHTNESS SHALL BE VERIFIED OPENING OF 5 SQUARE FEET. BY EITHER OF THE FOLLOWING: 2012 IRC R310.12 MINIMUM OPENING HEIGHT 1. POSTCONSTRUCTION TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR THE MINIMUM NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. EQUAL TO 4 CFM (113.3 L/MIN) PER 100 SQUARE FEET (929 M2) OF 2012 IRC R310.13 MINIMUM OPENING WIDTH CONDITIONED FLOOR AREA WHEN TESTED At A PRESSURE DIFFERENTIAL OF THE MINIMUM NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. 0.1 INCHES W.G. (25 PA) ACROSS THE ENTIRE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTER BOOTS SHALL 2012 IRC R310.1.4 OPERATIONAL CONSTRAINTS BE TAPED OR OTHERWISE SEALED DURING THE TEST. LEAKAGE t0 EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL BE OPERATIONAL FROM THE OUTDOORS SHALL BE LESS THAN OR EQUAL TO 4 CFM (1333 L/MIN) PER 100 INSIDE OF THE ROOM WITHOUT THE USE OF KEYS, COOLS, OR SPECIAL KNOWLEDGE. SQUARE FEET OF CONDITIONED FLOOR AREA. 2. ROUGH -IN TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 4 CFM WINDOW NOTES: IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW 15 LOCATED MORE THAN 12 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW 15 LOCATED. OPERABLE SECTION$ OF WINDOWS SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR EXCEPTIONS: I. WINDOWS WHO'S OPENINGS WILL NOT ALLOW A 4 INCH SPHERE TO PASS THROUGH THE OPENING WHEN THE OPENING 15 IN ITS LARGEST POSITION. 2. OPENINGS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES THAT COMPLY WITH SECTION R6123. 3. OPENINGS THAT ARE PROVIDED WITH FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 2090. 4. WINDOWS THAT ARE PROVIDED WITH OPENING LIMITING DEVICES THAT COMPLY WITH SECTION R612.4. (1133 L/MIN) PER 100 SQUARE FEET (929 M2) OF CONDITIONED FLOOR AREA WHEN TESTED AT A PRE55URE DIFFERENTIAL OF 0.1 INCHES W.G. (25 PA) ACROSS THE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTERS SHALL BE TAPED OR OTHERWISE SEALED DURING THE TEST. IF THE AIR HANDLER IS NOT INSTALLED AT THE TIME OF THE TEST, TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 3 CFM (65 L/MIN) PER 100 SQUARE FEET (9.29 M2) OF CONDITIONED FLOOR AREA. EXCEPTION: THE TOTAL LEAKAGE TEST 15 NOT REQUIRED FOR DUCT5 AND AIR HANDLERS LOCATED ENTIRELY WITHIN THE BUILDING THERMAL ENVELOPE. DUCT$ LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. 40322.1 SEALED R E LED AIR HANDLER. AIR HANDLERS SHALL HAVE A MANUFACTURER'S DESIGNATION FOR AN AIR LEAKAGE OF NO MORE THAN 2 PERCENT OF THE DESIGN AIR FLOW RATE WHEN TESTED IN ACCORDANCE WITH ASHRAE 193. R40323 BUILDING CAVITIES (MANDATORY). BUILDING FRAMING CAVITIES SHALL NOT BE USED AS DUCTS OR PLENUMS. INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOORS OR CEILINGS SHALL NOT R404.1: LIGHTING EQUIPMENT (MANDATORY). A MINIMUM OF 715 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE NIGH-EFFICANCY LAMPS. R404.1.1: LIGHTING EQUIPMENT (MANDATORY). FUEL GAS LIGHTING SYSTEMS SHALL NOT. HAVE CONTINUOUSLY BURNING PILOT LIGHTS 2012 IRC M1502.45 GENERAL: LENGTH IDENTIFICATION: WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHAL BE LOCATED WITHIN ( FEET OF THE EXHAUST DUCT CONNECTION. PER WAC 15082: CONTINUOUSLY OPERATING EXHAUST VENTILATION SYSTEMS SHALL PROVIDE THE MINIMUM PLOW RATE OF 15 CFM BASED ON SQUARE FOOTAGE OF HOUSE AND NUMBER OF BEDROOMS. IRC M1502.4.5 DRYER EXHAUST DUCT LENGTH IN CONCEALED CONSTRUCTION REQUIRES EQUIVALENT LENGTH TO BE POSTED WITHIN 6' OF THE DUCT CONNECTION PROTECT DUCT PER IRC M1502.5 PROVIDE COMBUSTION AIR OPENING GAS FURNACE OPTION PER IRC G240'1.6.2 R302.12 DRAFTSTOPPING: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 15 ENCLOSED BY A FLOOR MEMBRANE ABOVE AND A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERPORATED MEMBERS. R302.12.1 MATERIALS.DRAFTSTOPPING MATERIALS SHALL NOT BE LESS THAN 'GYPSUM BOARD, J' WOOD STRUCTURAL PANELS OR OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. DRAFTSTOPPING SHALL BE INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBER UNLESS OTHERWISE APPROVED BY THE BUILDING OFFICIAL. THE INTEGRITY OF THE DRAFTSTOPS SHALL BE MAINTAINED. OF GENERAL NOTES: A CONTRACTOR MALL PROVIDE ATTIC VENTILATION AS PER CODE 5. PROVIDE FLASHING a ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES. C. PROVIDE FLASHING AND COUNTER FLASHING AT CHIMNEYS A MIN. CF V ABOVE ROOF SHEATHING 4 CRICKETS AS SHOWN. D. RAFTERS WILL BEAR DIRECTLY ON TRUSSES OR BLOCKING BETWEEN THE TRUSSES. E. HEADER5 TO BE A MINIMUM OF 410 DR URO. F. PROVIDE DOUBLE FELT UNDERLAYMENT FOR COMPOSITION ROOFING. (TYP.) FOR SLOPES UNDER 4:12 G. UNDERLAYMENT SHALL BE APPLIED IN SHINGLE FASHION, PARALLEL TO AND STARTING FROM THE SAYE 4 LAPPED 2, FASTENED SUFFICIENTLY TO HOLD IN PLACE. END LAPS SHALL BE OFFSET BY 6 FEET. VENTILATION CALCULATIONS 4 REQUIREMENTS RW2: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN 56 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT. REDUCTION OF THE TOTAL AREA TO �0 IS PERMITTED PROVIDED THAT AT LEAST W. AND NOT MORE THAN 80q° OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET A50VE THE SAVE OR CORNICE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY SAVE OR CORNICE VENTS. VENTILATION GENERAL NOTES: A ROOFS TALLER THAN 3' WILL USE BIRD BLOCKING AND AF50 VENTS AS REQUIRED. 5. ROOFS SHORTER THAN V WILL USE BIRD BLOCKING AS REQUIRED. MAIN ROOF CALCULATIONS: Ib33 SQ FT ATTIC AREA / 3W c BA4 Sa FT. OF VENTILATION REQUIRED (18324 SQ INCHES) UPPER ROOF VENTING PROVIDED BY AF50 ROOF VENTS (50 SQ. IN. PER VENT) 18324 SQ IN x 50% - 352 SQ. IN, REQUIRED. PROVIDE (8) ARO ROOF VENTS - 400 Sa IN. LOUVER ROOF VENTING PROVIDED BY AF50 ROOF VENTS l50 Sa IN. PER VENT) 18324 SQ IN. x 509° = 3S2 SQ. IN. REQUIRED. PROVIDE (8) AF50 ROOF VENTS = 400 5a IN. LOWER REAR ROOF CALCULATIONS: a0 $a FT ATTIC AREA / 150 = 08 SQ. FT. OF VENTILATION REQUIRED (1152 $Q INCHES) ROOF VENTING PROVIDED BY 450 ROOF VENTS (50 $Q IN. PER VENT) PROVIDE (3) A%O ROOF VENTS - 150 SO. K TOTAL VENTING PROVIDED:150 60. INCHES LOWER FRONT ROOF CALCULATIONS: 85 SQ FT ATTIC AREA / 150 - 0.56 SQ. FT. OF VENTILATION REQUIRED (81b Sa INCHES) 0 Y AF50 ROOF VENTS (50 SQ. IN T) VENTING PROVIDED B R VEN PER YEN ROOF PR PROVIDE (2) AF50 ROOF VENTS = 100 SQ. IN. TOTAL VENTING PROVIDED: 100 Sa INCHES FIRE BLOCKING NOTES: PER IRC SECTION R6028 FIRE BLOCKING SHALL BE PROVIDED IN ACCORDANCE WITH SECTION R302.11 SECTION R302.1: CONSTRUCTION, PROJECTIONS, OPENINGS AND PENETRATIONS OF EXTERIOR WALLS OF DWELLINGS AND ACCESSORY BUILDINGS SHALL COMPLY WITH TABLE 302.1 EXCEPTIONS: 1. WALLS, PROJECTIONS, OPENINGS OR PENETRATIONS IN WALLS PERPENDICULAR TO THE LINE USED TO DETERMINE THE FIRE SEPARATION DISTANCE. 2. WALLS OF DWELLINGS AND ACCESSORY STRUCTURES LOCATED ON THE SAME LOT. 3. DETACHED TOOL SHEDS AND STORAGE SHEDS, PLAYHOUSES AND SIMILAR STRUCTURES EXEMPTED FROM PERMITS ARE NOT REQUIRED TO PROVIDE WALL PROTECTION BASED ON LOCATION ON THE LOT, PROJECTIONS BEYOND THE EXTERIOR WALL SHALL NOT EXTEND OVER THE LOT LINE. 4. DETACHED GARAGES ACCESSORY TO A DWELLING LOCATED WITHIN 2 FEET OF A LOT LINE ARE PERMITTED TO HAVE ROOF EAVE PROJECTIONS NOT EXCEEDING 4 INCHES. 5. FOUNDATION VENTS INSTALLED IN COMPLIANCE WITH THIS CODE ARE PERMITTED. SECTION 313.12 RATPROOFING: 313.12.1: STRAINER PLATES ON DRAIN INLETSSHALL BE DESIGNED AND INSTALLED SO THAT N NIN I$ WBEC R4013 CERTIFICATE (MANDATORY). A PERMANENT CERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION ($LAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES± U-FACTOR5 FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT ($HGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER 15 INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL LIST 'GAS -FIRED UNVENTED ROOM HEATER,' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER,' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. FOUNDATION VENT CALCULATIONS VAV SCREENED FOUNDATION TO BE A MINIMUM OF V-0' FROM THE CORNERS PER IRC R 4082 VENTS - 50 S6L FT. 1316/300 = 436 SQ. FT. VENTILATION -OR- 9 VENTS O OPE G GREATER THAN 2 INCH IN THE LEAST DIM(=NSION. 2012 IRC R806.1 VENTILATION: 313.122: METER BOXES SHALL BE CONSTRUCTED IN SUCH A MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS INTO THE BUILDING. 313.123: IN OR OM BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, ARE APPLIED DIRECTLY TO THE UNDERSIDE OF FOOF RAFTERS SHALL HAVE GROSS VENTILATION FOR EACH SEPERATE SPACE BY VENTILATING OPENINGS FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL DOLLARS SCUREI,Y FASTENED t0 THE ADJOINING STRUCTURE. SHALL HAVE A LEAST DIMENSION OF �' MINIMUM AND 1/4' MAXIMIUM. VENTILATION 313.12.4: TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH, OR OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF MINIMUM ADJOINING STRUCTURE WITH NO OPENING GREATER THAN INCH IN THE LEAST AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBER$ SHALL CONFORM TO DIMENSION. THE REQUIREMENTS OF SECTION R802.1 co c REQUIRED ENERGY CREDITS: ?M V(,e- SO S fZO t^t Vtoy'(f`Y(t�t Q ki- 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION. HIGH EFFICIENCY WHOLE $ �i G%f S( vll 11 �VlS1f e' eoi HOUSE FAN AND FINAL AIR LEAKAGE TEST TO BE 64.0 AIR EXCHANGES PER Q�c� ( �► Y � HOUR MAX. J 3a HIGH EFFICIENCY HVAC EQUIPMENT. GAS, PROPANE OR OIL -FIRED WITH MIN. AFUE OF 95% OR BETTER 5b EFFICIENT WATER HEATING. WATER HEATING SYSTEM SHALL INCLUDE THE FOLLOWING: GA5/PROPANE/OIL MIN. EF 0082 7pmC I ❑ I y� N � I5.12 ,fi 5:1 A 18- VERHANG (TYR) D.S. o---------I-- I KU CfurT I ti ,y.� +N� ! f � del�.et.r�..%u. ..�, �.opyandfrl!!f.e...tl.o�,:C.....,�.F.'...uJ'v....�. .. o I City 0l 7,; Uk"r'j' BUILDING DIVISION I ° I � < o hone_, r:��,.,f; ;o the ., cf t'f ,st �„ith scoD¢ of I rrn^-:... J� DIVi�! ;1. I cv Jr aU. di(ionalpran revD.S. o �r✓ fe �s. lNYC:3 Piping cJ CI T U.1kviila riv, 7 DIVISION &2% 1.12 Qom/01 CRICKET A / � I 6:12a II 0 IN D.5. 0 z o U W �? N = 8 SO 3 a0�a1 � 32 a Z N 00 20 Q% o 00 9 wo tF ma19 aN Q Ns f c� o aS O Y N Z , L N � - Zo N¢ , , W e O ONZ o Z2 Z;,, �8 aCO �0 OB 0 U U0,6 F ia Z pLLu ,WR W aFx 0 LL LL �z N F O O 2 W ° N } } � ON��w1aw DO 00� 0 S OPOF- o �w 22-, o 00 W N 20� QU 0$ ujo 99001. _ ww� 6 NiLU a 0 W r Wp o>ooTU UNr'1� _0 p 0= K Z w N a sID w e z c Ow Wp>-� a� w i,- - ¢w U W W p a= mF N 8 F wt� Oo O= .H,F U MR1 0 z j 2 F N NN�°w. ((,,77 a ZQZZO a ao 00 WX: N Kp 9=oZ2 LuTw Rs !- U O N w K N K O W J CU ;` 73 Q_ ry L T_ N O O 1 L� CITY Y OF TUI."NiLA DEC 18 2015 PIERNIIT CENTER O TYP. < U) 00 CO I N co _ i _ - __.�. 0O N ' ' cy tOWIPLIANCE , -� CO APPROVED J .. •- a)I 0 4 2 0 ih � � G 1p '> o City of O BUILDINGDIVISIs�i`� -2)0 � � iZ ROOF FL D.5. = DODUNSPOUT N 0 14'-6" 20'-6' "1'-3' -1'-3" lii li: m I I H I t'tL Hrr. W/ ... o f I I 16' OVERHANG DIRECT VENT GAS x --A I RANGE W/ HOOD 100 I I = FAMILY FIREPLACE ZERO � ; . .. CLEARANCE VtO.q INSTALL PER � I I `r I — MANUF. SPECS. 3 =IN N � X cfJ ( U_ co O 4'-I0" 4' lm' 2" 5'-2' 10'-101, n2l-10" 2'-sa" �_4�� 3'_4�� 0' 9'-Im"4+1 X 4 SHELVES S' SG�FFIT— N= �, U_ a - ® I I I I F `o �`� � vt.0. I I I TY 2 4 HC 50 CFh1 m N 4 SHELVES m 2/4 e I INI PROVIDE 1 3/8' SOLID '� -I N I 10'4x12'8 I w IMPACT CORE DOOR OR 20 INI I I 4 BARRIER MIN. FIRE DOOR WITH SELF -CLOSING DEVICE.' SEE WATER HEATER C�2 61 DETAIL ON PAGE A-4 I I C630410 (IMC 304.1) I I L-------� Appliances located in 6 MIL. POLY OR APPROVED VAPOR @ "� I I IS'x3O' CRAWL private garages and RETARDER WITH JOINTS LAPPED NOT ✓ 4 SPACE ACCESS carports shall be MORE THAN 6' REQUIRED BETWEEN `v N installed with a minimum SLAB AND PREPARED EARTH PER —I clearance of 6 feet IRC R50623 (1,529 mm) above the f loor. �n J i-CA1� GARAGE - c o �n n �—�n : � A 18'x2l'2 _ DN I PR VIE to RLU Y (LANDING) . A-4 V 16R ILLL MIN AT104 I E F- — — — — — — — — — — — — — — — — — — — — —� TYPE 'X' GYP. BD. 10 CLG. viz' GWB. I I 5E ti 0 7 I G AT ALL WALLS DUCTS THROUGH , . ,; . ,. WALL OR CEILING COMMON t0 I m HOUSE MIN. 26 GA. STEEL NO DUCT �� - 2/6 HC 6' SOP PIT I OPENINGS IN GARAGE I.: U- 0 F �- — — — .— — — — I I I I X U_ STUDY I 0 lro/0x8/0 G,4RAC-sE m 10'xl2'2 I NJ I I o ___ LINE OF FLOOR I I I ABOVE I 2'-6" 2'-6" L — - — t}'=®" — — — J 19'-0' I 5'-0" 5'-6' , 6/6x5/0 XOX LINE OF SOFFIT PORCH I I CEILING AT L — — —EGRESS _ — — — 1 J At 96' AEP. T 10'-6' AFP. LINE OF FLOOR ABOVE 0 LINE OF STONE LINE OF SOFFIT VENEER — — — AT 96' APP. '-10" 4'-4"[Il-loll gl_611 11 35'-m" �I G2401.6.2 (304.6.2) One -permanent -opening method. One permanent opening, commencing within 12 inches (305 mm) of the top of the enclosure, shall be provided. The appliance shall have clearances of at least 1 inch (25 mm) from the sides and back and 6 inches (152 mm) From the front of the appliance. The opening shall directly communicate with the outdoors or through a vertical or horizontal duct to the outdoors, or spaces that freely communicate with the outdoors and shall have a minimum free area of i scjuare inch per 3,000 Btu/h (134 mm2/kW) of the total input rating of all appliances located in the enclosure and not less than the sum of the areas of all vent connectors in the space. MAIN FLOOD' PLAN 5 MIN. AIR EXCHANGE CEILING PANS PER PLAN 110 VOLT SMOKE DETECTOR HARD WIRED INTERCONNECTED WITH BATTERY BACK-UP 11 I 11 FLOOR PLAN CALCULATIONS MAIN FLOOR: 1,316 SF. UPPER FLOOR: 1,562 F. TOTAL * F7G.: 2,818 S.P. GARAGE: 1 399 F. 10'-0" z a F 0 o � ' Z�N W w 1 i Z } o$Lu a a 000e Wit $z Om WN Z i z z f Q°Ji�a �3 i 6Z o� Z_ a k viO<'� tl1W�7 W (W'J I NOF� z� i 0WWX W3 'Poi- ig 6 a OW�V vi4 Y � w k � a O W uO.0 y~a t O W = W I UUN Z aOa N O W M. 0WP F i mz aW 1 ml- Oa i o� k zazzo oW dLLdWM =F E 0:Mw 0 W � J k(1 o� I r Qfj U CL ry L J N_ N O O Aj r 7. DEC 18 2015 PERMIT CEN i ER LID 0 Q 00 U) �. _ CO= T_=cam REVjjt:-:iAC_ I LO N CC�ii.��'�,<�,i09CE 00 T � ' ' Co r % e CoLO J;, N N N O CO N 0 4 �:f� IS O O � Z � O c'j O i% Of Tuil"wita _j ' • ' — U BUILDING DlVa80ly •> O ,.. O CU W ) 0 ry 0 UFFER FLOOR FLAN 1/4' I'-0' 5 MIN. AIR EXCHANGE CEILING PANS PER PLAN1 INTERCONNECTED DTH BATTERY BACKUP 0 TEMPERED GLASS ( SIDING PER PLAN EXT. SHEATHING FLASHING STONE CAP SHEATHING WEATHER RESISTANT BARRIER LATH MORTAR SETTING BED CULTURED STONE MORTAR JOINT 2X STUD WALL INSULATION (WHERE OCCURS) PROVIDE A I' GAP BETWEEN STONE AND CONCRETE SIDING PER PLAN EXT. SHEATHING FLASHING 2X DRIP EDGE SHEATHING WEATHER RESISTANT BARRIER LATH MORTAR SETTING BED CULTURED STONE MORTAR JOINT 2X 5TUD WALL INSULATION (WHERE OCCURS) PROVIDE A �' GAP BETWEEN STONE AND CONCRETE STONE GAP WOOD CAP < TRIM /---N STONE 1/ENEiz DETAIL N.T.S. GARAGE DOOR STOP BLOCK 2x6 TRIM Ix6 MDO TRIM \ HORIZONTAL LAP 51DING 0.5.5 SHEATHING R-21 INSULATION GARAGE DOOR TRIM DETAIL 18". MIN. OVERLAP SEALANT EXT. SIDING FELT PAPEF N.T.S. 2x2 INSIDE CORNER PRIMED TRIM INSIDE CORNER TRIM DETAIL I x 4 tt x tr x I x 4 WINDOW TRIM DETAIL N.T.S. NOTE: ALL FRONT EXTERIOR TRIM FIN. ARE TO BE MDO (MEDIUM DENSITY OVERLAY). N.T.S. CORNER BOARDS TION5 CORNER TRIM DETAIL 301 FELT TO EXTEND UP WALL 12' MIN, SHEATHING APPROVED FLASHING (0.19 x 10' ROLL) SIDING (SEE ELEVATIONS) 2' GAP BETWEEN ROOF AND SIDING ROOF SHEATHING ROOF 514INGLE6 30# FELT TO EXTEND UP WALL 12' MIN. ROOF TRU55 J NOTE: ALL EXP05ED FASTENERS TO BE SEALED ROOF/WALL FLA5H INN DETAIL N.T.B. GOR5EL DETAIL N.T.S. (TYP 5/4x& FASCIA (TYi:'.) TEXTURED HARDI- PANEL W/ METAL CHANNELS (TYP.) (5) ECG. SPACED Ix3 FLAT OVER 5/4x10' BAND CEDAR SIDING, 5' REVEAL OYER 10' REVEAL ayi� �j yj ��,!� _— _- 1 ABOVE THE ADJACENT FINISHED GRADE FOR WALLS FINISHED W/ VENEER PER — I lY L--1 i —9 ARCH'L COMPOSITION ROOFING J' BAND (TYP.) 4' METAL GUTTER ON Ix8' R5 FASCIA r�rr l A'rr NORTH ELEVATION 5/4x10 BAND BD. —� ARIE \ —IN VAF � CORBEL DE7, OUTSIDE FACE OF FASCIA BD. I 44 CAP FLASH i ^-r OUTLOOKER N.T.S. 5) VARIES 1/4' -1'-0' 'P.) z O E z o �N 0 �g U o�uS 2 + Z I+ 1:3 !!YY N U O NOa W I 9 Q za o ag om=z ov zizf~i �eM vdo ziA flflgS pp gogS' �z-`a + W 0 ZO�d W gQw gp�o ' Duj I o 8 zZ i �Zdai`ru' a wLLQI- �oF2 t��p W luLl z� � U? Y I FIn OOO� w wN>> 2R'Nmo uLLu11 Vlo2w W'C w3 ' M22 0 a' 'o KLL og i oOZw m a� pz uil � U U F Q U' �� Q 0 U w O � Om2-U 'g- IWM'tE =0 ! w W S' � Z O N O W j ZyZ,'aa U U W 9 3 N O. W m S O 1 Q W W W Oj � F �m0 O + Urd- u < W O O jWUvi? Z W 2 p�p.. W Z�QN� <QW 09 f NZ ' LL=0 Ny��2 W - Q2i2M ph I' ry om� a�Zd K �N1�0 �dW� cc =F i �k'�-� =oz922 I -UGH IHO W z� OJ � �� z" S4` Ae a"q r U CL ry Lo v— N CL O A, u yk; f?w",di 2?caz„tt i,�FstLp§ Cs' s�§��'� W�8 �'h'Sis,g !Y DEC 1 205 PERMIT • Lo .� • • •0 i • •Lo •o cq Q •i • - . CZ •> • 0. • - 055 SHEATHING III 5i6' BEVEL CUT ---_® TYPICAL HOSE5155 BLOCK -I 4, UPGRADED LIGHT BLOCK TYPICAL SLOCKING DETAIL SCALE: 1/2' =1' SHEATHING FELT PAPER 4' CHANNEL SCREED HARD I -STUCCO BD. 1/4 CHANNEL SCREED DETAIL N.T.S. 'X' CORNER MOLD SHEATHI FELT PAF HARD I -STUCCO P "X" CORNER MOLDING DETAIL N.T.S. 055 SHEATHING II HEADER II II WINDOW II i I R GH OP IN II II II II II II II II SILL II ATTACH A SILL STRIP OF FLASHING MATERIAL AT LEAST 12' WIDE WITH THE TOP EDGE EVEN WITH THE TOP EDGE OF THE ROUGH SILL. EXTEND THI5 SILL STRIP AT LEAST 12' BEYOND THE EDGE OF THE ROUGH OPENING FOR WINDOW. ATTACH FLASHING WITH GALVANIZEDROOFING NAILS OR RU5T-RE516TANT STAPLES. FORTIFIBER 5K FLASHING WINDOW FLANGE I mi APPLY A BEAD OF CAULKING TO THE BACK SURFACES OF THE WINDOW, THEN PLACE THE WINDOW INTO THE ROUGH OPENING WITH FLANGES OVER THE INSTALLED FLASHING STRIPS. AFTER WINDOW 15 PLACED, INSTALL THE HEAD FLASHING OVER THE WINDOW FLANGE. THIS 15 ANOTHER STRIP OF FLASHING AT LEAST 12' WIDE. AFTER 51LL STRIP 15 IN PLACE, ATTACH JAMB STRIPS IN51DE OF OPENING AT LEAST 12' WIDE WITH INSIDE EDGE OF FLASHING EVEN WITH EDGE OF WINDOW OPENING. START JAMB STRIPS 1' BELOW THE SILL STRIP AND EXTEND JAMB STRIPS 6' ABOVE THE LOWER EDGE OF THE HEADER TOP OF WINDOW OPENINGS. STARTING AT THE BOTTOM OF THE WALL (SOLE PLATE), LAY WATER RESISTANT PAPER UNDER THE SILL STRIP. CUT ANY EXCESS WATER RE515TANT PAPER THAT MAY EXTEND ABOVE THE SILL FLANGE ON EACH SIDE OF THE OPENING, (SHOWN IN DIAGRAM AS SHORT DASHED LINES), INSTALL SUCCEEDING COUR5E5OF WATER RE516TANT PAPER OVER JAMB AND HEAD RANGES IN SHINGLE -BOARD FASHION. UJfNDOUJ FLASHING DETAIL Ix3 FL4 5/4xlk (VERIFY WITH COUNTY / CITY CODE: REQ.) FIOWEfig' METER 4 MI5C. UTILITIES 5/4x� LOCATION DETAIL ELEVATION NOTEL N.T.S. 1. CONTRACTOR SHALL VERIFY ALL NOTES, MATERIALS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. CAULK ALL EXTERIOR JOINTS AND PENETRATIONS. 3. PROVIDE GALVANIZED OR ANODIZED SHEET METAL FLASHING 4 COUNTERFLASHING m ALL ROOF PENETRATIONS, CHIMNEYS 4 SKYLIGHTS. 4. PROVIDE CONTINOUS GUTTERS 4 DOWNSPOUTS is ALL EAVES, TYP. 5. PROVIDE HEADER FLASHING 6 ALL DOORS, WINDOWS 4 SHUTTERS PER DETAIL 6. ALL PAPER AND TAPE TO LAP FROM TOP DOWN "1. HOLD ALL SIDING MATERIAL I J' OFF ROOF S. HOLD ALL SIDING MATERIAL 6' OFF FINISHED GRADE S. SOFFIT ALL FLAT AREAS W/ I in OVERHANG a HORIZ. EDGES 10. METAL FLASHING 6 ALL TRIM 4 HORIZ. SIDING BREAKS 11. RUN 2ND LAYER OF TAR PAPER VERT. 6 INTERIOR 4 EXTERIOR CORNERS UNLESS TAR PAPER IS CONTINOUS 12. FOUNDATION VENTS TO BE SPACED PER PLAN 13. ALL FOUNDATION VENTS ON STREET SIDE:, OF HOUSE I.E. FRONT 4 OR SIDE 4 GABLE END 4 GARAGE FRESH AIR VENTS TO BE LOUVERED 14. ALL LIGHT BLOCKS ON FACADE TO $E FIRRED OUT AN ADDITIONAL I' 15. GUTTERS TO LAP UNDER DRIP EDGE m GABLE ENDS. HOLD I DRIP EDGE OUT 4' AWAY FROM FASCIA TO EXCEPT GUTTERS TO LAP UNDERNEATH 16..ALL TRIM WORK TO BE APPLIED PRIOR TO SIDING MATERIALS (SIDING TO BUTT UP TO TRIM WORK) 1/4' =1' -0' N.T.S. / T- 0 0/0 i -L 0 ou�a z A GNP 9 8J W 1- W Q Ft N W S N � W U' S LL °} O�j W.F` 82 o v°, M2 §i ma�0 WOE (R z tz�; a� 3g O Z KNa wo Z IL HW00H z0 oa ° O IoW W Z N w w4 to O W Q F� Z V W LL a F = LL Z p N �-N0go w3 a�� �� wo 2wo 1wa OOZ W rn 2-wa vio to -,Z7aK� �w a o W W LL fb N LL W W OmaO 0V VF f.° y�?aa�w o zEoW -iow t?S to oa Z Wpt;�aS 4wa1 m NyfNU QJ°ZaZ -o-.,., W U U N Z Z Qo N Z o=w-rQQZo mJoao 3002d0fi�oSg R Ed p $w SOUTH ELEVATION WEST ELEVATION L A, u ibor 4 WoWe� ; lf*' INNER III Ui Y OF "iUi'- ILA DEC 18 2015 PERMIT CENTER L O O 00 ti Lo N r (D i—IN >- Lo N \ 0 rn N 0 oz COMP051TION ROOF 300 FELT EA. COURSE SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. MANUFACTURED TRUSSES (OR 2XRAFTER5 4 CLG. 15T5.) R-49 ELEC, RESIST. INSULATION BLOWN -IN R-30 ELEC. RESIST. AT SINGLE RAFTER / VAULT 11/2' GYPSUM BD. CEILING SOLID BLK'G G.I. GUTTER ON 5/4xa FASCIA SIDING (SEE ELEVATIONS) 15* BLDG. PAPER (OR TYVEK) SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. 2X6 STUDS 0 16' O.C. R-21 ELEC, RESIST. AT EXT. WALLS 11/2' GYPSUM BD. JOISTS FLOOR FINISH 3/4' T4G SUB FLOOR FL. JOISTS (SEE PLAN) lie' GYPSUM BD CEILING FLOOR FIN15H 3/4' T4G SUB FLOOR FL. JOISTS (SEE PLAN) N R-30 ELEC, RESIST. INSULATION ATCRAWLSPACE 6 MIL BLACK 'VI5QUEEN' \ \ 2X6 P.T. MUDSILL WITH \\\\\ \ \ %' 0 A.B. 0 12' O.C. AT NON-5HEAR WALLS U.N.O. (SEE SHEAR WALL SCHEDULE z — FOR ALL OTHERS) \/\ \/\� 44MW/I 12'2PER NYLCORNER) MIN. 7" EMBEDMENT 4' ROOF DRAIN RIGID, NON -PERFORATED DISCHARGED TO AN APPROVED INFILTRATION SYSTEM TYPICAL WALL 5ECTION ROOFIING PER PLAN HEADER ---- PER PLAN R-I0 RIGID - INSULATION 2x6' STUDS g IVO.C. 7/16' 0513 SHEATHING W/ VAPOR BARRIER JOISTS PER PL4N 111 (DING PER PLAN I' CLEARANCE Z-FLASHING ACCENT TRIM THING SUBSHEATHING SIDING PER PLAN Z-FLASHING ACCENT TRIM I' CLEARANCE ILLUMINATION NOTES: PER IRC SECTION R303:i, ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A MEANS TO ILLUMINATE THE STAIR INCLUDING LANDINGS 4 TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE L N[DING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP OF THE LANDING OF THE STAIRWAY. LIGHTING CONTROLS SHALL BE ACCESSIBLE AT THE TOP 4 BOTTOM OF EACH STAIRWAY WITHOUT TRAVERSING ANY STEPS. NOTES: 4 OR MORE RI>AILRILL HAVE At LEAST ONE H RNNING CONTINUOUS LENGTH OF STAIR 34' MIN. HT., 38' MAX H END SHALL RETURN TO WALL OR NEWEL PostVOLUTE. HANDRAIL MUSTRONG ENOUGH TO RA 200 LB. PT. LOAD IANY DIRECTION. HANDRAIL t0 BE PRE ON At LEAST ONE SIDE OF STAIR 14ANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF I1/4' MIN. 4 23/4' MAX EDGE$ $HALL HAVE A MIN. RADIUS OF V8'. ALL RECLI]RED GUARDRAILS TO BE 36' MIN M HEIGHT. �A ff c#'e uR1 0 4 1/4' MAX RISER HT. r 10' IN. TREAD DEPTH GUARD 4 51AiS REQUIREMENTS HANDRAILS WITH A CIRCULAR CROSS SECTION SHALL HAVE AN OUTSIDE DIAMETER OF AT LEAST 11/4 INCHES (32 MM) AND NOT GREATER THAN 2 INCHES (51 MM). iF THE HANDRAIL IS NOT CIRCULAR IT SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4 INCHES (102 MM) AND NOT GREATER THAN 61/4 INCHES (160 MM) WITH A MAXIMUM CROSS SECTION OF DIMENSION OF 21/4 INCHE" I MM). NOSING MIR 3/4' MAX 1 1'4' REOJIRED ON STAIRS w/ SOLID RISERS 3/4' PLYWOOD FLR SHEATHING JOIST 2x6 CRIPPLE STUDS a24'o/c _____1HUS2i0-2 HANGER (3) 2x12 STRINGERS (MIN) 3/4' TREAD AND RISER STAIR AT FLOOR CONNECTIONS 11/2' DRYWALL 2x STUDS a 16' o/c �- 1/2' DRYWALL 2x4 CLEAT WATER m HEATER m SEISMIC STRAPPING PER MANUFACTURERS SPECIFICATION SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5)-16d NAILS m VENT FLUE UP THRU ROOF 11/2' DRYWALL 2x STUDS a 16' o/c 2x4 CLEAT 2x4 CLEAT SHAPED 2x10 SPACERS WILL BE CUT TO* INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING ? Y: METAL PLATFORM MUST BE ANCHORED TO WALL GARAGE FINISH FLOOR WATER HEATER DETAIL . SCALE: N T.S. I� 6 5OFFIT5: + PROVIDE 2x4(6) BOX FRAME NAIL TO UNDERSIDE OF TRUSSES AND INTERIOR WALLS (TYP) 3/4' T4G PLYW'D MFG TRUSSES M1305.1.3 Appliances in attics. Attics containing appliances shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance, but not less than 30 inches (162 mm) high and 22 inches (5513 mm) wide and not more than 20 feet (&OBro mm) long measured along the centerline of the passageway from the opening to the appliance. The passageway shall have continuous solid flooring in accordance with Chapter 5 not less than 24 inches (610 mm) wide. A level service space at least 30 inches (162 mm) deep and 30 inches (162 mm) wide shall be present along all sides of the appliance where access is required. The clear access opening dimensions shall be a minimum of 20 inches by 30 inches (500 mm by 162 mm), and large enough to allow removal of the largest appliance. L—T s 3/4' T4G PLYW'D CRAWL SPACE 6 MIL. BLACK VI5QUEEN VAPOR BARRIER TOP PLATE HEADER . �i II SUB -FLOOR TOP PLATE HEADER SUB -FLOOR Re VIEKIED FOR CODE COMPLIANCE APPROVED city of Tulwila WILDING DIVISION 0 y N Z LL yy N N U. V W �J2b �zy 98 F- O 82 ter: r�az OOtn Z0 oob ado 3 z z °G ag 0miz adO+ OmzehLLa2 682 0¢}ogLL s I ] gESwa pa� on zvi2�~; ? aM zEaaMs N ww I 00WI Z802� W} N K O N ~ I wow' = w zZ IX002� ogflP -ow� " w3 0 m LL of F=,. SELL' 00W wN 0 �'R 08 »W_ UUU' o oW ao W� IT-FTs omoa=coi UMW -i- rz-o i70i W,p=� zWoyw5 zpN 5_ z~ wwr- 9aa m 0 wZ°0 � 2 8;i 2 oZLLZ � 2 d a 0 0=1,.� W d w0 $N�qR a �a 20 91= i .} ad i;Z-f idid 0W '�a8 R3&�o =2 ioz WLL i 2 I-UONLL KgKOw U CL Q r N 0 .L 0- 0 An R' , r E D c'.,_ OF 'f, �, ,.r..,,.A,11 A DEC 18 2015 PERMIT CENTER LO O O d' -� Q 000 U) _ 00-�� N W _LO '' N r N N 0 m N ..00cc:z � J ' U �> 9 0 — M 0 C_ U 3 k: 4 E1 # r ��z�r � rt r .30 e>� C� ti3 0 % . � i a �; .�,. ,.Pant a � �,. 4" �.�.. 7 & 4 & ! i un 4 tr' 0;3p t ,Re � ° �. 6 s � N k, > > Q x 3 ' fi y. k I� � � 1 C:t3 t i/ t % s i if l # 3 y � . :Nock. a, z. � �. 4 f Os30 1` Y u.- a &rt Y fi Y � Z 4 � `s 0�0 �, � � � ¢ � s Nook a � ,� Y .v. ,f n u a� � �F % r r t € r Y �" 3 Famll ✓x cis 3a ,, _ f f >i-Ji<0 y*, 2 `%.r " t mil F S � � v' y� Y 5 %`I :;" Tx F 6 a,U Y "a. $. m a 101ris .� Q 30 N ,,. . 1u c €1•,. ..:1,� t',, f, ".,.":4 A:;,,i yi.. SIM .M'ti. , 11 1,#3 .. 5�. >'S,3 #, " y � 30 > t i fl v 4 r n i, , ,�� s' �I� ltB G k, 4 , x r ' ` ibz (� 0 Q Bongs £k ytt,. S k' Cs�` >%=y Yki» ''� 3S'�t� Y }S"�i r !y�Q N% 0. Bonus �5 C � �Y A M! „z �..:� aS {y yyy5j�ry {yy �z xY Q:,3t7,. ,T," 9 , 3:. 3 "°.MG�tLk1 <I'iw Gtl�I r'i „ 'F`,�:, W,a;J„ ,"3 /W>, 'll � �a Y x l "eI a.F�,l�Taeter ,),,.I . E}'30 ; t � r+%4 f i s' A Ft' 'S i 'k k fi Y f 0 t a F 136m 2 U ara F U �0 r . s# m. ,.- . ,,>,... .„ 4 C , t � U i ° # 0+ 30 i � t ll � t OFF+ � � ;s. w 5ieitp, a r t2�30 aa� .,F ,>��'_�° ,. � f a ,.,� OHM �s >c�, >",.. ���.,_ �rx;�� � ah 777 k i zm x � k z:. 5 P r' �'. 7 s t t k ��,• Hall � #J {f30 t '9 1 �,. <` S r �" � U rt l v-_ PP Ti `I x" X „i T N : � � ;` >y ,' YS � 5 4 C�" 3 •`,�� � S S • £ -I 4 � k # 9: Dtr ar* {13Ai{, t -.l R �" y`2 k h % t q 3 p 5 l A `k 3a C x . d^ Y �,' 4 Yx� 4 � S fi ni„ Y k J ri ti i tb fi '3 xs i~ F N t t� 5 T (Y 1 'E `'a F,� .,2, a' tl x`#,:,'^'7Tr 5'zia ,h, .. [,. re�t 3Y: .,fU 9.,a e # , A I x� �� z 3 U # 4 Y+i F. Y 1, `.'. Ceti• � w. � b ye , i'n.£, "� i,� �n<,i "..4 9 „�I ym '�, ,#;X,Y ,.',., i, rs„1y b'�, .e Y,,'d:t.,�. Y l��/:,. v., x��„ ,, ,�;...':f�„ aC,S? 5;,, �„xx'i'.f ,{ ,f. �". �.;3*y., x � r u � �� � �y d Sn z.,,'`., #': ,, R .,1 , i . %.r � ,�,! x < i E € r' v . '� 4 Y �': � t 1 yx 44 y a ,: , F i e n... .., Y N C e. X h l <.., , .n �, Rm,. ,s}.. „r >.::, f EA11k.. x Y H.. 1 Gf� k°' 1 5 ,S� L`., 1 $ 3 i 8 24 0 2 :: 7. 0 1. � Z M � YF --- � 5n ,. . t2;0 I .:3:60 ..:::::: ....... Y fi 8 Yi e s 1 8,0 . ::2:40 1 6 2 ,� 12 0 � :1:3,60 § Y s i 1 Fig ,w,i 48 0 . 14;40 12 � � �'. k 96 0 28.80 2 i ti 12;5 3.75 r 6� x b S � � � 36 0 � 10,80 .. .... ,1 •. 8 _ t �,m f Cs ....: 16.0 4:8(l , 1 x: � 4 x 1 6 4 29 3 : 8,78 2 2z a 4 2 80 24, 0 �1 Ny, 5�„�: �� +, �C, 4 , �,.... 20.0 . � 6,00 ..: . Y rry� 4'.`4.i.*, , aka.• , 2�.4x€ � � FF. u 'I X�a. 4t a 8 Y 5 K A 4 d ,, %. 1 x 5 i 4, TF I2 4 100 30011 : "I � }" 1' F4 } k 3 iS i R swk>v?;: 3.. ,n.- ,4` d # ,"' R1^.$r, ✓C.`_ nx a Ft,.. �>,:r.. s `;1. z'$Z'ft ew,!.:. .r.$ tz 2%',.,� , .4 Fu,4 ;'•a•, ";b:3'Lti*.11 x t;, ,r ,'s..rxaK .# ,4" <..F.' , ,°,r,iL'.I PrBi%Y.'.: iY•k h�lis 3,:"'� # r4tb.€. .. Lt , l~.X 4i'. 31,5 945 22 5 : ' 6.75 22.5 6.75 11 � r •1 r�x 4 . �. s ' 24,o .' 7i20 1�,�� A > � F t t 4;1 ,1 i � S n } SF � C S E ^s 3. SU >w ! f ro 4 5 P €r a s r r a . _ 4 � 1. Y♦ �,... t �}�,, { , s..Hr. 0,0 000 ............. Y a 4 a a t s 00 � k E�. �e i : 0 0 .0'00 tk at:. Q.0 o:oQ x`�s ;,# .Ci<a.. € a .s .. ,f o.o o:oo a.o ' tioo ...... `.. Sum;ofArea;andUA.: ... .:.: 564.0:169;20 .............................: Area"Welghied.U..UA/Area:..::::::::' :' ::........ ..... 0;30 'Presort tive Ener CQtle Com liarice for All CllmateZonea in:Washin ton ' ProJecfJnfarmatlotf::: :. ' . '.: ;::.:':' 'Contacttnrorrnatton,. .. ,a �� � rt zi kk}� � I 3,v,�a��r��AaV�'sx:,�t� :.1>Iat�:2878;,�,..,?�.h�t�,�,�i,4u>€r<t,�.`'�`.?,ti.:,����s�A�`3�1'%���gn�.......,��4s�"'>r��>r'.''��{�>�����,�z�,�s?i���5xa;��:,.4:.�,r..i��`�.�li:�wa�tsa�'�£xa'a�5iaa�as:�Por4"�.,`��,, , •'tS � ;&. �✓' , +.$ �+.... «r . ,z > :.,a !� , :This' rc act wlltuse there uirements ofthe Plrescrf tive Path belrswiand...lncor orate the ....:::` ':......;;::::::: . aha:minimum`values'Ilsted:In addition;ibased:otiaFiesiieottheatructure,tYe.'a proprlate.: ' ' ` ' ' ' numberiof aI. eradits are checkad'as chosen bytha permit applicant:,.;;':;.:..::.:.. , ' ' ' `' Authotlzed Reptesentatly® .� ____- Date. ,,,� � ,� �.�All Ilittate Zones '� ` � : 5 � . ter* a. "•,� ..ii• c<^<� �'. :: _ =Value :.: U R-Eactoe Fenestration U-Factorb ..... Na 0130 Skylight lJ Factor : Na 0150 b° Glazed eves rat(o HGG F ! n S We Na Cen 491 9 e k Wood:Krame Wall. ......._• 2t Int O.Odt9 h Mass a-Value I i1121 Wll R 0.05 i Floor :::.........: '� t}.T32g :: ;::.' _ ck I Be ow Grade Wall:. loll ;71 In tI 2 i31 t + D t}4 n Slab. R-Value &iDe th a iD 2ft N P , ..... ..............::......... T f R4 2. n T 1 '' 4 1i F n ,. Includ don Pa e 2 _ ...:..:.......:........... ................. :..'..:.:.::.:::::::::.;:::':::. .:::: . ... ':::::..: Eat;h rlwelllnE unit to otara and two•fatntty dwell age tutfl tawnhaueee, ae de ned to �Setttlan 1E1. of the ':<: tn�rnetlnnet Resldanllal Cmtts shall mmmplywllh eWFiatent mpllana irarn Tebb IiAf10,2 ai9 ale Ism �Isve tlalle�wing minlmurn numkaer iaf aret#tter 7. Iimall Dws111n unit: fl,3 nts F� 0 d a ad Tloor area with Ira flliero 8DD uare feet of ienaelretian DwrllMt uttfZs lase than 1tiDD B uare feat to aan Itl n 31 4 eq " area. Add}tlans to exIaling building that era tars thani 60 uare feat of heated flnar eras. [01. Medium Dwelling 11,i11Fl: 1.8 clttta ud adttlklCne aver7� a uapa treat d11'6lin unlbe ai s uded In fd1 nr itiE Intl! 1 Ali 1 th re not Intl Ta g. Ler dwetlln UroTt: 2,11 slats � g p f Cwrllfn8 units etcud to9 SDDD aQ taana sat of con di tlt:rtad t9 as r a ram. ::::::::.::Table R406.2 Sum a ;:;' .......:.:..:..:..:. O tion . Description T .:: Efficient Building :E v e .1 .... _ a:::: n slop a ...::: _ : '.. ;; 0 5 ........................................................ ".':.: (] ..;'...: :>' Effil_ Bildi_Ev 1 0 __a 120_ ; 1c Efficient Building `Enveloc '''' r k r l n.V nII tl n2a 05 2a ': Ai Lea a e Corit o and Efficle t eta o 9 d 2 Air Leaka a b Contro a i entllatlan 2b 1 0 I nd Efric ant V 9 " ` 2c ire a e Contr I and fficien Ve tl[ lien 2 1 5 ' 0 < ::::::::<.:3a::Hi9h£TiiencYHVAC 05:::: 3b..:: Hi h Efficienc HVAC 3 :: 1 0' b I��t Hi h Efbcl n HVAC Dlstnbut on em ::: '. 5a....: Efficient WaterHeattn Water Heating''' t :: ...........:. 6..... Renewable E eatnc: Ener .. 9Y .0 . . ..............: . Total Credits ........... 1 lea ere ertoTa 1e 062 fr;om 1e e d sl fio P $_ 9 .o __ t o lion acr t' R r... p p P httW://www.eneM.wsix.edu/Documents/1012962DRes%2OEne �l©rscuments/2Ci?962t7REs%?DEttiet�v.ndf For Si:1 fact - 904.5 mm, al.- continuous Insulation, int ,w Intermediate #ramlrag, ' T#-vafutrs are minimums, 1,11-1aatnrs and 5HGC are rnaxirnums. When Insulation is Installed In a cavity whlah is less then the label or design thickness of the Insulation,thecompressed #glue of the Insulation from AppBnt9lxTeblB A1i?1,4 shall not be IBaa than the R-uaiu�a apaaifled in the teb18, The fBnestretian !J-factar column ettdude: ik 8 hts. The SHi3C aatumn B Iles to all lazed firneatratlan, l:azceptlo n: ;skylights may be excluded fram glazBd fenestration 5HGC requirements In Climate Yaraas 1 through 3 where theaHGiC for such skylights does not exceed 0.54, ' °1T1J15f 21,+TB" meant R-1t1continuous inauletlan on the exterior of the wall, or R•15 on the continuous Insulation on the Interior of the w811, or R-21 trEstlty Insulation piste B thermal 'bri:ak between the slab and the basement wall at the Irrtt:tter of the basement wall, "IBj15%21.+T6" shall be permitted to be met with R-13 cavity insulation an the Interior of the basement wall plus R-5 caniinvaua Tnsulatlan an the Interior or exterior of the wall. "1oJ13" means R-30 continuous Insulation an the interior or exterior of the Name or R- 13cavity Insulation at th8interior of the basement wall. "f'B" means thermal break between float slab and basement wall. ° Ft-iD continuous insuletlon is raqulrad under heisted slab an grade floors. sea R403,2.9,1, " There ore no 5HGC requirements in the Merina zone, f Basement wall insstlEtlan is not required In warm -humid Iacetlana as defined by Figure R301,1 and Table ' Reserved, r' First va We is cavity Insulation, aatrand It continuous Insulation or Insulated aiding, so "15.+54 means R-15 cavity InsulBtlan plus R-5 continuous Insulation or instJlatarJ siding. If structural sheathing savers 40 percent or leis of the exterior, continuous Insulation R-value shall be permitted to be reduced by no more than R-5 In the Inceticnr where structural sheathing is used to maintain a consistent tatlti sheathing thickness, I The second R-value applies when more than half the Insulation is on the Interior of the mesa well. I For single rafter- ar Jatst-uaulted sttlinga, the Insulation may be reduced to it-38, It Int. (tntrerm>sdiste f(sming)denotes standard framing 16 inches on center with headers insulated with a minimum of R-lit Insulation. Log and amlid timber walls with a minimum average thickness of 5,5 Inches are exempt from this Insulation I' hiartferfaatratlon U-factors shall be ts6tsinttd from msasuremBnt, calculation or an approved source or at scedfled in Section R402.1,3. glr:dltg (wlralawj end door pnAlon cf this orloulrlor rr>lumn the hlrtillid glazing and doer praduotr hrvr rn rna wrlghtrd;vrrrgr U-iacAsrcf . The Inocrptxrlyd Inauisttan raqutrrrtlrr8e arm the mlrlmum pra>tar(pth+a tnmunti spraHlyd by the 2811t WBEC. se fill out all of the grain drop-� and boxer iltat are eppllrahta to your pralrct. 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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 105 120 135 150 165 ~xi TABLE 1507.3.3(2 INTERMITTENT WHOLE -HOUSE MECHANICAL ENTILATION RATE FACTORS Run -Time Percentage in Each 4-Hour Segment 25% 33°/d 50% 66% 75% 100% Factor 4 3 2 1.0 Minimum Required Exhaust Rates Table M1507.4 - ----- -- - - I 1- . - - � - - - - -_ _ , � � , ", _ ==_ 11 a- I I I � N , 0- jE#4=!vN,1i% - - - - - - - - - "I'll, , -1 - , R 0,5, Area to be Vented Ventilation Rates Kitchens 100 cfm intermittent or 25 cfm conflmuously Bathroom /Laundry /Similar 50 cfm PLANS SHALL COMPLY WITH IRC SECTION R402, BUILDING THERMALENVELOPE. - BLOWER DOOR TESTING R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code offictial. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed sealing (see Table R402.4.1.1 . operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame Prior to the test. PLANS SHALL COMPLY WITH IRC SECTION R403, SYSTEMS. IRC Section R403.2.2 Sealing. Ducts shall be leak tested in accordance with WSU RS-33 using the maximum duc t leakage rates specified. Duct tightness shall be verified by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area when tested at a pressure differential 0 0. w.9. across f 1 inches s the entire system including the manufacturers, air handier enclosure. All register boots shall be to ed or otherwise sealed durin the test. Leaks P 9 9 e to outdoors shal be ass t o I I han r e ual to 4 cfm er 100 s uare feet q P q of conditioned floor area. IRC Section R403.4.2 Hot water i e insulation. Presort ive I pp t nsulation for hot water i e shall have a minimum thermal resistance -v Pp R slue of R-4. ELECTRICAL IRC Section R403.4.3 Electric water heater insulation. All electric water heaters in unheated spaces or on concrete floors shall be placed on an incompressible, I insulated surface with a minimum thermal resista nce or R-10. PLANS SHALL COMPLY WITH IRC SECTION R404, POWER AND LIGHTING SYSTEMS. IRC Section R404 1 Li htin a ui me t M nd to n a a . A minimum of 75 9 9 4 p ( rY) ercent of ermanentl installed lam sin li htin fixtures shall be P p Y P 9 9 hi h-efficac lam s. 9 Y P PLANS SHALL COMPLY WITH IRC SEC ION 406 D T R A DITIONAL , ENERGY EFFICIENCY RE UIREMENTS. Q FURNACE FAN Fans used for whole house ventilation re . ESM motor. 4 All enclosed Utilit Rooms to have 100 s.i. transfer rill. Y 9 IRC Section R406.1 Scope. This section establishes options for additional criteria to be met for one and two family dwellings and townhouses, as defined in section 101.2 of the International Residential Code to demonstrate compliance with this code. IRC Section R406.2 Additional enerav efficiency reauirements Mandatory). 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. WHOLE HOUSE VENTILATION SYSTEM. A mechanical venilation system, including fans, controls, and ducts, which replaces, by direct or indirect means, air from the habitable rooms with outdoor air. WHOLE HOUSE VENTILATION REQUIREMENTS: 100 cfm fan standard on each home. 1500-3000 s.f. 2-3 bedroom = 60 cfm (min. outdoor airflow rate) Fractional on -time = 0.7, Cycle Time (hours) 24 = 0.90, 60cfm/(0.90 x .7) = 95 cfm (per ASHRAE 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 using the following method: FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWING: a) Be sized according to IRC Section M1508.3 b) Be ducted from the exterior and connected to the return air stream, at a point within four feet upstream of the forced air handler and shall not be connected directly into the forced air unit cabinet. 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 hood or a flow measuring station. d) Be insulated to a minumum R-4 when located within heated areas. e) Be connected to filtration device, and be readlily accessible for maintenance and replacement. The filter shall have a minimum efficiency rating (MERV) of at least 6. WSEC SECTION R401.3 RESIDENTIAL ENERGY EFFICIENCY A permanent certificate shall be completed and posted on or within three feet of the electrical distribution panel by the builder or registered design professional. The certificate, shall be completed by the builder or registered design professional and shall not cover or obstruct the visibility of the circuit directory label, service disconnect label or other required labels. The certificate shall list the predominant R-values of insulation installed in or on ceiling/roof, walls, foundation (slab, below -grade, and/or floor) and ducts outside conditioned spaces: U-factors for fenestration, and the results from any required duct system and building envelope air leakage testing done on the building. where there is more than one value for each component, the certificate shall list the value covering the largest area. the certificate shall list the types and efficiencies of heating, cooling and service water heating equipment. where ages -fired unvented room heater, electric furnace, or baseboard electric heater is installed in the residence, the certificate shall list "gas -fired unvented room heater,"electric furnace" or "baseboard electric heater," as appropriate. An efficiency shall not be listed for gas -fired unvented room heaters, electric furnaces or electric"bkse!>�tard �eate s . t�-" �� /Ileu.iwt_.a R CODE COWIPLIANCE �'i r; ,i�1i`� 0 42i3imD Z 0 O Q N Q l� w� 2 ❑ Z 2 — ,e U N (9 �zw - �O i O w 2 - wii `3 0 a c�§❑ wU�pp �O LLp❑ O }t a W ° Z 6 1, �. �a z a W K N Z LL 0 m _ z Z 'z 0 o - z zz_ OE I a ❑ � � ❑ 0 3 9 _ J W a o �a w �a 5 0 W c° Z z z O LL m O u9 N -�a N to 2 } Z U — a- 8 W w O z 0 o g U O } o E H x ❑ U t- a b O K F- O Nq a 6 U W V — ZOUN W ��OIil W W W w N a N }z _ m _ S N ❑ F C za O ZF Z z— � i- G ❑ W LL Z W 00 } �u,i-• LL [qt� W Z N Now F y m 0 W ❑ 3 o� 0 LL N m Zd O w aj S C9 O w �i a x z Q W J U N OOZwF a' ❑ U i❑� °io to m U' U U F KZ to 0 LL U F ww �d o m a _U 0 } = w ❑ w pm _� U N w a V, w LL 0 p O F-m N a' 2 ❑-�a i` } U' N 2 11i gig= 9 co LL N °F ° 0 x _ yy� W ii Z U U U a — 2 � w w t W N m 1L1�� F- x o LL O a U w ❑ W t•• °° W jNZ N C J ❑�O� a 7 W —U x Q LL W O 2 m O a W IW,1 N f U F U a z z O N Z F- fA } Z dnF O Z Z 7 � U N Ow W E 6 N ❑ O Q i ZJ a � W a O U a _ tgq w r3 ❑ oz x U O N LL w w > >LL K N K O W O J DEC 1 8 2015 < (/) ., 3 I 0 RMIT CENTER , MI; i i � r � NN r N�11�1N . 1� y(r1 rvia"l4 � {t� 3k, p m I GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS . Internationa Bu-i-fc=ng 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 . Win - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification =Enclosed, Internal pressure coefficient (GCpi) = ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, Ss = 1.525, Sl = 0.573, SDS = 1.017, SD1 = 0.573, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.156 (orthogonal 1) & 0.156 (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: 12 psf, Live: 40 psf, Live (deck): 60 psf 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth (up to 2250 psf max.) 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 o serva ion is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend oo ings 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 . Pipe sFall 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 c = 2500 psi at 28 days for footings, slabs and walls. Min 5-&- 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 rein orcement 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'r 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. oncre e oor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER dress 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 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 max oc - - 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. Ail wood connectors shall e 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: a) 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. b) Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches8. from exposed earth. c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACQ ca line 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 p CA-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: i) Continuous hot -dipped galvanizing per ASTM A653, type G185. ii) 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. Ali 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 17-17a'iling 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) 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 SHEARWALLS 1. Ail s earwall 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 . Apply APA rated Sturd-I-Floor(24" oc) nailed to floor framing members with 0.148" diameter x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16" APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT-UP WOOD COLUMNS . Ali 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 e esigned, 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) . 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) . 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) . Laminated strand lumber s all 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) . Glued aminate 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. Con-sicruction 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 1'-6". 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have . (1)#5 at 48" OC horizontally and (1) #5 @ 48" OC vertically. 12. Embed anchor bolts a minimum of 511. GENERAL CONSTRUCTION . Ali 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. Shearwall Schedule [ (1) (2) (3) (7) (13) ] , , , , Bottom Bottom Bottom Anchor Mark No. Edge Field Framing member plate Bottom p late nail p late when Anchor bolt spacing- To p Top plate Vseismic Vwind (plf, per Sheathing (ply/osa) sides Fastenerfastener size spacing fastener at when plate nail spacing irectly bolt dia. 2x plate connector connector (plf, ASD, +40%, plan sheathed spacing adjoiningirectly in on plate/ (g,15) spacing p 4 ASD, (14) panels on size each concrete (8) 3x (11,15) (12) ) (12)) wood(10) row (4,5) plate W6A 7/16" 1 0.131" dia.x 6" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/8„ 72"(2x) A35 or 48" 145 203 2.5„ (unblocked) 3 25„ 13" 3x 72" (3x) LTP4 W6B 7/16" 1 0.131" dia.x 6" 6" 2x 2x 0.148" dia. x (1) row 2x or 5/8„ 72"(2x) A35 or 36" 193 271 (unblocked) 10" 3x 72" (3x) LTP4 2 5" 3 25,, W6 7/16" 1 0.131" dia.x 6" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/8„ 68"(2x) A35 or 30" 242 339 2.5" 3.25" 8" 3x 72"(3x) LTP4 W4 7/16" 1 0.131" dia.x 4" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/8„ 48" (2x) A35 or 21 „ 348 487 2.5" 3.25-- 6" 3x 60"(3x) LTP4 W3 7/16" 1 0.131" dia.x 3" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/8" 36"11 (2x) A35 or 16" 452 633 2.5" 3.25,, 9" 3x 45 (3x) LTP4 0.131" 0.148" (2) 2x or 28"(2x) A35 or W2 7/16" 1 dia.x 2" 12" 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) 2W3 7/16" 2 dia.x 3" 12" 3x (5) 2x dia. x rows 6" 3x 5/8" 23"(3x) A35 or 8" 904 1266 2.5" 3.25,, (6) LTP4. 0.148" 0.148" (3) A35 or 2W2 19/32" 2 dia.x 2" 12" 3x (5) 2x dia. x rows 4" 3x 5/8" 12" (3x) LTP4 4" 1620 2268 3" 3.25,- (6) 1 General notes (unless noted otherwise): 1) Wall stud framing is assumed to be as per the general structural notes. 2) All panel edges are to be supported by framing members - studs, plates, and blocking (u.n.o.). 3) Allowable shears in table above assume either 1) walls studs at 24" oc with panel long -axis oriented horizontally or 2) wall.studs at 16" oc with panel long -axis oriented vertically or horizontally. 4) Where the full thickness of (2)2x and 3x mudsills are directly connected to wall studs, use (2)0.148" dia.x4" end nails (20d box) per stud. 5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the associated shearwall bottom plate nailing. 6) Where bottom plate nailing specifies 2 or more rows of nails into the wood floor below, provide rim joist (s), joist (s), or blocking that has a minimum total width of 2.5". 7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8" diameter anchor bolts at 72" oc and located within 4" to 12" from the cut end of the sill plate. Provide a minimum of two anchor bolts per mudsill section. 8) Provide 0.229"x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and 0.229"x3"x4-1/2" plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches minimum into concrete. Minimum anchor bolt concrete edge distance (perp. to mudsill) is 1-3/41'. Minimum anchor bolt concrete end distance (parallel to mudsill) is 811. 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 nails if connector is installed over sheathing. 10) Adjoining horz. panel joints are not permitted to be located on either side of the top plate or the bottom plate. Locate adjoining horz. panel joints at the mid -line of the rim joist or at the mid -line of blocking in the wall above/below. 11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be multiplied by two (2). 12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying ASD values above by 1.6. 13) Shearwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. 14) Shearwall edge nailing is required along full height of all holdown posts. At built-up holdown members, distribute the shearwall edge nailing into all laminations. 15) LTP4's and/or A35's are not required at the top of the shear wall when/where the shear wall is sheathed on one side only and when/where the location of the adjoining horz. panel joints meets note (10) requirements. ra, a�a�3 REVIEW'V�t�p e�1i C0DE (,-O )I A `'LlANCE JAW 0 4i� e city Or TtAIN11a BUII, W11 DIVI,".)'lad ! 0 0 N a w o Z w 0 a. N z °�2b �N o J Q w� 82 ga a =�Z LL m O o Z O N Z 2 W_ 9 M5, UP g� to 0W�22t�1 a��C3 ¢�9U ag °m7Z 2'N�y 20 OU)Z ° a. Z z Zw ma. wo8.; 2r- � O a U U }w W (_ N}W 0aP a. ZL� w �a o0 mpo- W W L iiUO K�7}0>zU og O OZwN U LL❑Z�2 J No U W _U' ,r,�yij� HH Q Kp Z 2 8 WuW"1 O W F OF m O= U Or- ~ O w w= W62 U) IL ma0 �i O w U V O �' W yO�K wI- > o 3 c=i m w U wzi° 3 K)-830 �322z fa 89 ?�QQi N 1- 1 U 4. 2 - NF N}F u2 W10 U ° 0 Zo8 �O 5Q?q Uroo I- O WLLW N,O ■ ■ M n L ��4-1 vJ �� O ryNN� All t if3`;RAIWINA6 g� m DEC 18 2015 PERMIT CENTER KA O qt 00 O� N (2)CS22x144' HORZ. 8 16 'Ilksa-i so-+ �P 12' - 0' W(o u PECK NOOK �OK 13'6xll' ti lU3_ FA 20'xl5'10 MAIN FLOOR, &HEARWALL PLAN 40RZ. STRAPS MC522x135' HORZ. S 1/4' ■ 1'-0' ICI . V/VI/—, (2)CS22x132' HORZ. S UPPER FLOOR 5HEARWALL. FL vw„S�M� 0 0 u uu11 Q o z o a. �o - wt;°8 2EIZ Wo z O Oy F 2 oa_-o z z a>�� m's a 111 Z Z <�o ag 0 N w c oge ���iirzrn po�� NO¢� Flo �a 44 a F F � W } O Z co WW� 0OF W m =oo z W '_ U,ors o.WW~}>� N � o w y w 3 o W W Nf7,gM 4 ar a'a. V OF 0- Z N K W }Z V $�$�`` O O 0 8 2 N ww�o 6 S' SU a� WR ho F- Ix ❑0=0Z Zap a a MIA Ojul 0W Z J �. PRH aJ -I`awacr3 wm~ pW 3 p HJal � Od ze wd U WO WW >-V?puulls a w Z WOj , aFt2 0)o0UE O rL o 0d-W 1;N:3 III I -ON Umw Ow . 7 .� 1 A_J A ,sn�� z Asti, :;SAP and d513'{,Nfia rN;a;h'<4i ?P;A ri btw�; aS t 1'rC 'UQ9S at1 "xd A 4:Pr�,. C;"f Y OF f U ff ,-,h; I LA DEC 18 2015 PERMIT CENTER d' � aC o0 U) 00 U-) ry M N CO .. 00CN N ' ' co NN NomN . O p 0O z c: J '> O r-)LLL firm �sv�� (V 14' 6Qx11' THICK FT a. W/13r4 EA. WAY WITH PBS66 POST BASE • COW. 6x6 DF POST P,r, FOUNDATION / FRAMING: PLAN ALL CONNECTIONS TO BE AS SPECIFIED AND/OR VERIFIED BY JOIST MANUFACTURER NOTE: ALL SOLID SAWN BEAMS TO BE Qfn OR BETTER PROVIDE SOLID BLOCKING IN RIM JOIST SPACE UNDER ALL POSTS AND UNDER ALL WALL MEMBERS CONNECTED TO HOEDOWNS W/(2)HORZ. CREWS AT MID) NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of Ili" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. REVIEWED FOR CODE ( OAVL1ANCE JMR PROV D CK11 of l I kvjila BUILDING DIVISIGiq 0 U °5 I- U? rij 20 Z } .ZQJ O~ w Q =U= OW 82 LL0 pp 8O 8z ONZNZ O vi '0 Z ZN OOiW Big ° 3 0>- 2'N2 avt1 Ulo ooze . �,Zql .Zw zo gE FF---7 H� W� �11W�1~ N W �fW9 En % wLLQF- Fool LL��1L 0 1@ N woo ao.T3 w Mod ww O O w h- -z W w O W )°) ° LLxz oa m 4 zN U U w N >, K a o aim w� `T �08, _° oma`°°° r Xo Cn UCL 9 ILW z 2U �;8V- J¢~ -i<W Z w N OW Wti0 w N O ��Z� O Z°3 p� W d Qm J i LL S 0� ss° W} w 0 ° p tZ30 O S W M W ¢ wi o� wa� g¢K 1-00.W 0'0K0 W ■ ■ C n (D N LO N C) O N tC� 0 N, 1 N CU 0 0 C W Iry N rt„u�h11d��1w$v'�' 171. CITY Or DEC 18 2015 PERMIT GC N'TER O Wit" 0000 ti rn N •• M m N ou %k if t�k F PROVIDE SOLID BLOCK INSIDE RIM JOIST UNDER POINT LOADS AND 14OLDOWN STUDS (TYP) Zx6 LEDCZEK WITH (3JHVF ROWS 0.148'x3' NAILS AT 16' OC IN EACH ROW FULL-DEPTH BLOCKING OVER WALL -LINE a UPPER FLOOR FRAMING PLC ALL CONNECTIONS TO BE AS SPECIFIED AND/OR VERIFIED BY JOIST MANUFACTURER NOTE: ALL SOLID SAWN BEAMS TO BE OF02 OR BETTER PROVIDE SOLID BLOCKING IN RIM JOIST SPACE UNDER ALL POSTS AND UNDER ALL WALL MEMBERS CONNECTED TO HOLDOWNS . VIEWED FOR CODE CON111 LIANCE 2016 z O z ro�LL G z w w g- W wr W W{{Q�.. 0 � � N � W O = LL LL O 82 Lu o N z0- Y 0 0 N z z TM w K zo ado �3 m� wp u 3 o>.z3 �N2� Wg a ob2 z—,�, O gLL �Oa�LL O w O w u a d z 0 e a i U U W r W fA� OLL UN W LL m O j yW W N OLL a W T z m ~ z m�mw29Fg zz SOO°� r rzw O � wix o�O-r� =3 w F w wwwu'w�K �LL ct 2 i v K O O V ° OOZ U OOZ�} vio �6p7�7aKo. S=�Wa W. Wl1UI W j OmaQ F=-UUF "O p11 z o wLt uj co UUO}-.9H; g ww U_ ~ aW0~ O¢. WWO= aN U W Ww �pO° o� �¢Jv�z �a� �? y0P w a�Czo w a gom�Q} J1iJ�cip irm P idU > O W �oo8R RuLS`C 5mn¢} x Oz7a w11 LL(e z r U O N LL O g K N K W U L_J v. CITY OF ( Like."A"ILA DEC 18 2015 REHiVil i I Eq, N O d-�—+ 0 Q 00 ` \ � 00 r ry j*., O L .. N 00 o ' ' C%e) N N N � 0 00 .. -+� 0 N `—' 0z � , CU ' C n Joc -2) 0- ------------------- ROOF FRAMING: PLAN 1/4' =1'-0' ALL CONNECTIONS TO BE AS SPECIFIED AND/OR VERIFIED BY ROOF TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DM OR BETTER NOTE: ALL ROOF OVEF4 RAMING TO BE 2x(o HM AT 24' OC FOR HORL CLEAR SPANS UP TO 9'-9'. FOR LONGER HORY. CLEAR SPANS UP TO 12'-9', USE 2x& Hm AT 24' OC. NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON ASSUMED ROOF TRUSS LAYOUT. VERIFY CONSISTENCY WITH TRUSS MANUFACTURER'S ENGINEERING WHEN AVAILABLE. FtEVIONEDIFOR CODE C fMiPLIANCE � e,F J .OV EW) JA'lil 0 4 201116 city 0 -Fu lavi I BUILDING DIVICIO'01 tz r 00 p w ''� ��•ri'�, I rd' ?�bZS S: R z O 0 O U a z O a GOOF U N �1�]jz } W U a 8 O. J Q N Wx Op 82 = a N W N -0a. OONfl? z C-� W O OO�5�_H7 ¢N O NK �Z a�ou 3go z3 W CN N w O Z 0 f 'a z � ��} z� Eo �i.208 -{ =oc�5 z-'-. _�� ziE Noah �i w¢ zap N}yeWa �W�� NC =z �7d"Nm= a� OF zd zf �z 0 0 0 W�HyWaO FK LL Ya z 05 w wWN� 3KN}}S IT NZ7 ii iyoWO� �e Uc. OS OOZ N »w�!E O }� ao �5 UU�j_lWu U' t�c��0 aO H I=-"F O}a'�U l�UWuU1 �p�F ttUtt����o z2u1 W7 =u. LLN E0y W W 22, a N 1-~ Ho" W W O 0 z,zo a 5 0, z m W U NN w ~ w T (� 0 z W �aS JQmJQ wU1-� 0. 0 W j 2U(/i M300 W 8 WW2 ZQQQZZWuj 0 a0zd�� dr WN N� ,P oo !-- U O co w WW K 0 K 0 w QQ 0:03q = S 1 Is Eu 3110Oft, }�y�v�s 4szC,sm w G l y tJ F `f r'. tA' I L A DEC 18 2015 PERMIT. CENTER 4-a � O d" -� Q co _m co O Lo N N m ..co N N N O m N . Q O o z .. r-) ry 0 a- � h k y W;Y.i4 1. 77'' s , PONY WALL PER PLAN (WHERE OCCURS) ANCHOR BOLTS (OR APPROVED EQUAL) AND MUDSILL PER NOTES (7) & (8) ON SHEARWALL SCHEDULE --•j•--- (TYP, U.N.O.) (1)#4 CONT. HORZ. LOCATED WITHIN UPPER 12" OF WALL.SHEATHING PER SHEAR WALL SCHEDULE STUD/SHEAR WALL PER PLAN ADDITIONAL #4 CONT. HORZ. AT 24" OC WHEN STEMWALL OVERALL VERTICAL DIMENSION EXCEEDS 24 (TYP) SW EDGE NAILING PER SW SCHED. a _ (U.N.O., PROVIDE "W6" NAILING) FLOOR SHEATHING NAILS ®4" OC M J Z o SLAB -ON -GRADE �— o PER PLAN WHERE #3 AT 48" OC HORZ. JOINT (WHERE OCCURS) #4 VERT. AT OCCURS VERT. HOOK SW EDGE NAILING PER SW SCHED. 48" OC (TYP) BARS 18 6" (U.N.O., PROVIDE "W6" NAILING) EQ. 8" EQ. i .lilt_-IIE 1 4 CONT ( )# 6 JOISTS PER PLAN �< :III 1-=11_:=1 11=n_N1 11=1 11=1L=I i. i, , u {4� .~ `.1, _ __a�' f JOIST BLOCKING @ 48 OC (BLOCKING ONLY REQ'D WHEN r,II iI�i�IIIr:�:�llh:r�lllf��.11t i �a l i I II _ l UNBALANCED BACKFILL EXCEEDS 24 .(1)#4 CONT. - r— I APPROVED ALTERNATIVE TO 5/8" DIA. _ ll„ f� i� gag ` fl Ili `� `' � '� � '� HORZ. ANCHOR BOLTS AT 6'-0" OC ' -MASA OR MASAP AT 4'-8" OC Z SLAB -ON -GRADE PER PLAN WHERE OCCURS -LMA4Z AT 2'-7" OC wig 8 „ EQ. #4 AT 48" OC-VERT. HOOK BARS WITH 14" LAP (TYP) -LD -LMA6Z AT 3'-2" OC 15 6 -MA4 AT 2'-2" OC (A) CRAWL SPACE/BSMT. (B) SLAB -ON -GRADE �C) THICKENED EDGE -MA6 AT 2'-7" OC -MAB15 OR MAB23 AT 1'-11" OC rl- FOUNDATION WALL DETAILS ��� FLOOR JOIST PARALLEL © RIM DETAIL ROOF DIAPHRAGM NAILING PER GENERAL NOTES ROOF SHEATHING ---� PER GENERAL NOTES FULL DEPTH FRAMING CONNECTOR PER SW 2x BLOCKING SCHEDULE w "H1" AT ALL TRUSS/RAFTER N BEARING LOCATIONS WALL FRAMING PER GENERAL STRUCTURAL NOTES-TYP(U.N.O.) 0 HORZ. PANEL JOINT (WHERE OCCURS) f w o EDGE NAILING PER SW SCHEDULE - U HORZ. PANEL JOINT (WHERE OCCURS) W a 0 HORZ. PANEL JOINT (WHERE OCCURS) w N Ez L 0 c- HORZ. PANEL JOINT (WHERE OCCURS)-- e 4- REF. 1/SD-1 FOR FOUNDATION INFORMATION FRAMING PERPENDICULAR 6 WALL FRAMING DETAILS N.T.S. SILL NAILING PER SW SCHED. (U.N.O., USE 16" SILL NAILING) FLOOR DIAPHRAGM BOUNDARY NAILING -PROVIDE 0.148" DIA.0" _._._.. AT 6" OC (TYP, U.N.O.) RIM JOIST PER JOIST N.T.S. ROOF DIAPHRAGM NAILING PER GENERAL NOTES GABLE END ROOF FRAMING (2) ROWS 0.148" DIA.x3" NAILS AT 16" OC IN EACH ROW 0.148" DIA.x3" NAILS AT 8" OC - HORZ. BLOCKING PER SW SCHEDULE (TYP. U.N.O.) - BOTTOM PLATE NAILING PER SW SCHEDULE FLOOR DIAPHRAGM NAILING PER GENERAL NOTES (TYP, U.N.O.) FLOOR SHEATHING PER GENERAL NOTES a FRAMING PARALLEL PROVIDE NAILING PER IBC TABLE 2304.9.1-TYP(U.N.O.) MANUFACTURER'S REQT'S SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) FLOOR SHEATHING M PER GEN. NOTES HORZ. PANEL JOINT(WHERE OCCURS) SW EDGE NAILING PER SW SCHED. JOISTS PER PLAN z (U.N.O., PROVIDE "W6" NAILING) REFERENCE NOTE (15) ON SHEARWALL ;CHEDULE AS TO THE CONDITIONS THAT MAY ALLOW THE FRAMING CLIPS TO BE 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.) REFERENCE NOTE (6) ON SW SCHEDULE FOR REQUIREMENTS WHEN 2 OR MORE ROWS OF BOTTOM PLATE NAILING IS SPECIFIED-TYP MUDSILL & ANCHOR BOLTS PER NOTES (7) & (8) ON SW SCHEDULE (TYP, U.N.O.) BLOCKING PER JOIST MANUFACTURER REQTS. AT EVERY OTHER JOIST SPACE SHEATHING PER GENERAL NOTES JOISTS PER PLAN N.T.S. PANEL JOINT (WHERE OCCURS) PANEL JOINT (WHERE OCCURS) CONNECTORS PER SW SCHEDULE EDGE NAILING PER SW SCHEDULE PANEL JOINT (WHERE OCCURS) BLOCK ALL HORZ. PANEL JOINTS PER SW SCHEDULE (TYP, U.N.O.) BOUNDARY MEMBER PER PLAN (2)2x MIN. (TYP) SHEARWALL EXTENT PER PLAN FRAMING MEMBERS PER GENERAL STRUCTURAL NOTES (TYP) SW NAILING PER SW SCHEDULE (TYP) JOISTS PER PLAN -/ :a PANEL JOINT (WHERE OCCURS) EDGE NAILING PER SW SCHEDULE HOLDOWN PER PLAN (WHERE OCCURS) PANEL JOINT (WHERE OCCURS) SOLID BLOCK UNDER HOLDOWN STUDS MUDSILL PER SW SCHEDULE HOLDOWN ANCHORAGE PER PLAN(WHERE OCCURS) K;_-� TYPICAL SHEARWALL DETAIL PROVIDE (3)0.148" DIA.x3" NAILS PER BLOCK - PROVIDE (3)0.148" DIA.x3" TOENAILS PER BLOCK BEAM PER PLAN DROPPED BEAM DETAIL N.T.S. 11 N.T.S. - SHEATHING PER SHEAR WALL SCHEDULE STUD/SHEARWALL PER PLAN SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) M — HORZ. JOINT(WHERE OCCURS) SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) APPROVED ALTERNATIVE TO 5/8" DIA. ANCHOR BOLTS AT 6'-0" OC -MASA OR MASAP AT 4'-8" OC -LMA4Z AT 2'-7" OC -LMA6Z AT S-2" OC -MA4 AT 2'-2" OC -MA6 AT 2'-7" OC -MAB15 OR MAB23 AT 1'-11" OC FLOOR JOIST PERPENDICULAR © RIM DETAIL A a��sa orae kiiis 0 ui 3 w / W m 0 W m w w 0 U 0 ®� MUDSILL & ANCHOR BOLTS PER NOTES (7) & (8) ON SW SCHEDI, (TYP, U.N.O.) N.T.S. DIAPHRAGM NAILING -PROVIDE 0.148" DIA.x3" INTO ALL MEMBERS AT: 6" OC - WHEN BEAM IS SINGLE MEMBER 12" OC - WHEN BEAM IS (2) MEMBER 18" OC - WHEN BEAM IS (3) MEMBER 24" OC - WHEN BEAM IS (4) MEMBER SHEATHING PER GENERAL NOTES —� JOISTS PER PLAN -' BEAM PER PLAN @iLUSH BEAM DETAIL N.T.S. N.T.S. SW HOLDOWN PER PLAN (WHERE OCCURS) MATCH HOLDOWN ABOVE (WHERE OCCURS) V SHEATHING :R SW SCHED. LL NAILING =R SW SCHED. HANGERS PER PLAN SILL NAILING PER SW SCHED. (U.N.O., USE "W6" SILL NAILING) FLOOR DIAPHRAGM BOUNDARY NAILING -PROVIDE 0.148" DIA.x3" AT 6" OC (TYP, U.N.O.) ;HEATHING PER PLAN/GENERAL NOTES SHEAR WALL SCHEDULE AR L PER PLAN AILING PER SW SCHED. PROVIDE "W6" NAILING) BLOCKING PER JOIST HORZ. JOINT(WHERE OCCURS) MANUFACTURER REQTS. SW EDGE NAILING PER SW SCHED. (U.N.O., PROVIDE "W6" NAILING) JOISTS PER PLAN RIM JOIST PER JOIST FULL DEPTH BLOCKING OVER ALL BEAM LINES BEARING WALL (WHERE OCCURS) - SHEATHING PER PLAN/GENERAL NOTES — 1 x4 x 12" EA. SIDE w/(4)0.148" DIA.0" EA. MEMBER (16 NAILS TOTAL) POST PER PLAN — BEAM PER PLAN W/MIN. 1" AIR MANUFACTURER REQTS. PB44 OR (2)A34 SPACE ® ENDS TO CONCRETE A35 CLIPS AT 30" OC REINF PER PLAN 90 LB. FELT E ° FOOTING PER PLAN (CONT. OR SPOT) Z °LL APPROVED ALTERNATIVE TO 5/8" DIA. MAX SLOPE PER ° a CL z ANCHOR BOLTS AT 6'-0" OC - I==i I I I J =1 I I: I I I III III III. fGEOTECH REQTS O K a G Z wx �..-111; Ilf—ffl Ir - IlH 111 111—II—ICI- �a�i -MASA OR MASAP AT 4'-8" OC w f f f-III=� I W 0 N U -LMA4Z AT 2'-7" OC 9 8 0 8< f DISTANCE FROM s `" ` -LMA6Z AT 3'-2" OC I~, DIMENSION PER PLAN SLOPE PER GEOTECHNICAL t o ° -MA4 AT 2'-2" OC REQUIREMENTS 3 a Z i -MA6 AT 2'-7" OC O N a. F 05 -MAB15 OR MAB23 AT 1 -11 OC ° 9 W6 CANTILEVER FLOOR JOISTS DETAIL INTERIOR SUPPORT C'� FLOOR JOISTS DETAIL zz0� 5 EDGE NAILING -( PER SW SCHED. \ SW EXTENT PER PLAN -. SHEATHING PER SW SCHED.. BLOCKING AT ALL HORZ. PANEL JOINTS(WHERE OCCURS) SOLID BLOCK UNDER HOLDOWN STUDS EDGE NAILING PER SW SCHED.-TYP N.T.S. ° m v0 � N.T.S. °`"Ze zm= z, 5 2s8�uus c���'��e�i uolLLo�n °� Zna.i-.91, �7dcoma Wor-12 zE FRAMING MEMBERS PERPENDICULAR FRAMING MEMBERS PARALLEL W ° z w ° s W wo�o o 2x BLOCKING W W W o a° ° „ 0.131"DIA.x2.5" NAILS AT 6" OC 'o'o T W N 0.131 DIA.x2.5 NAILS FOR FULL EXTENT OF SW BELOW u u _ AT 6" OC FOR FULL =N EXTENT OF SW TRUSS TOP CHORD n „ a ° W W ROOF SHEATHING 0.131 DIA.x2.5 o m 2 m S g N NAILS AT 6" OC °°�°Z ZON 11 FULL HEIGHT GANGED BELOW (TYP) PER GEN. NOTES 2 a p a a ".° s z F r FOR FULL LENGTH W W E a 2 STUDS PER PLAN AT ROOF DIAPHRAGM ° ° N m 0 ims la Iiiiiin IVA 1� II cm Iel uIff x l WHEN GREATER THAN 14.5" OF TRUSS J a W m ° (2)2x MINIMUM 7/16" SHEATHING FOR FULL W Z. ° Z Z o EXTENT OF SW BELOW PROVIDE 2x4 FLAT STUDS m W N ' " J�(2Z ,g�ao Ni TRUSS BOTTOM CHORD AT 16 OC co o = ° W o TRUSS BOTTOM N > U ° t 2x BLOCKING CHORD �° R d r, d w 0 = F --- _. __. .........-.......... _ ...._ --�— CONT. HORZ. STRAP = o Z � R = a = LL � z /1 F°0NLL Rf"K0 W D. PER PLAN OVER TOP OF WALL CL SHEATHING Alu 1 : 1 1111 .. �, ,1 w 1 . 1 1 I►1 III L. 0 10— 1 MUDSILL &ANCHOR BOLTS PER ANGED BLKG. (2-2x) GANGED JOIST (DOUBLE JOIST) NOTES (7) & (8) ON SW SCHEDULE ALT: 1 ALT.-2 (TYP, U.N.O.) TYPICAL DETAIL OF SHEARWALL DESIGNED FOR FORCE TRANSFER AROUND OPENING SPLICE LENGTH (2) ROWS 0.148" DIA. x 3" AT 8" OC IN EACH ROW FOR LENGTH OF SPLICE TOP CHORD SPLICE BOTTOM PLATE SPLICE r 4'-0" MIN. BETWEEN SPLICES (SPLICE TO BE LOCATED ® C.L. OF WALL STUD -TYP) 13 TOP PLATE SPLICE DETAIL N.T.S. N.T.S. IYHICAL SHLAHWALL CUNNLCIIUNS DEI. TOP 8c BOTTOM OF WALL CITY OF .i lu'VI" "ILA DEC 18 2015 PERMIT CENTER EQ. (TYP) EQ. (TYP) ALTERNATE BCxO CONNECTOR AS PER PLAN (OR DSC-NOT SHOWN) T MEMBER PER PLAN (D` LET -IN AS REQ'D 0 OPTION -BOTTOM FLUSH �/ J STRAP PER PLAN (MSTA24, U.N.O.) (V = �. 00 RIM JOIST ALTERNAS PERTE BCxO CONNECTOR PLAN (OR DSC- NOT SHOWN) -F-+ Lo r N �' N r (D .-. LTP4 OR A35 AT 30" OC STRAP PER PLAN (MSTA24, U.N.O.) oo -+-' (� MEMBER PER PLAN N N Co L0 N Li m N OPTION—BOTroM FLUSH POST PER PLAN • • 0 00 DOUBLE TOP PLATE - -- STRAP PER PLAN (MSTA24, U.N.O.) > 0 OPTION TOP FLUSH -�— MEMBER PER PLAN O � � 9 -� CONNECTOR PER PLAN (WHERE OCCURS) -" CODE CWAP IA'NCE TYP. DRAG STUT CONNECTION DETAIL A4`���6°,aM`_:_-O 14 �,1. N.T.S. J>E;N 0 4 Ci,y ® T u I rviIEA' .,LJI& r_V,,IG IAVISIOI>.I SHEARWALL BOUNDARY MEMBER SHEARWALL BOUNDARY MEMBER PER EIVES ED NG PER PLAN RECEIVES EDGE NAILING STRAP -TYPE HOLDOWN SHOWN (HD -TYPE HOLDOWN SIMILAR) S R PLA WHERE OCCURS) SW PER PLAN (WHERE OCCURS) EDGE NAILING PER SW(*) SCHEDULE EDGE NAILING PER SW(*) SCHEDULE LDO N (WHERE OCCURS) W HOLDOWN PER PLAN (WHERE OCCURS) SW BOUNDARY MEMBER '. HOLDOWN PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) (2)2x STUDS SW PER PLAN (WHERE OCCURS) �k PER PLAN HOEDOWN PER PLAN ,y. 2x6 OALB i OCCURS)MANUFACTURER HORAGE PER HOLDOWN(WHERE REQT'S BLOCK UNDER BOUNDARY SOLID BLOCK UNDER BOUNDARYEDGE MEMBERS -MATCH BOUNDARY d ANCHORAGE PER HOEDOWN �ISILL NAILING PER SW SCHEDULESOLID NAILING PER SWO SCHEDULE SILL NAILING PER SWO SCHEDULE MEMBERS -MATCH BOUNDARY MEMBER SIZE HOLDOWN-MATCH ABOVE MEMBER SIZE ' � MANUFACTURER REQT'S ,rSHEARWALL SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS)EDGE NAILING PER SW SCHEDULE BOUNDARY MEMBER2x STUD WALL PER PLAN 2x STUD WALL PER PLAN S UNDARY MEMBER PER PLAN RECEIVES EDGE NAILING PER PLAN RECEIVES EDGE NAILING RAMING MEMBER PER PLAN •� STRAP -TYPE HOLDOWN SHOWN (HD -TYPE HOLDOWN SIMILAR) EDGE NAILING PER SW(*) SCHEDULE SW PER PLAN (WHERE OCCURS) m v' o SW PER PLAN (WHERE OCCURS) HOLDOWN PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) EDGE NAILING PER SW(*) SCHEDULE SW PER PLAN (WHERE OCCURS) o °- HOLDOWN PER PLAN (WHERE OCCURS) W W PROVIDE 3"X3"X0.229" �- W FOR HOEDOWN PURPOSES, THIS (3) STUD SILL NAILING PER SW() SCHEDULE SILL NAILING PER SW(*) SCHEDULE SOLID BLOCK UNDER B ND w °- MEMBERS -MATCH BO ANCHORAGE PER PLAN -THREADED w ,� SOLID BLOCK UNDER BOUNDARY ``' HOLDOWN PER PLAN (WHERE OCCURS) PLATE WASHER o o CORNER IS EQUIVALENT TO (2) STUDS * - EDGE NAILING PER SW(*) SCHEDULE EDGE NAILING PER SW(*) SCHEDULE R COUPLERS ARE PERMITTED MEMBERS -MATCH BOUNDARY W i m v MEMBER SIZE PROVIDE 3"X3"X0.229" PLATE WASHER - & DOUBLE NUT(WHERE ANCHOR IS `�:; ' '., a' (1)#4 CONT. REQ'D (A) HD TYPE HOLDOWN (B) STRAP TYPE HOLDOWN - SIM, SW PER PLAN (WHERE OCCURS) SW PER PLAN (WHERE OCCURS) ' • Q 2x STUD WALL PER PLAN 2x STUD WALL PER PLAN .-� WET -SET) TYPICAL HOEDOWN CONNECTION DETAIL TYPICAL HOEDOWN CONNECTION DETAIL TYPICAL HOEDOWN CONNECTION DETAIL WALL CORNER AND INTERSECTION FRAMING TYPICAL DETAIL �j (*) - INDICATES THAT THE MORE CLOSELY SPACED EDGE AND/OR SILL NAILING (AMONG THE TWO WALLS BEING N.T.S. CONNECTED) AS PER THE SW SCHEDULE, SHALL BE PROVIDED. CONNECTORS PER SW SCHEDULE o (30" OC, U.N.O.) EXTENT OF HEADER WITH 2 PANELS W z CONT. TOP PLATE (SPLICE PER DETAIL 13/SD-1) DIAPHRAGM NAILING (2)ROWS 0.148" DIA. X 3" AT 3" OC-PLATE TO HDR (TYP) � v 2x CRIPPLES AT 16" OC CONNECTOR PER SW SCHEDULE PROVIDE 0.148" DIA.x3" AT SHEATHING PER GENERAL NOTES EXTENT OF HEADER WITH 1 PANEL (WHERE OCCURS) 6" OC (TYP, U.N.O.) DIAPHRAGM BOUNDARY NAILING R.O. WIDTH A35 OR LTP4 AT 30" OC (U.N.O.) 2'-0" MIN. rz SHEATHING PER GENERAL NOTES BLOCKING PER JOIST MANUFACTURER REQT'S .5" AT PROVIDE P, U.N.O.) - ��_-, 6" OC (TYP, U.N.O.) 18'-0" MAX o � �' �' 2 FULL DEPTH BLOCKING .........................._........_........_....._...._......_.._...._......................................._........_.......-......_..................__.................................... _......--- ROOF TRUSSES PER PLAN (1)2x FULL HEIGHTJ -- - HEADER PER PLAN KING STUD JOISTS, RAFTERS, TRUSSES PER PLAN HEADER PER PLAN n n H1 AT EACH TRUSS EDGE NAILING PER SW SCHEDULE n n n __....ti�._�,_._.._,._ .__P s.-sa__. �..... _......... _ _.-- -=.-=--.--,--.._.........._.. _ ___�._..._....._._._._,,._.. -CONT. HEDER-.PER PLAN NAIL BUILT-UP MEMBERS 2ROWS 0.148 DIA.x3 (2)2x TRIMMER STUD REQ D /( )�� CONT. TOP PLATE S IC E D AIL 13 SD-1 (SPLICE P R ET / ) 2x STUD WALL PER PLAN 0.131 DIA.x2.5 NAILS AT 6 OC U.N.O. CONT. TOP P TE ° : ............__.. __.-= ---. __._---__-.. ___=-- _jW _.. _..._.._._.. __... ___...__. _.__ ..__ . _ �2)2X12 HF2.._.(MI1;):_.__._ _.-________._..._....... _._.....__ .__.. __. _...._........_.. __._ .._....... L AT 12 OC IN EACH ROW WHEN HEADER CLEAR SPAN (SPLICE PER DETAIL 13/SD-1) 2x STUD WALL PER PLAN -'- - - - - - - - - - - - - _ EXCEEDS 5'-0" TRIMMER/KING STUD HEADER SUPPORT PER 19/SD-2 SHEATHING PER SHEAR WALL SCHEDULE HEADER PER PLAN (WHERE OCCURS) SHEATHING PER SW SCHEDULE MSTA24-OPPOSITE SHEATHING W _ j (WHERE OCCURS) 0.131" DIA. X 2.5" AT 3" OC GRID PATTERN -SHEATHING TO W ALL SUPPORTING FRAMING-TYP a � U- i o (2)2X4 MIN. EXTERIOR HEADER TYPICAL DETAIL INTERIOR HEADER TYPICAL DETAIL 20 ROOF EAVE TYPICAL DETAIL °� A � a o �1 N.T.S. N.T.S. i ; m 2x BLOCKING (TYP, IF REQ'D) + z SHEATHED GABLE END TRUSS i. PANEL JOINT(IF NEEDED) .. .. . ,. I' 'i .. . y. o �' PH B DARY NAILING OVERFRAMING PER PLAN " DIAPHRAGM BOUNDARY NAILING :: 7/16" SHEATHING (U.N.O.) ' '•' P E DIA.x2.5" AT NOTES PROVIDE 0.131 DIA.x2.5 AT - SHEATHING PER GENERAL r- OC , U.N.O.) 6" OC (TYP, U.N.O.) •• •• LSTHD8 •• •• •• SHEATHING PER GENERAL NOTES , 2x4 OUTRIGGERS AT 4'-0" OC ' ' :: STHD14 < SW EDGE NAILING PER SW SCHED. "W6" PROVIDE NAILING (U.N.O.) .. .. (1)2X BOTTOM PLATE & (1)2x .. .. .. o .. .. TREATED MUDSILL (TYP) TRUSSES PER PLAN (2) ROWS 0.148" DIA.x3" AT • • •� (1)%" DIA. ANCHOR BOLT TRUSSES PER LAN GIRDER TRUSS PER TRUSS MANUFACTURER n 2x4 BRACING 0 8 -0 OC 16" OC IN EACH ROW W 2"x2"x3 16" WASHER ° __.. __ / / q. T.O.C. p O.C.11 �� PER PANEL HANGER PER U ANUF URER W/(1)A34 EACH END CONT. TOP PLATE 2x STUD WALL PER PLAN q' n t o .. o o Q 9 _o o O (SPLICE PER DETAIL 13/SD-1) SHEATHING PER SW SCHEDULE . o 's. d I • .a d °.:l ;n. - '77 �n. ^ - •, .�. 4. _ r ROOF GIRDER/TRUSS CONNECTION DETAIL ROOF GABLE DETAIL MIN. (1)#4 CONT. HORZ. IN STEMWALL (WHERE OCCURS). LAP BARS 15" MIN. MIN. (1)#4 HORZ. IN STEMWALL (WHERE OCCURS) LOCATED WITHIN 3" TO 5" BELOW THE T.O.C. (TYP) MIN. (1)#4 CONT. HORZ. LONG. IN FOOTING AT TOP AND BOTTOM. LAP BARS 15" MIN. DIAPHRAGM BOUNDARY NAILING (3)0.148"DIA.x3" NAILS 0.148"DIA.x3" NAILS DRIVEN #12 SCREWS DRIVEN INTO (2)#4 VERT. HOOK BARS REQ'D PER PANEL WHERE STEMWALL OCCURS 0.131" DIA.x2.5" NAILS AT 6" OC (U.N.O.) EACH END INTO ADJACENT WALL STUDS 2x BLOCKING 0.148"DIA.x3" INTO OPPOSITE FACE (TYP) OPPOSITE FACE (TYP) -"� NAILS TYP) #12 SCREWS (TYP)-1-1/e' (MN, DP) CONTINUOUS 12" WIDE CONCRETE FOOTING -THICKENED SLAB EDGE PERMITTED AT MIN 1" MAX "H" MAX "P" (EQ, LBS.) MAX "P" (WIND, LBS.) DOOR OPENING(S) MAX DEFLECTION @ "P" 2x4 LEDGER W/(3)0.148" DIA.x3" INTO ALL STUDS DI BOU RY NAILING SHEATHING PER GENERAL NOTES SILL NAILING PER SHEAR WALL SCHED.-USE "W6" SILL NAILING V VI IA.x2.5 AT (TYP, N•O•) -- 16" 8'-0" 910# 1274# 0.33 inches PF16 16" 9'-0" 789# 1105# 0.39 inches TRUSSES PER PLAN -HOLD BACK TOP AS A MINIMUM (TYP, U.N.O.) " x4 GER W/(3)0.148 DIA. NTO ALL STUDS I N 1611 10'-0" 668# 935# 0.44 inches 2x4 BLOCKING CHORD FOR LEDGER CONNECTORS PER SW n SCHEDULE 30 OC, U.N.O. DIAPHRAGM BOUNDARY NAILING PROVIDE 0.148" DIA.x3" AT �, ''_ `° _ - - --- - 20" 8'-O" 1351 # 1891 # PF20 20" 9'-0" 1143 1600# 0.36 inches 0.42 inches (3)0.148"DIA.x3" NAILS EACH END INTO DIAPHRAGM BOUNDARY 6" OC (TYP, U.N.O.) SHEATHING PER GENERAL NOTES W EDGE NAILING PER SW SCHED. 1_1/4• („P) -,� 1-1/4• mp) 1-1/8' (MIN, nP) 20" 10'-0" 936# 1310# 0.48 inches ADJACENT WALL STUDS NAILING PROVIDE 0.131" DIA.x2.5" AT 6" OC (TYP, U.N.O.) --- PROVIDE "W6" NAILING (U.N.O.) -■-J GANGED 2x4 POSE . U.N.O.) -F-� -�-i ---, 24" 8'-0" 1792# 2509# PF24 24" 9'-0" 1497# 2096# 0.38 inches 0.45 inches 2x4 BLOCKING 24" 10'-0" 1203# 1684# 0.51 inches "H1" AT EACH TRUSS HANGER PER TRUSS JOISTS PER PLAN TRUSSES PER PLAN - HOLD BACK _ - 1. TABULATED CAPACITY (MAX "P") VALUES ARE PER PANEL. HEM -FIR FRAMING IS ASSUMED. TOTAL BRACED LINE CAPACITY IS MANUFACTURER 2x FULL DEPTH BLOCKING HANGERS TOP CHORD FOR LEDGER � - "- - MAX P MULTIPLIED BY THE NUMBER OF PANELS IN THE FRAME. HANGER PER TRUSS MANUFACTURER 2. MAX "P" VALUES MAY BE MULTIPLIED BY 1.4 FOR WIND DESIGN. MAX "P" (WIND) VALUES ABOVE INCLUDE THE 1.4�1NREAS_�'� �' uy BEAM PER PLAN FLUSH BEAM PER -- - - 3. WHEN STORY DRIFT IS NOT A CONSIDERATION, MAX "P" VALUES MAY BE MULTIPLIED BY 1.15. MAX "P" VALUES AB • VE071DE L� �C INCLUDE THE 1.15 INCREASE. A a f M+s ROOF MONO -TRUSS DETAIL AN 04 (® PATIO 25 & PORCH) N.T.S. ROOF MONO -TRUSS TYPICAL DETAIL N.T.S.26 BUILT-UP COLUMN FASTENING U7 G RE T'S SHOWN ABOVE APPLY ALONG FULL POST HEIGHT N.T.S.N.T.S.'°� % TYPICAL DETAIL FOR PORTAL FRAME FOR ENGINEERED APPLICATIONS Thar-1110 FASTENING Q C1{ ® rl n)FaaI10+-4 z O o < U w a. z IL o 13z �8 a mw�s 8w y�� ��Sg �000 a 32 J LL m 0 0 � Z QZ =1 ZO ZO W aN o Zp 3 0 LL m� p- R'N �T y >>2OKJ No O O a.. 12Wu Q pW ri R%il��za8a 80s R� �� w'L � rmii x000wLL LL u�LLW w m DO w,-zw w Km}} m¢ 3 0 0!� 2 0 w R'm,m W w 0 !E �u�' F wa. w p OOwnn..m w� ¢¢ KUO O� U O U/ -, >>wtF0 UU >- z w �¢ o.O o UmKSm 0 - _� o mUZIL LLm OzW ~ Z W tea= ~mm wF•� Oa ow wZ�m3 �pOz2 woQ �UUVI?a ?iZi mN~�a zazi0 ,0� om�f aFzdtiR 1 B0 d0�Wm ow xF No08m Z Et3a'. s? cc WQ Vmoz _000 �.�0w =� CUOMO su' �'li3'd y :g •, r „x ON U 75 CL CL ry Ni I-- O (N O 0) O A, u DEC 18 '2015 PERIV1ll• CENTER � r � O J 00 W r 0")� Co � ..rN 0O�-,..M IN N r N m N . -~ 0 0 1 Z - .> I 0 O M N s .5 0 Of n 0- dr�z 1`v � i}Y lSvey �' ti 0 >1 0 1 bi E 0 0 >1 0 _J 01 V) I 0 a_ I 0 0) U) 0) 0 0 (D a) U) V) 0 V) W :2E 0 ry m I 0 0') ,q- LO Qx a_ C 0 m E 0- CY) 0 N C14 C14 0- Q) U) . .......... W ............... _ W . . ........... W ................. — W .. . ......... -S. 126TH STREET-' �3s ................ EX. 5'WIDE SIDEWALK _0' P;` 0H .......... .......... ff . ............ . ... ; It ROOF FOOTING DRAIN I SEL-DRAINAGE SECTION A --A eOGL — — — — ---- — — — CZ O PVT. STORM DRAIN EASEMENT KC REC. #20070725001690 StD ...... .............. SID ................ 'S i . ............. EX. 12" STORM DRAIN--/ ---------------- AND CIA-IrP 229561" 681 5 1 EX. 4" WATER MAIN ------- W W EX. 8" SEWER MAIN 311 El , 7 8' 4 . . ....... . S PROPERTY LINE -- - ---------------- - . ........... 13 ......... . SS S ....... . .... EX. 6" SIDE SEWER STUB B.S.B.L (ISTING 6.01 20.0, 6 0' ON I A ' I - I - I - I F MATCH EXISTING TRAN. TRAIN. RIGHT OF WAY LINE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG & COVERED PATIO) 2,262 SQ. FT. WALKWAY 28 SQ. FT. DRIVEWAY 480 SQ. FT. TOTAL 2,770 SQ. FT. 2,770 / 8,149=0.34OX 100% = 34.0% IMPERV. SURF. COVERAGE . ..................... ............ RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE 0 -- ------------------ �4 11 ROOF OVERHANG LINE 0 .5'PVT. WATER EASEMENT KC REC. #20120314001151 EARTHWORK VOLUME ESTIMATES: LOCATION SITE PARCEL NUMBER 7340600666 .GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15'MIN. FROM HOUSE FOUNDATION. 11 ''i'll 1111 111091"Im- CUT (Cy) 80 FILL (CY) 60 CORNER SET 411 CON CRETE PAVEMENT / 6" @ DRIVEWAY APPROACH PROPOSED RESIDENCE PROPOSED INFILTRATION TRENCH 1 N .3 V (DCONSTRUCT (2'W x 131 x 2'D) GRAVEL STRIP PER DETAIL 2. i 2 CONSTRUCT (2-Wx 10'Lx 1.5'D) ROOF/ FOOTING INFILTRATION TRENCH PER DETAIL 1. 2.0'GRAVEL STRIP SLOPE REFERENCE SHEET NO. SP1 C.0 C.0 CAI C) XJr C.0 4" CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 XF LU 00 UJ GRAVEL STRIP DETAIL ry 00 _02 @)m U) SCALE: NONE W c) WRAP WASHED ROCK ENTIRELY W<C' 0 WITH FILTER FABRIC C_J) CA EXISTING GROUND LJJ Lr) 7 4" RIGID PERFORATED PVC PIPE TY LEVEL ID LA P) < U_ WASHED ROCK 3/4" - 1 1/2" C) 5% (DCONSTRUCT 44 LF GRAVITY BLOCK WALL (4 HIGH MAX.) PER DETAIL 3 THIS SHEET. 5.0' INSTALL 20 LF 1Y2"WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. 2411 n5 UTILITY TRENCH (POWER & COMMUNICATIONS). TRENCH X-SE C.) INSTALL 60 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT AS REQUIRED. NTS (DINSTALL 34 LF 4- PVC FOOTING DRAIN (SLOPE TO DRAIN). INSTALL 36 LF 4" PVC ROOF DRAIN (SLOPE TO DRAIN). INSTALL 4 LF 4" PVC SOLID PIPE @ 2.00% 10 INSTALL 15 LF 6- PVC SOLID PIPE SD @ 21.00%. PROPOSED HOUSE 0 INSTALL CATCH BASIN -TYPE 1 OR AREA DRAIN WITH SOLID LID. RIM=89.50 IE (N, E)=86.10 N IE (W)=86.00 a.. Q INSTALL 19 LF 4" PVC SOLID FOOTING DRAIN PIPE @ SLOPE TO DRAIN. 13 r) REMOVE AND RECONSTRUCT 4" THICK SIDEWALK WITH CURB & GUTTER. U K W:::L,/^ 14 REMOVE AND RECONSTRUCT,2n, %Annp XA11TW All T14ir-w r-iDix/r_:%AiAy APPROACH. DbVVNPP 'y" `901 Z (TYP) CONSTRUCT 64 LF GRAVITY BLOCK WALL'(�IcFfIGHtMAX)� bec]-1 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 PERFORATED 11GHLINE STUB OUT for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these SCALE: NONE drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. acceptance is subject to field inspection by Final Z Z the Public Works utilities inspector. .... .. .. Date: By: FOUNDATION L 1 h5 /I c bi.5u, R ItA = 8 4.2 10' PVT. STORM DRAIN EASEMENT KC REC. #20120314001152 HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,262 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) TOTAL 2,262 SQ. FT. 2,262 / 8,149=0.278 X 100% = 27.8% MAX. BUILDING COVERAGE Know what's below. Call before you dig. FACE OF HOUSE WOOD POST KEYSTONE GRAVITY BLOCK WALL 2. 5.0' UJ Z __J a_ a. cV X 18" WIDE; C) FREE DRAIN BACKFILL EX. GROUND 4" DIA PERF. PVC. -,T PEA GRAVEL WRAPPE WITH GEOTEXTILE CONNECTED TO STORM DRAIN SYSTEM 6" MIN. COMPACTED GRANULA BASE LEVELING PAD OR CONCRETE GRAVITY BLOCK WALL RLL SECTION 13-13 SCALE: 1"=4' NOTES: I EXPIREP7 f I CONNECT TO LOT ROOF DRAIN STUB 2'X 10' LEVEL TRENCH WITH PERFORATED PIPE VL-Mill Vlu--Vw %or- n%~F- I CATCH BASIN OR AREA DRAIN NTS WITH SOLID LID 4" PVC DOWNSPOUT DRAIN LINE r— FINISH GRADE H�� °F . WA 42815 GI§T IONAL SHEET 1 OF 2 SHEETS .J W Z Z .J IL .J W Cl) CO-) U) C: 0 U C01 A" E n C= UJ 1*02 U C'S a "Do (U SE ii -2 r.,J a) 0= V) C) F— C: rc,:j U) V) F— uj Ln I— T__1 C) ;� Z < LIJ U) N d CL 0— U) -T-: m m !"1111WIll"Imm • • LU i2 m W DA L041=11 1 0 (L 7 .:....PROV.I'DF- 12" MIN COVERAGE -OF DRAIN WITH CLEAN 1 1/2" - 3/4" :WASHED ROCK Z 0 0 FILTER FABRIC "M - RAFI 1 OOX OR EQUIVALENT) U) LU Z 0 U) > W Aft mr a7 \_4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS m AND OTHER FITTINGS AS NEEDED. RECEIVED DRAINAGE DETAIL SECTION A-ACITY OF TUKWILA W OCT 2.6 2015 SCALE: NONE PERMIT CENTER I zo 0 >1 0 _j b3 E 0 0 _j Ld I Cn n I t..j o') .14- Ln rr, U) CD .lz cn C\j C/-) cn Ld m I 0 0) .I- Ln ry / CY) 0 &—d IZ 0 n I_- 0 w. .............. - w "All . ................. w w . ................ w ........... . ............... W ........... W . .............. tvli ............ — "Av . .............. 'vt•... S. 12`6 T H ri l mm" E E T ............ — w . ............. w .............. w w 'v w F5. 7�13' INSTALL CONSTRUCTION ENTRANCE s 's I PER DETAIL THIS SHEET PER . .............. ........... . ........ C_ . .............. 's ... . ........ s S's ................ ............... ............... . . .... . ........ ss .......... S-1 - — ----------- Qs .............. . ........... -- - - 0 - - — ------------C - — ------- __ V11 ........... . .................. . .................. 3� . ............ . ....... .. ........ . .................. . ..... ................... . .................. . ....... ................ ---------------- . . ............. .... . ................... . .... .......... .................. ................. ............ ......... — . ; -- — ............... . ....... p ................... f ................ ., . . ........... . - ........... - ----- - ...... ; _ - - - ---- - --------.............................. . .............................. . .............. .......... . . . . . .............................. ........................ ............. P. .... . .............................. .................. . ............................ . . . .................. w- .... . . .... . I L. p (."), * .....P!r , . ..... ..... 0! ........... - I ' .......... . ........ . ............... .. . ................... . ...... ...... —.1 ............ qu F. `�W89-1-7'3 W-`61.�56 � .. . ....... ..4 .......... 7 ............... is .................. ........... RE �i A W, �111 IN �vl �'.i A _4 Ji t J. 7' Kx" 5' PVT. WATER EASEMENT 7'\� L KC REC. #20120314001151 'z It ly tl 10' PVT. STORM DRAIN EASEMENT I KC REC. #20070725001690 D. ................. SD . ..................... ...................... SID .................... - SID ------------------- FOUND AML) CNP 229:*)".i,"*"6,�i1,'.-'� 14 -15 LEGS PROPOSED SINGLE FA#IILY RESIDENCE ""FFE=101.00 % Ji. % ''X I COVERED D7ECK DE K DECK EN % U Wl LA ED: It 'It ('U0 "I Q 0 It til t1k It TEMPORARY STOCKPILE (TYP) COVER WITH PLASTIC PER DETAIL THIS SHEET ' INSTALL SfLT'FENCE --PER DETAIL THIS SHE ET S['t C ATC i E"A'S I N f M = 8 4, 2 V) 0 0 . . . . . . . . . . . . . . . . .. . ... ... . . . . . . . . . 4-. ... ... J N89017'39"W 61,50' . . . . _j 8 2,5 1 O'PVT. STORM DRAIN EASEMENT KC REC. #20120314001152 PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE 0 CORNER SET HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. 10.0'MAX. TOE IN SHEETING IN 11 .......... .......... MINIMUM 4"X4" TRENCH - ---- --- .......... ......... ........ ........ ........... TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED .......... . ...... 77777� .......... . ........... PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQU IF STANDARD STRENGTH FAB i: I FIL 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 2 DA VMI 1 -r rkr-- 114 S-0 " v v I I " NATIVE SOIL OR 3/4" - 1.511 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 CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD oo EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT R=2,15'MIN. IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS CV 100'MIN. APPROVED NOV 2 5 2-015 'jitY of Tukwila �IJBILIIC Works OWN NOTES: 40or op' 0 'am' AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVYD TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. .CONSTRUCTION ENTRANCE DETAIL PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE RECEIVED CITY OF TUKWILA OCT 2_6 2015 PERMIT CENTER REFERENCE SHEET SHEET NO. 2 EAo%u.dl OF 2 SHEETS (o co coo j C:) F_ UJ 00 w _j wCo 0 ry '00 U�c~nQ 0 LU U< Z C.0 uj r) < NOUN" U) U) C:) LL w C) F_ to a a'al uocc=, p L ml L r_ Cn uj k1k) Uri 'u L' O'S t 00 E D, < Cn LL rq V, u ' _" fu ko 'o C) fu w Ln ILn Ln o CD Z Z Z Z N < < < < Lu :3 Ln If If m m U) r-4 Q_ Q_ W11111WIII&ART d z m m 0 Ca W M Z W U) 0 w 9 Ni A 1, �� CCL=-�i C'[� __ 0 1 R aRNIPJANC c(_ 2 iJvl 0 4 ED 16 EICity 0� - -Tu iapq JILOING - mi��"- 9-1 u 00' 09.14 9