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HomeMy WebLinkAboutPermit D11-264 - TOFOLEANU RESIDENCE - NEW HOUSETOFOLEANU RESIDENCE 16005 47 AV S Dl 1 -264 City A/Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 5379800175 Address: 16005 47 AV S TUKW Project Name: TOFOLEANU RESIDENCE Permit Number: Issue Date: Permit Expires On: D11 -264 10/04/2011 04/01/2012 Owner: Name: A &T EUROPEAN BUILDERS LLC Address: 2207 S FERDINAND ST , SEATTLE WA 98108 Contact Person: Name: TEODOR TOFOLEANU Address: 2707 S FERDINAND ST , SEATTLE WA 98108 Email: AINAMOR @Q.COM Contractor: Name: A & T EUROPEAN BUILDERS LLC Address: 2707 FERDINAND ST , SEATTLE WA 98108 Contractor License No: TEUROTE914BN Expiration Date: 03/23/2013 Phone: 206 372 -5941 Phone: 206 - 375 -9864 DESCRIPTION OF WORK: CONSTRUCTION OF A 2492 SF SFR WITH 600 SF ATTACHED GARAGE. THIS SINGLE FAMILY RESIDENCE WILL CONSIST OF (4) BEDROOMS, (2.5) BATHROOMS AND AN ATTACHED 3 -CAR GARAGE. PROJECT ON HIGHLINE WATER AND VALLEY VIEW SEWER. PUBLIC WORKS ACTIVITIES INCLUDE ACCESS ASPHALT 30 -FT WIDE DRIVEWAY WITH TRENCH DRAIN, STORM DRAINAGE, EROSION CONTROL, STREET USE, UTILITY UNDERGROUNDING. Value of Construction: $305,104.28 Type of Fire Protection: Type of Construction: Electrical Service Provided by: PUGET SOUND ENERGY Fees Collected: $7,647.31 International Residential Code Edition: 2009 Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N Private: Profit: N Private: ** *continued on next page * ** Public: Non - Profit: N Public: doc: IBC- SF7 /10 011 -264 Printed: 10 -04 -2011 Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie • Ow) AO • Date: ed this permit and know the same to be true and correct. All provisions of law and ordinances hether specified herein or not. The granting of this permit does not pr construction or the performance of work. to this permit. Signature: Print Name: to give authority to violate or cancel the provisions of any other state or local laws regulating am authorized to sign and obtain this development permit and agree to the conditions attached Date: /& — 4- 09// This permit shall become null and void if the work is not commenced within 180 days from 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 DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: 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. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, 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: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: 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. 13: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 14: 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. doc: IBC-SF7/1 0 D11 -264 Printed: 10 -04 -2011 15: Equipment and appliances having an in source and located in hazardous location lid 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. 16: 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. 17: 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). 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 19: 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 arty 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 Thkwila 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. 20: ** *PLUMBING .AND GAS PIPING * ** 21: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 22: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 23: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 24: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 25: 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. 26: .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. 27: 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. 28: 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. 29: 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. 30: 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. 31: 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. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings 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 and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 34: ** *FIRE DEPARTMENT CONDITIONS * ** 35: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 36: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) doc: IBC- SF7 /10 D11 -264 Printed: 10 -04 -2011 37: The fire sprinkler system supply line fro> meter shall comply with Tukwila Public W detail # WS -01. 38: All new sprinlder 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. 2050). 39: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 40: Maximum grade for all projects is 15 %. 41: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 42: 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) 43: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 44: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 45: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206) 575 -4407. 46: ** *PLANNING DEPARTMENT CONDITIONS * ** 47: Do not issue building permit until demolition permit receives final approval. 48: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 49: MINIMUM 24 hours in advance the applicant must call Tukwila Public Works at (206)433 -0179 to schedule mandatory pre - construction meeting with Public Works Project Inspector. Applicant must notify the City Project 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. 50: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 51: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 52: 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. 53: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 54: 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 City Inspector before 12:00 Noon on Friday preceding any weekend work. 55: Any material spilled onto any street shall be cleaned up immediately. 56: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 57: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 58: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 59: 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. 60: It is strongly recommended that storm drainage designs be certified by a licensed engineer. Otherwise, the owner assumes liability for the design and any subsequent related damages. doc: IBC- SF7 /10 D11 -264 Printed: 10 -04 -2011 61: Driveways shall comply with City resideal standards. Driveway width shall be a 10' i um and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 62: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 63: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 64: All double check valve assemblies shall be approved by the State Department of Health. 65: It shall be verified in writing to the Utilities Inspector that the landscape irrigation system contains a State Department of Health approved double check valve assembly. This shall be done prior to the Final Inspection. 66: Applicant shall obtain a Highline Water District permit for domestc water and fire service lines. The applicant shall install a Washington State Health Department approved backflow device on the fire prevention line. 67: Applicant shall install new sanitary sewer service per Valley View Sewer Permit. 68: Public Works final sign -off shall be given only after Valley View Sewer, Highline Water Permits and Tukwila Fire Department final sign -offs are completed. doc: IBC- SF7 /10 D11 -264 Printed: 10 -04 -2011 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.00v Combination Permit No. Project No.: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax_ * *please print ** PROPERTY INFORMATION — Site Address: 4633 S 160TH ST, TUKWILA, WA 98188 Property Owners Name: A&T EUROPEAN BUILDERS,LLC Mailing Address: 2707 S FERDINAND ST King Co Assessor's Tax No.: 5379800175 SEATTLE City WA slate 98108 Zip CONTACT PERSON — who do we contact when the permit is ready to be issued Name: TEODOR TOFOLEANU Mailing Address: 2707 S FERDINAND ST E-Mail Address: AINAMOR @Q.COM Day Telephone: SEATTLE City (206) 372 -5941 WA state Fax Number: (206) 721 -0512 98108 Zip GENERAL CONTRACTOR INFORMATION - Company Name: A &T EUROPEAN BUILDERS, LLC Mailing Address: 2707 S FERDINAND ST Contact Person: TEODOR TOFOLEANU E -Mail Address: AINAMOR @Q.COM Contractor Registration Number: SEATTLE WA 98108 City state Zip Day Telephone: (206) 372 -5941 Fax Number: (206) 721 -0512 Expiration Date: 07/27/2011 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 125,000.00 Scope of work (please provide detailed information): BUILDING A NEW SINGLE FAMILY HOUSE OF 4 BR, 2.5 BATHS BUILDING A NEW SINGLE FAMILY HOUSE OF 4 BR, 2.5 BATHS AND ATTACHED 3 CARS GARAGE DETAILED BUILDING INFORMMTION - PROJECT FLOOR AREAS PROPOSED SQUARE 1 FOOTAGE Basement i==i t" floor 1,459 rd floor 1,033 Garage ra carport • 600 Deck — covered • uncovered • 0 Total square footage 3,092 Sprinklered building? ❑ yes 0 no Fire suppression system proposedlrequired? ❑ yes la no R :\Applications\Fmnu- APPlirations On Line \21110 Applic:aions \7 -2010 - Permit Application - SFR Combination.doc Revise 7 -2010 bb Page 1 of 3 I PUBLIC WORKS PERMIT INFO ON — Scope of work (please provide detailed information): BUILDING A NEW SINGLE FAMILY HOUSE OF 4 BR, 2.5 BATHS AND ATTACHED 3 CARS GARAGE CALL BEFORE YOU DIG: 1-800- 424-5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT Tukwila ❑ ...Water District #125 ...Water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline La ...Valley View ❑ .. Renton ❑ Sewer availability provided ❑ .. Renton ❑ .. Seattle 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): 121 ...Civil Plans (Maximum Paper Size - 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreements) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -of -Way Use - Nonprofit For Less Than 72 Hours ❑ ...Right -of -Way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right -of -Way ❑ Non Right -of -Way 0 ❑ ...Traffic Impact Analysis ❑ __- Hold Harmless - (SAO) 0... Hold Harmless - (ROW) ❑ .. Right -Of -Way Use - Profit for less than 72 hours ❑ .. R ight -Of -Way Use - Potential disturbance ❑ ...Total Cut 100 Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill 100 Cubic Yards ❑ .. Storm Drainage 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 .. .Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Fire Protection irrigation Domestic Water ❑ .. Grease Interceptor ❑ .. Channelization .. ▪ Trench Excavation .. • Utility Undergrounding 0 ...Permanent Water Meter Size 3/4 " WO # ❑ ...Temporary Water Meter Size " WO # ❑ ...Water Only Meter Size " WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION - THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water ewer ❑...sewagetreatment MONTHLY SERVICE BILLING TO: Name: A&T EUROPEAN BUILDERS, LLC Day Telephone: (206) 372 -5941 Mailing Address: 2707 S FERDINAND ST SEATTLE WA 98108 City Statc Zip WATER METER REFUND/BILLING: Name: A &T EUROPEAN BUILDERS, LLC Mailing Address: 2707 S FERDINAND ST Day Telephone: (206) 372 -5941 SEATTLE WA 98108 City Statc Zip F1:\Applications\Fom, - Applications On tine12010 Applications \ 7-2010 - Permit Application - SFR Combination.doc Rcvist ± 7 -2010 bb Page 2 of 3 • • EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FD(TURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 6,000.00 fuel type: 0 electric 0 gas 1 furnace <100k btu appliance vent ventilation fan connected to single duct thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 6,000.00 1 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 3 lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) lawn sprinkler system 1 gas piping outlets 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 13E TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWN Signature: Print Name: A &T EUROPEAN BUILDERS, LLC Mailing Address: 2707 S FERDINAND ST IDate Application Accepted: Date: JULY 27TH, 2011 Day Telephone: (206) 372 -5941 SEATTLE WA 98108 City State Zip Date Application Expires: 02 l2 Staff Initials: 11:1ApplicalionsTorrns- Applications On Iinc12010 Applications17 -2010 - Petmis Application - SFR Combinauun.doc Revised: 7 -2010 bh -vt, I Page 3 of 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 1 OFOI- 01 -1)U. PC60 {i PERMIT # D I �. Gjl-t 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 Erosion prevention /2.0 0 Water /Sewer /Surface Water too 0 Road/Parking /Access SOP 0 A. Total Improvements $ f5 2 d o 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 6 .Ov 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) $ (4) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YA RATE Cup to 50 CY Free 5T- 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 33a -oc) 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. CORRECTION Approved 09.25.Q2RR Last Revised 01.99 11 `TT RECEIVED AUG 30 2011 �I� lipq PERMITCEfdTER 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) (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 1B to. estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 5379800175 Address: 16005 47 AV S TUKW Suite No: Applicant: TOFOLEANU RESIDENCE RECEIPT Permit Number: D11 -264 Status: APPROVED Applied Date: 08/02/2011 Issue Date: Receipt No.: R11 -02162 Payment Amount: $5,585.90 Initials: JEM Payment Date: 10/04/2011 10:56 AM User ID: 1165 Balance: $0.00 Payee: TEODOR TOFOLEANU TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 21405B ACCOUNT ITEM LIST: Description 5,585.90 Account Code Current Pmts BONDS /DEPOSITS 000.239.100 2,000.00 BUILDING - RES 000.322.100 3,171.40 PW BASE APPLICATION FEE 000.322.100 250.00 PW PERMIT /INSPECTION FEE 000.342.400 80.00 PW PLAN REVIEW 000.345.830 80.00 STATE BUILDING SURCHARGE 640.237.114 4.50 Total: $5,585.90 doe: Receipt-06 Printed: 10 -04 -2011 CO, of Tukwila. • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: //,vww. ci. tukwila. wa. us SET RECEIPT RECEIPT NO: R11 -01656 Initials: JEM Payment Date: 08/02/2011 User ID: 1165 Total Payment: 2,061.41 Payee: A & T EUROPEAN BUILDERS, LLC SET ID: S000001541 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount D11 -264 2,061.41 TOTAL: 2,061.41 TRANSACTION LIST: Type Method Description Amount Payment Check 1152 2,061.41 TOTAL: 2,061.41 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES 000.345.830 2,061.41 TOTAL: 2,061.41 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. b1(` 2- (01 CITY OF TUKWILA BUILDING DI �SIOI�"~G 6300 Southcenter Blvd., #100, Tukwila. WA 98188 z` ; (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P (pies t: Type of Inspection: h Address: -�-7a ha 05 r! i4vlc . 4 'Au. Date Called: Special Instructions: 3a p.:•t I ,--- S Jn ' Date Wanted:.� a.m. /I - 1.-1-(2____ p.m. Requester: Phone No 2- 0!o --2-3S 7 00 pproved per applicable codes. E Corrections required prior to approval. COMMENTS: 14-1A Ms4-10 Inspztrtor: u Date: 14_ g L- ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectioh. �(5 INSPECTION NO. INSPECTION RECORD Retain a copy with permit —241 PERMIT PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1e- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 1 0 l�r.1 i, A-ti✓ kes Type o Inspectio ,' .1 A PL M_& Address: . 16 ©a Se I.'7 AO Date Called: ,..A.r. Special Instructions: . Date Wanted: . l 2- .6" ` ! Z. p�m m. Requester: Phone No: I,, 7t9 (0,Z3C ` -70v 6 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: I pector: 1Date:17 oo _ ( L- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INS'EC TION 0. INSPECTION RECORD Retain a copy with permit PERMIT N0. ' CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 V-. (206) 431 -3670 Permit.Inspection Request Line (206) 431 -2451 Project: Ter-6 I LA Ai a i Type of Inspection: •F,AIAA' 2±S Address: -fit ka 0s 177 --italk Date Called: ,., ..1 Special Instructions: Date Wanted.. I-- Z ; a.m. (L p.m. Requester: Phone No: ` _ 7 ? a o l Approved per applicable codes. ®Corrections required prior to approval. COMMENTS: Inspec>e5r: 'Date: REINSPECTION FEE REQUIRED. Prior,to next inspection,• fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. _ eia.tv.r0" ate_.. Ms7a • _,. _ t. 1. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 01 -24 PERMIT NO. 'CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Rcoject: c F 0 LEA - i ■IU I?LS Type of Inspection: A/ if( ..AA-s? ,-,12• Address: �^ iQr)L) 1., '4 Yf, ' ' ___ Date Called: Sp vial Instructions: Date Wanted:. . aim„ Requester: Phone No: --7 ° DAppr,oved per applicable codes. orrections required prior to approval. 'COMMENTS: J ? 0 .7--"ASI7U 2r% iv �- L' i .d e f -4--6 - nspect' r: 'Date: 0 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. vo INSPECTION RECORD Retain a copy with permit - INSPECTION NO. PERMIT NO. tfil CITY OF' TUKWILA BUILDING DIVISION C' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 i x,2_.(206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 <<-2 Project: i:017D E- 4-N� � Type of�Inspection: , F, aJJ-L gV • I J,4eo Address: 4-4.. :1toaAS 4'1 - (4 Dat alle e<\(c Speciallnstructions: Date Wanted:. '7 a,a.m, - C... C+ f 2 p.m. Requester: Phone No: 2)CA- 2 S-- -7ooc, Approved per applicable codes. ®Corrections required prior to approval. COMMENT „1:"\s71-4.4( '0)(- totre45 S. 7 . IVO RA I AJTr" % J ^.S O L%l 4 I e- I•HuS i AJe _4 if. {> _%�,r,J I ii A (4'1) - r i -' . ,.t4 is �: r(t1 v . ..- 4_0 of- 6.e.) l `?.--- • .. , t Imn5r: • f. (Date: J - Z./ ,_ 1 ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. -wy) INSPECTION NO. INSPECTION RECORD Retain a copy with permit DU [ -2(A PERMIT NO. -- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 !aka: �Z � � � J l�.� 14 Type of Inspection: l ©VJ�► M1 ` A.i r o J A-( Address: `M Itoo0S al. i Ave_ Date Called: Special Instructions: Date Wanted:. 1 1- 2-�l'- I ( a.ry' p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: M1 ` A.i r o J A-( A M J Sr c,v \f; r awl c` r e ,. ) - „e,?--,TA.., ) �� - �'o (e ( .r—sr CA.) Ali ���3 I\ n Inspect r: ” Date: • - F1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rS INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 i, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: O r teA-'�i n ' Type of 1_n�p(ction----_,,,,..1,(A---75„, : Ad�r OS `r� Date Called: Special Instructions: Date Wanted:. ' `~ _ a.�m„ (- �. _ j p.m. Requester: 13-ho2,0Co-235--.]D4ce, .Approved per applicable codes. Corrections required prior to approval. COMMENTS: A. - ( ,,trit-i r*.'1.--(' 1. -,i ,:_ f?,( -,),tk: , . * # Insppdi:or: 1Date:1 - ! - I( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid al 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD. Retain a copy with permit INSPEC N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 D// -26 y Project: "r--D r ate rl.ix/r/ Pc, Type of Inspection: t /7 4-rpt i rAi 6 Address: �/ 14,065 `7 ?t t/ < Date Called: Special Instructions: Date Wanted:. / / - -.2 /-- / / a P.m. Requester: Phone No'., ` b4..f '35' >Da C. 'Approved per applicable codes. ' ' Corrections required prior to approval. COMMENTS: rQ /Alis - 4pfti cvt{/ .z) ICJ / //s i"- — 4pp/oval d it To , ru s7)L4- 1 IDat //f / PECTION FEE REQUIRED. Prior td next inspection. fee must be t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECT►ON NO. INSPECTION RECORD Retain a copy with permit v/ / 2 6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: TO,OLi9At 7/ QF S Type of Inspection: 7-7? 4,1-1/A/ X3/06 i:v el 8�> u,�.i c9,v. r 41.1 P 61.41&'4.4.7 /v ,0 ,t/,o1s u�i . Pfrifiss %ti/ Address: i & c ' 4 / 7 4 , - 5 Date Called: !_l_9 19,c3L) A AA) rT/ d /-47,0 4 P .2 nd f/ev lZ. Aral 4f9*i TD Pv57 - . Special Instructions: os4//s4 .01/ Date Wanted:. l / — /13 —ll c)h! fl 1ri dam. S ra.m p.m Requester: Phone No: �D6— 235_ 740 Approved per applicable codes. Corrections required prior to approval. COMMENTS: \ / 2.--'4" A/14' / --c1.--,-01.64, To 7 O P P /r97E- 2-04—Z X3/06 i:v el 8�> u,�.i c9,v. r 41.1 P 61.41&'4.4.7 /v ,0 ,t/,o1s u�i . Pfrifiss %ti/ 3 L/� 4,,,, JF�/.9 4.2,u ams0 it-A, S 4 c/i / .,./9. f 2 eriatied s1i3-'x/ / //4,�� !_l_9 19,c3L) A AA) rT/ d /-47,0 4 P .2 nd f/ev lZ. Aral 4f9*i TD Pv57 - . A' ) o' P- 5:"trek itJf 4305)7-i vr1 to , c)h! fl 1ri dam. S 4O - 77/91 •O i i 7 /47c 'TO 57°/ T / 4J 7) /A 5 2./4574; a ,I 7-4 Pt aj A'7 % A-- SPECTION FEE REQy.J ED. Prior t'o next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit l.) /i- 2_ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 j (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Timis -4dj / dQE• Type of Inspection: ,SI6.N -f4/ Address: / 6Da S '/ 7 .9 // S Date Called: Special Instructions: Date Wanted:. //— /f9 -// %a.ma p Requester: Phone No: m246 - z3 -700 VIApproved per applicable codes. aCorrections required prior to approval. COMMENTS: INSPECTION FEE EQUIRED. Prior next inspection. fee must be raid at 6300 Southcenter Blvd., Suite 1, O. Call to schedule reinspectioh. 'INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. �' / • 'CITY Of TUKWILA BUILDING DIVISION /t111 • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 • Pro'ect: '' h Type of Inspec on: (, l F_S T: ol( 7v Ai Ar vvi , Address: . .(ti A 6..0 . p-(, 4 r7 A• , , Date Called: Special Instructions: '�-5 Is`j C I� re Date Wantedyy. E I / ' 10 "`� �a nl.. p.m. Requester: Phone No: • w r • °,Approved per applicable codes. Corrections required prior to approval. COMMENTS: - . LO Ze a r...! "4 piev: 0 0.4 I avdii . • ii S�` 4 u ei . u c�'` r e li t/ P l F_S T: ol( 7v Ai Ar vvi , ke. s c...e41/4/ (e. Me d. au v 6 ft ±iti • w InspgEtor:` REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be 'paid at 6300,Southcenter Blvd.. Suite 100. Call to•schedule reinspection. Date:'I,((6' (/ INSPECTION RECORD INSPECTI NO. Retain a copy with permit • , ON 011-Z1 PERMIT NO. • • • CITY OF' TUKWILA BUILDING DIVISION • .• 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 • ::Perthit Inspection Request Line (206) 431-2451 • •".• . Pa kg; . ,,, • 1 0 17-0 le-ks Type of Inspection: 6 A-S Ri-e. --t/t.ofr Address: - "Ent. • •Itztoor 4(7 A(AL Date Called: Special Instructions: • - • • . . ' . .. • .• . Date Wanted: p.m. Requester: Phone No: r • n. • ■-• • • • . .." 1• • . REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be • - paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ApprOved per-applicable codes. D.Corrections required prior to approval. COMMENTS: 4A. 'Date: I I( 11 ' .• R... INSPECTION RECORD •Retain a copy with permit ,.'INSPECTION NO. • • PERMIT NO. r . CITY.OF•TUKWILA BUILDING DIVISION C' 6300 Southcente• Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 • t. ,. . • • • r. tact: 0_ _ .• ttk-n Le6tNu (Cs Type of Inspection: UA6 Y 6Gr OLJA Address: • : In C?5'. '4-7 ,4vL Date Called• 4 la ,`l." Special Instructions: • • . • j// • • Date Wanted:. _ / 1— (S 1 1 "_m„ P.m. Requester: Phone No: " n Approved per applicable codes. a Corrections required prior to approval. COMMENTS: . • • • _ SI ,. " 5J nn o(! ,t 15 ,l Sr 64 11 1 • • • REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ti• • •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) 431 -2451 • • Proj ct: • ea Co 1._:e A Au AL.1 Type of Inspection: e,IO..JA.45 W d% lc Address: i to D i +r—� di 441 ' ' i/�._. Date alle /� r /`" / U Al 8 i . ✓'I • • Special Instructions: • Date Wanted:. _ --p.m. // --(S --It r p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: A-(41 bur A. O \xi \/ • rho fs; 1) jInspecttor' IDate:i ` r ....I( D REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • • m: . • e. INSPECTION RECORD Retain a copy with permit • :INSPECTION N0: . • PERMIT NO. . CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter. Blvd, #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspectior. Request Line (206) 431 -2451 pit- vadef Pr ie t:. Type of Inspection: Address: .:I(6d 6. S' k71n 4T_Ati Date Called: __-- Special Instructions: Date Wanted: j L - ' S. —11 `am p.m. Requester: Phone No: I.� • K. r• • • • • • • • • Approvertper applicable codes. Corrections required prior to approval. COMMENTS: £teor • (Date :(t ` ! _ ' S REINSPECfION 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 0n-161 INSP 4T ON Np. PERMIT NO. �::', ' • . ..,••• CITY`••OFTUKWILA BUILDING DIVISION C •4` 6300Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 :Permit Inspection Request Line (206) 431 -2451 • • • I• V. Approved per applicable codes. Project:, F..6 te : Type of Inspection: At A Address: �, Date Called: Special Instructions: - • ° Date Wanted:. /1 - (.� -I/ "- p.m. Requester: Phone No: • 1 Corrections required prior to approval. COMMENTS: Inspector' Date: -( (/ • •'REINSPECTION,FEE REQUIRED. Prior to next inspection. fee must be paid at 630ESouthcenter Blvd.. Suite 100. Call to schedule reinspection. • • mss.. __ _ _ _,.�_r_- - ANSPECTION RECORD :.; . Retain a copy with permit -INSPECTION NO. -' PERMIT NO. - • . CITY •OFTUKWILA BUILDING DIVISION 6300 Sotithcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 - Permit Inspection Request Line (206) 431-2451 Pratilf- • 7---- . 1 OCL) LeCtAti 4J Type of Inspection: Ldnt)e.SrPadf Liv. Date Called: Add,ress: ' — • • 'A_ i•WeeS . 447 $07ecial Iri'strUCtiOris: • . . • .. Date Wanted:. p.m. Requester: Phone No: l• • r• r- y • • S. • • . • • Approved per applicable codes. DCorrections required prior to approval. CQMMENTS: . Inspe& ct ;REINSPECT1ON :FEE REQUIRED. Prior to next inspection, fee must be paid at,6100Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: C • • • kroz • '';INSPECTION RECORD 'Retain a copy with permit INS'ECTfON N0. PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION G 630Q•:Southcentel- B,I /d., #100, Tukwila. WA 98188 (206) 431 -3670 +Permif1nspectiori•R'equest Line (206) 431 -2451 Project`. i4t-.1 Type of Inspection: 1 (IAr- Z∎'t -, •I.Di t_'INAv Address: .".` f (•A () 6 'f •_ 4 VA Ault Date alled: Speciallnstructions: .. • • • • Date Wanted:. _ i( — %5 -(i / p.m. Requester: Phone No: -7�a(I - 33- -- -7 0 0A r. • • • • • • Approved'per applicable codes. • Corrections required prior to approval. 'COMMENTS: {" h Inspector • LA. Date: V 1REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be ,paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • '• INSPECTION;No. • . • • CITY QF TUKWILA BUILDING DIVISION ..• 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection-Request Line (206) 431-2451 11"- INSPECTION RECORD Retain a copy with permit Proitt.i - - • 1 0 f--O Leo /'■ a Aks Type f Inspectisn: •f-- f A 46 i 4.-Parit- I 1./.A A4 Address: • q S • ' set 11 A-(4E Date Called: 1) ( ..)1‘.1.,' 13 IPYP 1. : / e /3 - 1 ( 14 -0 A I AS ; Aci-; 4-.4ATt /0 Specie InstructionS:- • . • -re ii II 1-01,1 e.reA Ji'l- iJ/144N(ler i ,.. Date Wanted:. —171m. Requester: . - J AJ/1--- :./"."c...) I ATE- Phone No: 76.1dr:23 S --7 0 0 to ' - ElApproved per applicable codes. '••••••• • • 6.. • • Corrections required prior to approval. COMMENTS:: -- . .. :D..-- —rtl e__• -re.' Ai2 S e .,) eiAl i 4.-Parit- I 1./.A A4 A 1 rJ S 5 c 1 to (.. S . 1 Ac-7111 .,41( freeri..../P,P 1-.AA i . / ?-75.----i 11.:; ot6E. u c AT : / 4 0 ik S PJJT bee4 eGAe.. . - A . m.,..AfrR ve..."_Tc it--)r 1) ( ..)1‘.1.,' 13 IPYP 1. : / e /3 - 1 ( 14 -0 A I AS ; Aci-; 4-.4ATt t..t.r. /-,1A:7 AA fAr..4)) (P7,k IT .A/Li . _ _ .. _ -re ii II 1-01,1 e.reA Ji'l- iJ/144N(ler i ,.. •1 1 5 AiPPA SDI • A.te-lf I e'l /We r A i /le r? I r e---4-1 6--A 1 P-4) JA t:%. 7--4 Z45 U Li -,.. • . / . - J AJ/1--- :./"."c...) I ATE- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be • paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. _ INSPECTION RECORD 411;01 Retain a copy with permit • - INSPECTIOF1 NO. PERMIT NO. • •• . 'CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: • M '40,e,-14:-AA,/ gii:1410:-.4-6 Type of Inspestiop:, t a P -k 14.14'1-11 . 16, Address : ..,, V1 DateEiVile[1. 41 044.4 s.ke, ,r_ Special Instructions: - . . AM f k-CrAVAI Date Wanted: . -.3 --- r-(/ p.m. Requester: Phone No: .0 'Approved per applicable codes. El Corrections required prior to approval. COMMENTS: D 1=-1— A onrithi, 1 t DK- ,4041-k--1- AM f k-CrAVAI MIN-r• S'i-r Ali ri. 1.,Jecr 44 ", ' I n s r: Date: l(P' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be .1—I paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. k • • • Ix 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION C 6300•Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 err - 26,4 grpjec • t'Of- OLEAN/0 Type of Inspection: vikQ-61 'aok o t1 Address: `e11 '1 (66(95 '4 T7 'w&- Date Called: .. OK ' t-Q s k A. V/` ` t v e_. Special Instructions: • . . Date Wanted: . / ' - (-7-1/ .pct_ p.m. Requester: ----o . s-1-v „cote__ p( /--e . AA r; 4n Learn ,-r- Z 4 - pr-soie pre) 4 0 kg4f-'' Fii-re, '---it.,,6„.", , ti IA -A-tdo z.0 Aq(e7e Phone N ..atArts 312 - 551 / s.. Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: ' • f4t-ttet o t1 .. OK ' t-Q s k A. V/` ` t v e_. _.l\(�)i. crJ r- c 517 NbLi r,.) /. (..)--tr e --- .'7 u re 6"CeAl � es/tit ----o . s-1-v „cote__ p( /--e . AA r; 4n Learn ,-r- Z 4 - pr-soie pre) 4 0 kg4f-'' Fii-re, '---it.,,6„.", , ti IA -A-tdo z.0 Aq(e7e ' 3 N. erg) r- 1 6J7-- N ..atArts Ins pe Date: REINSPECTION FEE REQUIR D. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit r I 1 -z4y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ft- Project: " t ) wLgliloi f(F C Type of Inspection: l'od7"'v -r 4+ . A,., Address: 1Ge'oS 1-1'7 14.v Date Called: Special Instructions: Date Want d:. O //3 /1 1 a.m p.m. Requester: Phone No: ' AOC3 —372 —55' -1 / Approved per applicable codes. Corrections required prior to approval. COMMENTS: tor: Date: R fi 1SPECTION FEE REQUI ED. Prior to ext inspection. fee must be aid at 6300 Southcenter Blv .. Suite 100. Call to schedule reinspection. . _� ..,�. — — — -4s10.4 . 4f..• • • • l•. ':INSPECTION RECORD 1 Retain a copy with permit IV % Z�c► - INSPECTION NO. PERMIT NO. • ..CITY or.4TUKWILA BUILDING DIVISION 6300 Southcenter;Blvd., #100, Tukwila. WA 98188 11.(206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: • . ..ra FOLAftg 44111 / c Type of Inspection: • •ld%Nllimoal ff i i Address:. •. •`' ' = "61)10Vd 9// on/ - "4 iOl ha!% Date Called: Special Instructions:- • - . • • ' . • • Date Wanted:. i0/ /v 7// Requester. Phone No: ,-,7.414 -&72 -59 V/ Approved per applicable codes. E Corrections required prior to approval. 3 COMMENTS: 0e /A/A / = "61)10Vd 9// on/ - "4 iOl ha!% (ff70A/0 Pesiv a Fxd? aAdvin ...z- v ?4(4f NSPECTION FEE RE RED. Pror to next inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. _- , INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project / et5fjeznee Type of In ectio Address: Date Called: loex11 x'`7,4,/r 5 01 id 5 ha_ Special Instructions: Date Wanted:. m. U // a6 �(c31 p. Cali 30 acorn Request r: Phone No: e9O6 ...,./0 S- 700 6 lv D Approved per applicable codes. D Corrections required prior to approval. ?r4 OP COMMENTS: --Firlok led - Dauinseoa4s 50ra5t'1 bloc.keot . t,+riv,Gwa�-,/ Ctlame.t ■rfsfettied Per eiG/1. F, it eI l - FI r•1 xie 5 - NO eu(b or Slu(eLoa(k nirStu(Il1unre.. rlha(ed lv D Approved per applicable codes. D Corrections required prior to approval. ?r4 OP COMMENTS: --Firlok led - Dauinseoa4s 50ra5t'1 bloc.keot . t,+riv,Gwa�-,/ Ctlame.t ■rfsfettied Per eiG/1. F, it eI l - FI r•1 xie 5 - NO eu(b or Slu(eLoa(k nirStu(Il1unre.. rlha(ed Inspector: (Date: I 1 4412 -• n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 01) -24I /1- S -2.39 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: /9 4er (, ,.. >,,, 6,,,. 10)-.•:.. Type of Inspection: F;,- F;4a) Address: 'IC 3 3 5 Suite #: T7. he,...1.4 iLc:5 4---- 57' 9 PIO Contact Person: Special Instructions: Sp..,,. ie a ref..- APT Awl d,.►ss• -..e Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Date: i pz /iz 9" 777frvos S7 7,, ..-e vim= ' '- rr % - Hood & Duct: V f 4l%iiJS IiifrV4. e._ Monitor: Sp..,,. ie a ref..- APT Awl d,.►ss• -..e i Occupancy Type: ' `.x. Needs Shift Inspection: Sprinklers: Date: i pz /iz Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ' Inspector::,, 3 / Date: i pz /iz Hrs.: / Ar $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: 1 Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 x•07.7. x� 7... .."- r..1 " J INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit n// ` 244/ /I- 5 - 23? PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: 77114 i.,A; )a- P.je'r• Type of Inspection: S®r:vill,ry H10) /P /t '.,.. Address: VG 3 8 S. Suite #: /'v sr, Contact Person: /21 ' Special.Instructions: ` Phone No.: Z$3 y ‘o? v) V 6 Approved per applicable codes. Corrections required prior to approval. COMMENTS: . • Sprinklers: Fire Alarm: Hood & Duct: Monitor: - Pre -Fire: - - 7 / / / x l / i .5;a4T 7 •»ic / O esF ?.f _,-rr4,�T,iris /Z.da ' _ � � - - - 5 , : ' , 1 _ a/ - W'' V Gvvere _ / / - 4 ^ -tom Ca..."4.-,-.. ____pk) 13 &A C al••+ T 51 ,sO2 E'er 1.r,ir«t Gs # F.' -c i—, 'es te.1 4...a. �'1' tic- heel.- �'`''.�k 7- (t-'4--3 L;,../ . • J"rs e..; , .. Needs Shift Inspection: • Sprinklers: Fire Alarm: Hood & Duct: Monitor: - Pre -Fire: Permits: Occupancy Type: Inspector: b,7s3 \ Date: 1 // /fjii -Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: City: 1\ Company Name: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • • • • • • • '3 • PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 CUSTOM DESIGN & ENGINEERING, INC. iirtiol CO's 4 "°. Structural Analysis Document - Cover Page S trots* S., ° r Job Title: SFR @ 4633 160TH ST, TUKWILA 11006 60TH AVE WEST - MUKILTEO WA 98275 PHONE (425) 343 -7517 - FAX (425) 493 -8388 EMAIL: mail @cdengr.com Job Number: L7 -1388 Jurisdiction: CITY OF TUKWILA Design Parameters - Lateral Wind: Design Speed 85 MPH Exposure: B Importance: 1 Seismic Seismic Parameters - SEE ANALYSIS Site Class: SOIL SD Seismic Design Category: D Importance: 1 Design parameters - Gravity Seismic & Wind design per IBC 2009 & ASCE 7 -10 Roof - Snow Load: 25 psf Floor Toad: 40 psf -Per IBC 2009 & ASCE 7 -10 TABLE 4.1 Corridor Toad: 100 psf -IBC 2009 & Per ASCE 7 -10 TABLE 4.1 Appendix A - Structure dead weights CUSTOM DESIGN & ENGINEERING, INC. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 1 2011 City of Tukwila BUILDING DIVISION RECEIV CIT/OFTU lA AUG 0 2 2011 PERMIT CENTER July 31, 2011 CUSTOM DESIGN & ENGINEERING, INC. Page 1 2D��- ZVI PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 LATERAL ANALYSIS ASCE 7 -10 per Chapter 26 & 27 (DIRECTIONAL PROCEDURE) Given data W speed 85.0, Exposure B Given Roof angle = 33.69 (8.0:12 Pitch) Bldg width = 25.0 ft Bldg length = 40.0 ft Total height = 25.33 ft Height to average roof height = 17.00 ft + 8.33/3 = 19.78 ft Bldg height = 17.00 ft Roof height = 8.33 ft Edge Zone = 2a Compute edge strip width Lesser of: 10% of the least horizontal dimension 0.10(Width) = 0.10(25.00 ft) = 2.5 ft CONTROLS 0.10(Length) = 0.10(40.00 ft) = 4.0 ft 40% of the eave height = 0.40(17.00 ft) = 6.80 ft But not less 4% of the least horizontal dimension = 0.04(40.00 ft) = 1.00 ft OK • But not less 3 ft. 011°' - ‘*11 e efore a = 3.0 ft and the End Zone = 2a = 2(3.0) = 6.0 ft 51. e z .)f t� Velo ppress s, = 0.00256KzKnKd V Iw Eq 27.3 -1 �' • (Top phj% factor, Kz, = 1.38 - Z. & ali factor, 0.85 ffi u %e; °p ghGC,,- q,(GCo) .q ( 10'0 g5,.�66((-138)(0.85)(85.00)z (1.00)K2= 21.70Kz Load Case 1 Load Case 2 Height it K, q,(psf) K, qz (psf) Diaphragm 9.0 0.70 15.19 0.57 12.37 15.0 0.70 15.19 0.57 12.37 Diaphragm 17.0 0.70 15.19 0.62 13.45 20.0 0.70 15.19 0.62 13.45 C!1 79 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 2 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Mean Roof 21.2 0.70 15.19 25.0 0.70 15.19 Max Height 25.3 0.70 15.19 0.66 14.32 0.66 14.32 0.70 15.19 Gust effect factor G= 0.85, assume Rigid Structure (ASCE 7 -10 Section 26.9.1) Internal pressure coefficient (G Cp,) = ± 0.18 (ASCE 7 -10 Table 26.11 -1) External wall CI, from Figure 27.4 -1 Windward wall, Cp= 0.80 for all L IB ratios Side wall, Cp= -0.70 for all L IB ratios LOAD DIRECTION 1 LOAD DIRECTION 2 • W B Ridge Leeward wall pressure coefficient, Cp if a function of the L IB ratio For load direction 1, B = 40.0 ft. and L = 25.0 ft. L /B= 25.0/40.0= 0.63,C,,= -0.50 For load direction 2, B = 25.0 ft. and L = 40.0 ft. LIB = 40.0/25.0= 1.60,C,= -0.38 Surface Wind direction L IB Cp Windward wall All All 0.80 Leeward wall Direction 1 0.63 -0.50 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 3 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 Leeward wall Direction 2 1.60 -0.38 Side wall All All -0.70 External roof C,,- Load direction 1, from Figure 27.4 -1 Surface Angle = 33.7° Windward roof -0.22 0.22 Leeward roof -0.60 The above table reflects Cpvalues based on h /L of 21.2/25.0 = 0.85 Internal pressure coefficient (G C„;)- Load direction 1 GCp;= f0.18 acting at21.2ft. Velocity pressure at q,= qh = 14.32 psf (Load case 2- Occurs at roof mid height) MWFRS Net pressures - Load direction 1 p = ghGCp- q,(GCp,) p = qh (0.85)Cp - 14.3(± 0.18), psf MWFRS pressures: Direction 1 z q Net pressure psf with Surface U) (psi) G Cp_ ( +G C) ( Cam) Windward wall 9.0 12.4 0.85 0.80 5.8 11.0 15.0 12.4 0.85 0.80 5.8 11.0 17.0 13.5 0.85 0.80 6.6 11.7 Leeward wall All 14.3 0.85 -0.50 -8.7 -3.5 Side wall All 14.3 0.85 -0.70 -11.1 -5.9 Windward roof 14.3 0.85 -0.22 -5.2 -0.1 Windward roof 14.3 0.85 0.22 0.1 5.3 Leeward roof 14.3 0.85 -0.60 -9.9 -4.7 External roof C, - Load direction 2 (L = 40 ft.), from Figure 6 -6 Surface Angle = 0.0° CL Windward roof O to h/2, O to 21.2/2 = 10.6 ft -1.30 Windward roof h > h/2 = 10.6 ft -0.70 The above table reflects Cpvalues based on h /L of 21.2/40.0 = 0.53 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 4 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 MWFRS pressures: Direction 2 z q Net pressure psf with Surface (11) (psi) G Windward wall 9.0 12.4 0.85 0.80 5.8 11.0 15.0 12.4 0.85 0.80 5.8 11.0 17.0 13.5 0.85 0.80 6.6 11.7 20.0 13.5 0.85 0.80 6.6 11.7 21.2 14.3 0.85 0.80 7.2 12.3 25.0 14.3 0.85 0.80 7.2 12.3 25.3 15.2 0.85 0.80 7.7 12.9 Leeward wall All 14.3 0.85 -0.38 -7.2 -2.0 Side wall All 14.3 0.85 -0.70 -11.1 -5.9 Windward roof 0 -h /2 14.3 0.85 -1.30 -18.4 -13.2 Windward roof >h /2 14.3 0.85 -0.70 -11.1 -5.9 Leeward roof N/A CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 5 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 49.8 lb/ft 6.00' 9. 8.00' 5.8 psf 5.8 psf 9.00' 2 -8.7 psf Windward side 25.00' --79.5 lb/ft -- x-73.6 lb/ft Wnd Direction Leeward side Transverse Direction - with positive internal pressure Diaphragm Windward Leeward Total 1 24.61b/ft -79.5 1b /ft 104.2 1b /ft 2 49.8 Ib/ft -73.6 lb /ft 123.4 Ib/ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 6 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 18.4 0.33`ttt� -TT psf stt 7.7psf 7.2 psf 7.2 psf 6.6 psf 6.6 psf I I 3.83' 1 1.11 7' II 3.00' 60.3 lb/ft--3- 2.00' rt 6.00' 49.8 lb/ft--). 8.33' -11.1 psf 1 8.00' .8 psf 9.00' 5.8 psf 9.00' -7.2 psf 40.00' Windward side Wnd Direction Longitudinal Direction - with positive internal pressure Diaphragm Windward Leeward Total 1 60.3 lb/ft -66.1 lb/ft 126.4 lb/ft 2 49.8 lb /ft -61.2 lb/ft 111.0 Ib/ft — +-68.1 lb/ft --61.2 lb /ft Leeward side CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 7 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 SEISMIC DESIGN Maximum considered earthquake spectral response accelerations Given position: W ashington,King,,,,,,,W A,Point Lat = 47.450, Long = - 122.279 Short period, SS= 147.3 % of g 1 second period, S I= 50.7 % of g Site class and adjusted maximum spectral accelerations: Site class = D Site coefficient, Fa = 1.00 Table 11.4 -1 - Interpolated Site coefficient, Fv = 1.50 Table 11.4 -2 - Interpolated The adjusted maximum spectral response per §11.4.3 S Ms= FaSS= 1.00(1.47) = 1.47g Eq 11.4 -1 S M I F V S I = 1.50(0.51) = 0.76g Eq 11.4 -2 Design spectral accelerations parameters: S Ds= 2/3S Ms= 2/3(1.47g) = 0.98g Eq 11.4 -3 S D, = 2/3S M, = 2/3(0.76g) = 0.51g Eq 11.4 -4 Building category and importance factors: Category = II (per Table 11.5 -1) Category = I (as defined per footnote a) Importance factor, /e= 1.00 Seismic Design Category (SDC) Table 11.6 -1, Pg 116 For S DS = 98.23g, SDC = D Table 11.6 -2, Pg 116 For S D, = 50.70g, SDC = D SDC D controls. Building system K. Light frame walls with shear panels - wood structural panels /sheet steel panels R = 6.5 (Table 12.2 -1) 52 o = 3.0 (2.5 for flexible diaphragm - Note 9) Cd = 4.0 Building element weights Level 2, Roof weight = 15.0 psf Exterior wall weight = 12.0 psf CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 8 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Interior partition wall weight = 10.0 psf Level 1, Floor weight = 12.0 psf Exterior wall weight = 12.0 psf Interior partition wall weight = 10.0 psf Building weights lumped on roof and floor diaphragms Total levels = 2 At Roof Level W R= Roof weight x Area + 1/2 x Partition weight x Area + 1/2 x Ext Wall weight x Perim x Height W R= 15.0 psf x 1092 sq.ft. + 1/2 x 10.0 psf x 1092 sq.ft. + 1/2 x 12.0 psf x 157 ft x 8.0 ft = 29376 lb At Floor Level 1 At typical floor level, W F= Floor weight x Area + Partition weight x Area + (1/2 Ext Wall -upr + 1/2 Ext Wall -lwr) x Ave Perim x Ave Height W 1= 12.0 psf x 2205 sq.ft. + 10.0 psf x 2205 sq.ft. + (1/2 x 12.0 psf + 1/2 x 12.0 psf) x 175 ft x 8.5 ft = 664141b Total weight = 29376 + 66414 = 95790 lbs Compute structure period Structure type: All other structures CT = 0.020 (Table 12.8 -2) Structure height, h„ = 17.00 ft. To = C(h)3"4= 0.020(17.00)3/4= 0.167 sec. (Eq 12.8 -7) Compute base shear The design value of Cs is the smaller value of Cs = IeSDs /R= 1.00(0.98)/6.50 = 0.1511 and Cs = le S D1 / (R To) = 1.00(0.51)/[(6.50)(0.17)] = 0.4658 but not less Cs = 0.01 EQ 12.8 -4 Therefore Cs= 0.1511 Design base shear, V = Cs W = 0.151(95790) = 14475 lbs (14.5 kips) Eq 12.8 -1 Vertical distribution of force Fx= C,x V EQ 12.8 -11 where EQ 12.8 -2 EQ 12.8 -3 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 9 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 = R'xhx L yyrhk Eq 12.8 -12 Compute distribution component, k k = 1.0 for To <_ 0.5 seconds, and k = 2 for To >_ 2.5. Interpolate k for Tp between this range. To= 0.167, k= 1.00 Level x Fix 2 17.0 1 9.0 SUM hkx wx wx •hkx C, c F x= C V Fx /wx= SQ 17.0 29.4 k 499 0.455 6.6 k 0.224 9.0 66.4 k 598 0.545 7.9 k 0.119 96 k 1097 k -ft 14 k Compute diaphragm shear(s) per ASCE 7-05 §12.10.1.1 F = ' -x w Px Px 1W' i =x Min Fpx = 0.20S Ds le Wpx Max F„.= 0.40S Ds le Wpx Level wpx F, Fpx Min Fpx Max Fpx Design Fpx 2 29.4 k 6.6 k 6.6 k 5.8 k 11.5 k 6.6 k 1 66.4 k 7.9 k 10.0 k 13.0 k 26.1 k 13.0 k CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 10 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 Diaphragm Loads. Principal direction = 1. Current level = 2. Design direction = 1 at Grid Lines B & B.5 Level = 2 of 2 (Total) Diaphragm Weight = 15.00 psf. This level occurs © top Diaphragm Length (Distance between B & B.5) = 19.50 ft. Diaphragm Depth = 40.00 ft. Diaphragm weight, wDia = 15.00 psf(40.00 ft) = 600.00 lb /ft Wall weight, wWall = .5(12.00 psf)(8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (40.00 ft) = 200.00 lb /ft Unfactored Seismic Design Load E = 896.00 lb /ft x 0.224 = 200.70 lb /ft Wind (Direction 1) Design Load W = 104.16 lb /ft Design direction = 1 at Grid Lines B.5 & C Level = 2 of 2 (Total) Diaphragm Weight = 15.00 psf. This level occurs 0 top Diaphragm Length (Distance between B.5 & C) = 19.00 ft. Diaphragm Depth = 16.50 ft. Diaphragm weight, wDia = 15.00 psf(16.50 ft) = 247.50 lb /ft Wall weight, wWall = .5(12.00 psf)(8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf)(16.50 ft) = 82.50 lb /ft Unfactored Seismic Design Load E = 426.00 lb /ft x 0.224 = 95.42 lb /ft Wind (Direction 1) Design Load W = 104.16 lb /ft Current level = 1. Design direction = 1 at Grid Lines A & B.5 Level = 1 of 2 (Total) Diaphragm Weight = 12.00 psf. This level occurs at the base Diaphragm Length (Distance between A & B.5) = 31.00 ft. Diaphragm Depth = 46.00 ft. Diaphragm weight, wDia = 12.00 psf(46.00 ft) = 552.00 lb /ft Wall weight, wWall = .5(12.00 psf) (8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf)(46.00 ft) = 230.00 lb /ft Unfactored Seismic Design Load E = 878.00 lb /ft x 0.119 = 104.48 lb /ft Wind (Direction 1) Design Load W = 123.39 lb /ft Design direction = 1 at Grid Lines B.5 & C Level = 1 of 2 (Total) Diaphragm Weight = 12.00 psf. This level occurs at the base Diaphragm Length (Distance between B.5 & C) = 19.00 ft. Diaphragm Depth = 41.00 ft. Diaphragm weight, wDia = 12.00 psf(41.00 ft) = 492.00 lb /ft Wall weight, wWall = .5(12.00 psf) (8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (41.00 ft) = 205.00 lb /ft Unfactored Seismic Design Load E = 793.00 lb /ft x 0.119 = 94.37 lb /ft Wind (Direction 1) Design Load W = 123.39 lb /ft Principal direction = 2. Current level = 2. Design direction = 2 at Grid Lines 2.8 & 2 Level = 2 of 2 (Total) Diaphragm Weight = 15.00 psf. This level occurs © top Diaphragm Length (Distance between 2.8 & 2) = 16.17 ft. Diaphragm Depth = 19.50 ft. Diaphragm weight, wDia = 15.00 psf(19.50 ft) = 292.50 lb /ft Wall weight, wWall = .5(12.00 psf) (8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (19.50 ft) = 97.50 lb /ft Unfactored Seismic Design Load E = 486.00 lb /ft x 0.224 = 108.86 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 11 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Wind (Direction 2) Design Load W = 126.44 lb /ft Design direction = 2 at Grid Lines 2 & 1.7 Level = 2 of 2 (Total) Diaphragm Weight = 15.00 psf. This level occurs ® top Diaphragm Length (Distance between 2 & 1.7) = 7.33 ft. Diaphragm Depth = 19.50 ft. Diaphragm weight, wDia = 15.00 psf(19.50 ft) = 292.50 lb /ft Wall weight, wWall = .5(12.00 psf)(8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (19.50 ft) = 97.50 lb /ft IInfactored Seismic Design Load E = 486.00 lb /ft x 0.224 = 108.86 lb /ft Wind (Direction 2) Design Load W = 126.44 lb /ft Design direction = 2 at Grid Lines 1.7 & 1 Level = 2 of 2 (Total) Diaphragm Weight = 15.00 psf. This level occurs @ top Diaphragm Length (Distance between 1.7 & 1) = 16.50 ft. Diaphragm Depth = 38.50 ft. Diaphragm weight, wDia = 15.00 psf(38.50 ft) = 577.50 lb /ft Wall weight, wWall = .5(12.00 psf) (8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (38.50 ft) = 192.50 lb /ft Unfactored Seismic Design Load E = 866.00 lb /ft x 0.224 = 193.98 lb /ft Wind (Direction 2) Design Load W = 126.44 lb /ft Current level = 1. Design direction = 2 at Grid Lines 3 & 2.8 Level = 1 of 2 (Total) Diaphragm Weight = 12.00 psf. This level occurs at the base Diaphragm Length (Distance between 3 & 2.8) = 5.00 ft. Diaphragm Depth = 31.00 ft. Diaphragm weight, wDia = 12.00 psf(31.00 ft) = 372.00 lb /ft Wall weight, wWall = .5(12.00 psf)(8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (31.00 ft) = 155.00 lb /ft Unfactored Seismic Design Load E = 623.00 lb /ft x 0.119 = 74.14 lb /ft Wind (Direction 2) Design Load W = 110.98 lb /ft Design direction = 2 at Grid Lines 2.8 & 2 Level = 1 of 2 (Total) Diaphragm Weight = 12.00 psf. This level occurs at the base Diaphragm Length (Distance between 2.8 & 2) = 17.00 ft. Diaphragm Depth = 50.00 ft. Diaphragm weight, wDia = 12.00 psf(50.00 ft) = 600.00 lb /ft Wall weight, wWall = .5(12.00 psf) (8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (50.00 ft) = 250.00 lb /ft Unfactored Seismic Design Load E = 946.00 lb /ft x 0.119 = 112.57 lb /ft Wind (Direction 2) Design Load W = 110.98 lb /ft Design direction = 2 at Grid Lines 2 & 1 Level = 1 of 2 (Total) Diaphragm Weight = 12.00 psf. This level occurs at the base Diaphragm Length (Distance between 2 & 1) = 24.00 ft. Diaphragm Depth= 50.00 ft. Diaphragm weight, wDia = 12.00 psf(50.00 ft) = 600.00 lb /ft Wall weight, wWall = .5(12.00 psf) (8.00 ft) x 2 = 96.00 lb /ft Partition weight, wPart = .5(10.00 psf) (50.00 ft) = 250.00 lb /ft Unfactored Seismic Design Load E = 946.00 lb /ft x 0.119 = 112.57 lb /ft Wind (Direction 2) Design Load W = 110.98 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 12 PROJECT NAME: 4633160TH ST, TUKWILA JOB: 17 -1388 Compute rho per ASCE Section 12.3.4.2 Check the shear walls at Level 1, principal direction 1 Check condition A Grid Line B SW Length = 40.00 ft Grid Line B.5 SW Length = 16.17 ft Grid Line C SW Length = 16.50 ft Total shear wall length = 72.67 ft All shear walls are greater the the wall height of 8.00 ft Condition A, PASSED Check condition B Wall Length (ft) Height (ft) Grid B 40.00 Grid B.5 16.17 Grid C 16.50 Sum 8.00 8.00 8.00 2L / H 10.00 4.04 4.13 18.17 There 18.2 bays > 4 read, therefore OK Condition B, PASSED Check the shear walls at Level 1, principal direction 2 Check condition A Grid Line 2 SW Length = 12.42 ft Grid Line 1.7 SW Length = 6.54 ft Grid Line 1 SW Length = 22.50 ft Total shear wall length = 41.46 ft Grid Line 1.7 of 6.54 ft < 8.00 ft (height of wall) Removal of this wall 6.54/41.46 = 0.158 < 0.33 OK Condition A, PASSED Check condition B Wall Length (ft) Height (ft) Grid 2 12.42 Grid 1.7 6.54 Grid 1 22.50 Sum 8.00 8.00 8.00 2L / H 3.10 1.64 5.63 10.36 There 10.4 bays > 4 req'd, therefore OK Condition B, PASSED Check the shear walls at Level 2, principal direction 1 Check condition A Grid Line A SW Length = 34.79 ft Grid Line B.5 SW Length = 16.54 ft Grid Line C SW Length = 17.88 ft Total shear wall length = 69.21 ft All shear walls are greater the the wall height of 8.00 ft Condition A, PASSED Check condition B Wall Length (ft) Height (ft) Grid A 34.79 8.00 Grid B.5 16.54 8.00 Grid C 17.88 8.00 Sum 2L / H 8.70 4.14 4.47 17.30 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 13 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 There 17.3 bays > 4 req'd, therefore OK Condition B, PASSED Check the shear walla at Level 2, principal direction 2 Check condition A Grid Line 3 SW Length = 3.46 ft Grid Line 2.8 SW Length= 13.75 ft Grid Line 2 SW Length = 12.42 ft Grid Line 1 SW Length = 19.50 ft Total shear wall length = 49.12 ft Grid Line 3 of 3.46 ft < 8.00 ft (height of wall) Removal of this wall 3.46/49.12 = 0.070 < 0.33 OK Condition A, PASSED Check condition B Wall Length (ft) Height (ft) Grid 3 3.46 8.00 Grid 2.8 13.75 8.00 Grid 2 12.42 8.00 Grid 1 19.50 8.00 Sum 2L / H 0.86 3.44 3.10 4.88 12.28 There 12.3 bays > 4 req'd, therefore OK Condition B, PASSED Direction 1, RESULT COND A = PASS, RESULT COND B = PASS Direction 2, RESULT COND A = PASS, RESULT COND B = PASS THEREFORE DESIGN RHO, DIRECTION 1 = 1.00 THEREFORE DESIGN RHO, DIRECTION 2 = 1.00 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 14 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 200 704 I b/ft E 123.392 I b/ft W 95.424Ib/ft E 123.392 Ib/ft W a � c3 os 1 1 1 1 1203 Ib W 1956 I b E 23761b W 2865 lb E Upper floor shear forces O1 —916Ib W 1600 I b E 0 o-13221b W 2000 lb E 0 —1304 I b W 1279Ib E 1172 Ib W 906 1 b E o-897 lb W 8801 b E CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 15 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 9161 1600 Ib E (from above) 1956 Ib E (from above) 1203 Ib W 2865 Ib E (from above) 906 Ib E from above) 2376 lb W 1172 Ib W 04.482 Ib /ft E 94.367 Ib /ft E 04.163 Ib /k W 104.163 Ib /ft W 1322 Ib Wb 20001b E (from above 13041 12791b E (from above) 8971b w 8801b E (from above) a '� m 2370 Ib W 28491b E 5427 Ib W 61081b E First floor shear forces 2161 Ib W 1802 Ib E Ol o-2829 Ib W 3557 Ib E 0 —4739 lb W 4911 1b E Cr.) —2242 Ib W 1977 Ib E 0 a- -3161b W 185 1b E CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 16 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Shear wall design. The analysis shown below analyzes each shear wall by level. All the overturning forces from upper levels are considered in the analysis of the shear walls below that level. 19561b (E)" 1203Ib(W) "� 8.00 -394 lb (E) -241 Ib (W) ) 39.54 Max Dragload =0 lb- Level2 Min Dragload =0 Ib 4116 )W) 9616 (E) Shear wall at Grid 8 Notes "Forces shown are SUMMED at each level (top to btm) & un- factored. All drag forces are Un- factored. Shear wall dimensions (widths)shown are the panel width minus the 1/2 thickness of (2)6 0 posts (approx 6'). Shear wall at Grid Line B Level 2 Total shear wall piers = 1 Total wall length, Lwall = 40.00 ft Total shear panel length (sum of all piers), b = 40.00 ft Wind force = 1203 lb Design shear from wind force = W / (1.4 x b) = 21.47 lb /ft Seismic force, 0.7 x E = 1369 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.224)(12.0)(40.0)(8.0) = 602.1 lb (factored) Total seismic force, E = E + E -wall (factored) E = 1971 lb (un- factored) E = 2816 lb Design shear from seismic force = p (0.7 x E) / b = 49.28 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 49.3 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 40.00 ft. Based on wind = 1202.57 lb /40.00 ft(8.0 ft) = 240.5 lb Based on seismic = 70.41 lb /ft(8.0 ft) = 563.2 lb (Un- factored) Factored hold -down forces from overturning CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 17 PROJECT NAME: 4633160T" ST, TUKWILA JOB: L7 -1388 COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S. = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 40.0 ft Panel, CW = 241 TW = -241 CE = 296 TE _ -394 Use MST48 between levels Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 1971.3 lb / 40.0 ft = 49.3 lb /ft Wall shear, v = 1971.3 lb / 40.0 ft = 49.3 lb /ft dq = (v - q) = 0.0 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Solid 0.0 40.0 0.0 Apply Section 12.10.2.1 flx Max drag force = 2.50(0 lb) = 0 lb Six Min drag force = 2.50(0 lb) = 0 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 18 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 6108 Ib (E)•' 542716 (W )'• 2865 Ib (E)'• 237616 (W)" 8.00 8.00 M5T48 1251h (�) .. +•- .. ,.w +^. =--=. �r.,g t+1wLr�aae:E+;;to ,ti.' i'i +"bvr¢i^;N{atOjYS_Y ti�.ixr7.Y. -:.* -+ —.. •iv;Pi]PI Max Drag load =42741b -Level 1 Min Dragload =- 56751b Max Drag load =1477 Ib -Level 2 Min Dragload = -3115 Ib 3004 Ib (E) 33951b(W) 16.08 29.00 Shear wall at Grid B.5 Notes "forces shown are SUMMED at each level (top to btm) & un- factored. All drag forces are Un- factored. Shear wall dimensions (widths) shown are the panel width minus the 1/2 thickness of(2)6 x posts (approx 6 "). Shear wall at Grid Line B.5 Level 2 Total shear wall piers = 2 Total wall length, Lwall = 32.33 ft Total shear panel length (sum of all piers), b = 16.17 ft Wind force = 2376 lb Design shear from wind force = W / (1.4 x b) = 104.97 lb /ft Seismic force, 0.7 x E = 2005 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.224)(12.0)(32.3)(8.0) = 486.7 lb (factored) Total seismic force, E = E + E -wall (factored) E = 2492 lb (un- factored) E = 3560 lb Design shear from seismic force = p(0.7 x E) / b = 154.14 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 154.1 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 16.17 ft. Based on wind = 2375.82 lb/16.17 ft(8.0 ft) = 1175.7 lb Based on seismic = 220.20 lb /ft(8.0 ft) = 1761.6 lb (Un- factored) Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 19 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) SDe = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 16.2 ft Panel, CW = 1176 TW = -1176 CE = 925 TE = -1233 Use MST48 between levels Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 2492.0 lb / 32.3 ft = 77.1 lb /ft Wall shear, v = 2492.0 lb / 16.2 ft = 154.1 lb /ft dq = (v - q) = 77.1 1b /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Solid 77.1 16.2 - 1246.0 1 Open 77.1 23.8 590.9 Apply Section 12.10.2.1 SZ x Max drag force = 2.50(591 lb) = 1477 lb Six Min drag force = 2.50( -1246 lb) = -3115 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 20 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Shear wall at Grid Line B.5 Level 1 Total shear wall piers = 2 Total wall length, Lwall = 33.08 ft Total shear panel length (sum of all piers), b = 16.54 ft Wind force = 5427 lb Design shear from wind force = W / (1.4 x b) = 234.36 lb /ft Seismic force, 0.7 x E = 4275 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.119)(12.0)(33.1)(8.0) = 264.6 lb (factored) Total seismic force, E = E + E -wall + Sum E -wall above (factored) E = 4540 lb (un- factored) E = 6486 lb Design shear from seismic force = p (0.7 x E) / b = 274.45 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 274.5 lb /ft SW MARK = SW -3 Hold down forces Shear wall panel 1, L = 16.54 ft. Based on wind = 5427.36 lb/16.54 ft(8.0 ft) = 2624.8 lb Based on seismic = 392.08 lb /ft(8.0 ft) = 3136.6 lb (Un- factored) Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) SD, = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 16.5 ft Panel, CW = -3395 TW = 3395 CE = -2254 TE = 3004 Use HDU5 at the base level Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 4539.9 lb / 33.1 ft = 137.2 lb /ft Wall shear, v = 4539.9 lb / 16.5 ft = 274.5 lb /ft dq = (v - q) = 137.2 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Solid 137.2 16.5 - 2270.0 1 Open 137.2 29.0 1709.6 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 21 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Apply Section 12.10.2.1 fix Max drag force = 2.50(1710 lb) = 4274 lb ilx Min drag force = 2.50( -2270 lb) = -5675 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 22 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 1802 Ib (E)" 2161 Ib (W)•• —► 906 Ib (E)" 1172 Ib(W) "—P 8.00 SW-1 M5T48 Max Drag load =0 Ib - Level 2 Min Dragload = 0 lb 68Ib(W) 2 Ib (E) Max Drag load = 1474 Ib - Level 1 Min Dragload = -545 Ib 8.00 \ W1 HDU4 \� \I ) l b (E) -692.1b (E) - 9671b(W) ~4.58 -428 lb (E) -568 Ib (W) \\N\ SW -1, HDU4 16.04 -1520 lb (W) '-832 lb (E) 1109 Ib (E) 15201b (W) 19.12 ( 12.38 3.54 Shear wall at Grid C Notes **Forces shown are SUMMED at each level (top to btm) & un- factored. All drag forces are Un- factored. Shear wall dimensions (widths) shown are the panel width minus the 1/2 thickness of (2) 6 x posts (approx 61. Shear wall at Grid Line C Level 2 Total shear wall piers = 1 Total wall length, Lwall = 16.50 ft Total shear panel length (sum of all piers), b = 16.50 ft Wind force = 1172 lb Design shear from wind force = W / (1.4 x b) = 50.74 lb /ft Seismic force, 0.7 x 8 = 634 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.224)(12.0)(16.5)(8.0) = 248.4 lb (factored) Total seismic force, E = E + E -wall (factored) E = 883 lb (un- factored) E = 1261 lb Design shear from seismic force = p (0.7 x E) / b = 53.49 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 53.5 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 16.50 ft. Based on wind = 1172.19 lb/16.50 ft(8.0 ft) = 568.3 lb Based on seismic = 76.42 lb /ft(8.0 ft) = 611.3 lb (Un- factored) CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 23 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Factored hold -down forces from overturning COMBINATION CW = TW = CE = TE _ Controlling OF HOLD -DOWN FORCES Compression from Wind forces - EQ 2.4.1 -5 Tension (Uplift) from Wind forces - EQ 2.4.1 -7 Compression from Seismic forces - EQ 2.4.1 -5 Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S09 = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 16.5 ft Panel, CW = 568 TW = -568 CE = 321 TE = -428 Use MST48 between levels Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 882.6 lb / 16.5 ft = 53.5 lb /ft Wall shear, v = 882.6 lb / 16.5 ft = 53.5 lb /ft dq = (v - q) = 0.0 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Solid 0.0 16.5 0.0 Apply Section 12.10.2.1 (Ix Max drag force = 2.50(0 lb) = 0 lb ()x Min drag force = 2.50(0 lb) = 0 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 24 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Shear wall at Grid Line C Level 1 Total shear wall piers = 4 Total wall length, Lwall = 35.75 ft Total shear panel length (sum of all piers), b = 17.88 ft Wind force = 2161 lb Design shear from wind force = W / (1.4 x b) = 86.36 lb /ft Seismic force, 0.7 x E = 1261 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.119)(12.0)(35.8)(8.0) = 285.9 lb (factored) Total seismic force, E = E + E -wall + Sum E -wall above (factored) E = 1547 lb (un- factored) E = 2210 lb Design shear from seismic force = p(0.7 x E) / b = 86.55 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 86.6 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 5.04 ft. Based on wind = 2161.06 lb/17.88 ft(8.0 ft) = 967.2 lb Based on seismic = 123.65 lb /ft(8.0 ft) = 989.2 lb (Un- factored) Shear wall panel 2, L = 12.83 ft. Based on wind = 2161.06 lb/17.88 ft(8.0 ft) = 967.2 lb Based on seismic = 123.65 lb /ft(8.0 ft) = 989.2 lb (Un- factored) Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) Sog = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 5.0 ft Panel, CW = 967 TW = -967 CE = 520 TE = -692 Use HDU4 at the base level Loc 0: 12.8 ft Panel, CW = -1520 TW = 1520 CE = -832 TE = 1109 Use HDU4 at the base level Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 1547.2 lb / 35.8 ft = 43.3 lb /ft Wall shear, v = 1547.2 lb / 17.9 ft = 86.6 lb /ft dq = (v - q) = 43.3 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 25 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Solid 43.3 5.0 -218.2 1 Open 43.3 18.7 589.7 2 Solid 43.3 12.8 34.3 3 Open 43.3 3.5 187.5 Apply Section 12.10.2.1 r1x Max drag force = 2.50(590 lb) = 1474 lb ) x Min drag force = 2.50( -218 lb) _ -545 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 26 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 28491b (E)" 23701b IW) 8.00 \ DU■ \ \�\ OSIIE(W) DU4 Max Drag load - 11691b - level 1 Min Dragload - -467 Ib 451 (W) 08 Ib (E) -5 316(6) -545 Ib (W) 10.79 1321 Shear wall at Grid A Notes "forces shown areSUMMED at each level (top to btm) 8 un -f snored. All Bras force are Un- fscto,ed 5hear wall dimensions (widths) shown arethe panel width minus the 1/2 thickness 01 12) 6 a posts (apprpa 61. - 54316 (E( -545 Ib (W) 23.08 Shear wall at Grid Line A Level 1 Total shear wall piers = 3 Total wall length, Lwall = 46.04 ft Total shear panel length (sum of all piers), b = 34.79 ft Wind force = 2370 lb Design shear from wind force = W / (1.4 x b) = 48.66 lb /ft Seismic force, 0.7 x E = 1994 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.119)(12.0)(46.0)(8.0) = 368.2 lb (factored) Total seismic force, E = E + E -wall + Sum E -wall above (factored) E = 2363 lb (un- factored) E = 3375 lb Design shear from seismic force = p(0.7 x E) / b = 67.91 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 67.9 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 11.25 ft. Based on wind = 2370.30 lb/34.79 ft(8.0 ft) = 545.0 lb Based on seismic = 97.01 lb /ft(8.0 ft) = 776.1 lb (Un- factored) Shear wall panel 2, L = 23.54 ft. Based on wind = 2370.30 lb/34.79 ft(8.0 ft) = 545.0 lb Based on seismic = 97.01 lb /ft(8.0 ft) = 776.1 lb (Un- factored) Factored hold -down forces from overturning COMBINATION CW = TW = CE = TE = Controlling OF HOLD -DOWN FORCES Compression from Wind forces - EQ 2.4.1 -5 Tension (Uplift) from Wind forces - EQ 2.4.1 -7 Compression from Seismic forces - EQ 2.4.1 -5 Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 load cases based on ASD CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 27 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) SDS = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 11.3 ft Panel, CW = 545 TW = -545 CE = 408 TE = -543 Use HDU4 at the base level Loc 0: 23.5 ft Panel, CW = 545 TW = -545 CE = 408 TE = -543 Use HDU4 at the base level Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 2362.6 lb / 46.0 ft = 51.3 Wall shear, v = 2362.6 lb / 34.8 ft = 67.9 lb /ft dq = (v - q) = 16.6 lb /ft lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Solid 16.6 11.3 -186.7 1 Open 51.3 12.8 467.6 2 Solid 16.6 23.5 77.0 Apply Section 12.10.2.1 Ox Max drag force = 2.50(468 lb) = 1169 lb t1 x Min drag force = 2.50( -187 lb) = -467 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 28 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 4911 Ib (E)•• 4739 16 (W)" 21601b (E)•" 2201 Ib(W)••- i 8.00 SW -1 048 8.00 i 1\ 239016 (E) 31081b (W) X11.96 - 31081b(W) 1793 Ib (E) 11.96 Shear wall at Grid 2 Notes ...Forces shown are SUMMED at each level (top to btm)& un- factored. All drag forces are Un- factored. Shear wall dimensions (widths) shown are the panel width minus the 1/2 thickness of (2) 6 x posts (a pprox 6 "). 6.33 Max Drag load =- 11551b- Level 2 Min Dragload =- 23571b 37.13 Max Drag Toad =9046 l b -Level 1 Min Dragload =-45461b Shear wall at Grid Line 2 Level 2 Total shear wall piers = 2 Total wall length, Lwall = 24.83 ft Total shear panel length (sum of all piers), b = 12.42 ft Wind force = 2201 lb Design shear from wind force = W / (1.4 x b) = 126.62 lb /ft Seismic force, 0.7 x E = 1512 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA) (Wall weight)(L - wall)(h -wall) = 0.7(0.224)(12.0)(24.8)(8.0) = 373.8 lb (factored) Total seismic force, E = E + E -wall (factored) E = 1886 lb (un- factored) E = 2694 lb Design shear from seismic force = p(0.7 x E) / b = 151.88 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 151.9 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 12.42 ft. Based on wind = 2201.00 lb/12.42 ft(8.0 ft) = 1418.1 lb Based on seismic = 216.97 lb /ft(8.0 ft) = 1735.7 lb (Un- factored) Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 29 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S. = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Lac 0: 12.4 ft Panel, CW = 1418 TW = -1418 CE = 912 TE _ -1215 Use MST48 between levels Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 1885.8 lb / 24.8 ft = 75.9 lb /ft Wall shear, v = 1885.8 lb / 12.4 ft = 151.9 lb /ft dq = (v - q) = 75.9 lb /ft Segment Shear flow Width Strut (lbfft) (ft) Force (lb) 0 Solid 75.9 12.4 -942.9 1 Open 75.9 6.3 -462.0 Apply Section 12.10.2.1 i)x Max drag force = 2.50( -462 lb) = -1155 lb fix Min drag force = 2.50( -943 lb) = -2357 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 30 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Shear wall at Grid Line 2 Level 1 Total shear wall piers = 2 Total wall length, Lwall = 24.83 ft Total shear panel length (sum of all piers), b = 12.42 ft Wind force = 4739 lb Design shear from wind force = W / (1.4 x b) = 272.63 lb /ft Seismic force, 0.7 x E = 3438 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.119)(12.0)(24.8)(8.0) = 198.6 lb (factored) Total seismic force, E = E + E -wall + Sum E -wall above (factored) E = 3637 lb (un- factored) E = 5195 lb Design shear from seismic force = p (0.7 x E) / b = 292.88 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 292.9 lb /ft SW MARK = SW -3 Hold down forces Shear wall panel 1, L = 12.42 ft. Based on wind = 4739.17 lb/12.42 ft(8.0 ft) = 3053.4 lb Based on seismic = 418.40 lb /ft(8.0 ft) = 3347.2 lb (Un- factored) Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S09 = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 12.4 ft Panel, CW = -3108 TW = 3108 CE = -1793 TE = 2390 Use HDU5 at the base level Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 3636.6 lb / 24.8 ft = 146.4 lb /ft Wall shear, v = 3636.6 lb / 12.4 ft = 292.9 lb /ft dq = (v - q) = 146.4 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Solid 146.4 12.4 - 1818.3 1 Open 146.4 37.1 3618.3 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 31 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Apply Section 12.10.2.1 flx Max drag force = 2.50(3618 lb) = 9046 lb flx Min drag force = 2.50( -1818 lb) = -4546 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 32 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 200016 (E)" 1322Ib(W)'• W 27.50 -1953 Ib (E) -1617 lb (W) Shear wall at Grid 1.7 Notes "Forces shown are SUMMED at each level (top to btrn) & un- factored. A11 drag forces are Un- factored. Shear wall dimensions (widths) shown are the panel width minus the 1/2 thickness of (2) 6 x posts (a pprox 6 "). 6.08 III 4.00-1 Max Drag load =8390 Ib -Level 2 Min Dragload= 63941b Shear wall at Grid Line 1.7 Level 2 Total shear wall piers = 3 Total wall length, Lwall = 13.08 ft Total shear panel length (sum of all piers), b = 6.54 ft Wind force = 1322 lb Design shear from wind force = W / (1.4 x b) = 144.40 lb /ft Seismic force, 0.7 x E = 1400 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.224)(12.0)(13.1)(8.0) = 196.9 lb (factored) Total seismic force, E = E + E -wall (factored) E = 1597 lb (un- factored) E = 2281 lb Design shear from seismic force = p (0.7 x E) / b = 244.07 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 244.1 lb /ft SW MARK = SW -2 Hold down forces Shear wall panel 1, L = 6.54 ft. Based on wind = 1322.47 lb/6.54 ft(8.0 ft) = 1617.3 lb Based on seismic = 348.67 lb /ft(8.0 ft) = 2789.4 lb (Un- factored) Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 33 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S09 = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 6.5 ft Panel, CW = 1617 TW = -1617 CE = 1465 TE = -1953 Use MST48 between levels Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 1596.6 lb / 13.1 ft = 122.0 lb /ft Wall shear, v = 1596.6 lb / 6.5 ft = 244.1 lb /ft dq = (v - q) = 122.0 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Open 122.0 27.5 3355.9 1 Solid 122.0 6.5 2557.6 2 Open 122.0 4.0 3045.8 Apply Section 12.10.2.1 Clx Max drag force = 2.50(3356 lb) = 8390 lb flx Min drag force = 2.50(2558 lb) = 6394 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 34 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 3557 Ib (E)" 282916 (W)"-. 16001b (E)•• 916 Ib (W)•• 8.00 261b(W) 801b (E) Sri 1082 Ib (6) 17431b (0) 11191b(W) 9 14631b(W) - 11491b(E) - 116116 (W ) 6.04 5.46 r 7.04 15.46 r 5.04 4.00 Shear wall at Grid 1 Notes ••Forces shown are SUMMED at each level (top to btrn) & un- factored. All drag fortes are Un- factored. Shear wall dimensions (widths) shown are the panel width minus the 1/2 thkkness of (2) 6 x posts (approx 61. Max Drag load = 653 Ib- Level Min Dragload =- 10941b Max Drag load = 2245 Ib - Level 1 Min Dragload = -4491b Shear wall at Grid Line 1 Level 2 Total shear wall piers = 5 Total wall length, Lwall = 45.00 ft Total shear panel length (sum of all piers), b = 22.50 ft Wind force = 916 lb Design shear from wind force = W / (1.4 x b) = 29.07 lb /ft Seismic force, 0.7 x E = 1120 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.224)(12.0)(45.0)(8.0) = 677.4 lb (factored) Total seismic force, E = E + E -wall (factored) E = 1798 lb (un- factored) E = 2568 lb Design shear from seismic force = p (0.7 x E) / b = 79.89 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 79.9 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 8.50 ft. Based on wind = 915.56 lb/22.50 ft(8.0 ft) = 325.5 lb Based on seismic = 114.14 lb /ft(8.0 ft) = 913.1 lb (Un- factored) Shear wall Dane' 2, L = 14.00 ft. Based on wind = 915.56 lb/22.50 ft(8.0 ft) = 325.5 lb Based on seismic = 114.14 lb /ft(8.0 ft) = 913.1 lb (Un- factored) CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 35 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S. = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 8.5 ft Panel, CW = 326 TW = -326 CE = 480 TE = -639 Use MST48 between levels Loc 0: 14.0 ft Panel, CW = 326 TW = -326 CE = 480 TE = -639 Use MST48 between levels Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 1797.6 lb / 45.0 ft = 39.9 lb /ft Wall shear, v = 1797.6 lb / 22.5 ft = 79.9 lb /ft dq = (v - q) = 39.9 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Open 39.9 6.5 261.3 1 Solid 39.9 8.5 -78.2 2 Open 39.9 5.0 121.5 3 Solid 39.9 14.0 -437.8 4 Open 39.9 3.5 -296.3 Apply Section 12.10.2.1 Six Max drag force = 2.50(261 lb) = 653 lb ilx Min drag force = 2.50( -438 lb) = -1094 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 36 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Shear wall at Grid Line 1 Level 1 Total shear wall piers = 7 Total wall length, Lwall = 39.00 ft Total shear panel length (sum of all piers), b = 19.50 ft Wind force = 2829 lb Design shear from wind force = W / (1.4 x b) = 103.64 lb /ft Seismic force, 0.7 x E = 2490 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.119)(12.0)(39.0)(8.0) = 311.9 lb (factored) Total seismic force, E = E + E -wall + Sum E -wall above (factored) E = 2802 lb (un- factored) E = 4003 lb Design shear from seismic force = p (0.7 x E) / b = 143.68 lb /ft Notes: 1. p= 1.00 2. All wood shear walls pass the h/w ratio per (Section 2305.3.4) Seismic controls, therefore v = 143.7 lb /ft $W MARK = SW -1 Hold down forces Shear wall panel 1, L = 6.50 ft. Based on wind = 2829.27 lb/19.50 ft(8.0 ft) = 1160.7 lb Based on seismic = 205.26 lb /ft(8.0 ft) = 1642.1 lb (Un- factored) Shear wall panel 2, L = 7.50 ft. Based on wind = 2829.27 lb/19.50 ft(8.0 ft) = 1160.7 lb Based on seismic = 205.26 lb /ft(8.0 ft) = 1642.1 lb (Un- factored) Shear wall panel 3, L = 5.50 ft. Based on wind = 2829.27 lb/19.50 ft(8.0 ft) = 1160.7 lb Based on seismic = 205.26 lb /ft(8.0 ft) = 1642.1 lb (Un- factored) Factored hold -down forces from overturning COMBINATION OF HOLD -DOWN FORCES CW = Compression from Wind forces - EQ 2.4.1 -5 TW = Tension (Uplift) from Wind forces - EQ 2.4.1 -7 CE = Compression from Seismic forces - EQ 2.4.1 -5 TE = Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 Controlling load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S09 = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 6.5 ft Panel, CW = -1119 TW = 1119 CE = -811 TE = 1082 Use HDU4 at the base level Loc 0: 7.5 ft Panel, CW = -1463 TW = 1463 CE = -1308 TE = 1743 Use HDU4 at the base level Loc 0: 5.5 ft Panel, CW = 1161 TW = -1161 CE = 862 TE = -1149 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 37 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Use HDU4 at the base level Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 2801.9 lb / 39.0 ft = 71.8 lb /ft Wall shear, v = 2801.9 lb / 19.5 ft = 143.7 lb /ft dq = (v - q) = 71.8 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Open 71.8 6.5 467.0 1 Solid 71.8 6.5 -0.0 2 Open 71.8 5.0 359.2 3 Solid 71.8 7.5 -179.6 4 Open 71.8 15.0 898.0 5 Solid 71.8 5.5 502.9 6 Open 71.8 4.0 790.3 Apply Section 12.10.2.1 flx Max drag force = 2.50(898 lb) = 2245 lb f]x Min drag force = 2.50( -180 lb) = -449 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 38 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 185 Ib (E)" 3161b (W)" 8.00 11.54 Nn /SW -1 HDU4' (W) ;170 Ib (E) -227 b(E) - 4571b( 1.50 Shear wall at Grid 3 Notes **Forces shown are SUMMED at each level (top to btm) & u n- factored. All drag forces are Un- factored. Shear wall dimensions (widths) shown are the panel width minus the 1/2 thickness of (2) 6 x posts (approx 6'). 16.46 Max Drag load = 1913 Ib - Level 1 Min Dragload = 755 Ib i5W -1 'HDU4 (W) 1701b (E) -2271b ( ) -457 Ib( )1.04 Shear wall at Grid Line 3 Level 1 Total shear wall piers = 4 Total wall length, Lwall = 5.42 ft Total shear panel length (sum of all piers), b = 3.46 ft Wind force = 316 lb Design shear from wind force = W / (1.4 x b) = 65.29 lb /ft Seismic force, 0.7 x E = 130 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.119)(12.0)(5.4)(5.0) = 27.1 lb (factored) Total seismic force, E = E + E -wall + Sum E -wall above (factored) E = 157 lb (un- factored) E = 224 lb * *Design shear from seismic force = p (0.7 x E) / b = 75.57 lb /ft h/w = 3.333 Notes: 1. p= 1.00 2. * *Design shear has been factored up by the maximum h /2w (Section 2305.3.4) for SW with h/w > 2.0 Seismic controls, therefore v = 75.6 lb /ft $W MARK - SW -1 Hold down forces Shear wall panel 1, L = 1.96 ft. Based on wind = 316.11 lb/3.46 ft(5.0 ft) = 457.0 lb Based on seismic = 64.78 lb /ft(5.0 ft) = 323.9 lb (Un- factored) Shear wall panel 2, L = 1.50 ft. Based on wind = 316.11 lb/3.46 ft(5.0 ft) = 457.0 lb Based on seismic = 64.78 lb /ft(5.0 ft) = 323.9 lb (Un- factored) Factored hold -down forces from overturning CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 39 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 COMBINATION CW = TW = CE = TE _ Controlling OF HOLD -DOWN FORCES Compression from Wind forces - EQ 2.4.1 -5 Tension (Uplift) from Wind forces - EQ 2.4.1 -7 Compression from Seismic forces - EQ 2.4.1 -5 Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) Sps = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 2.0 ft Panel, CW = 457 TW = -457 CE = 170 TE = -227 Use HDU4 at the base level Loc 0: 1.5 ft Panel, CW = 457 TW = -457 CE = 170 TE = -227 Use HDU4 at the base level Drag forces Delta shear flow between SW and diaphragm, dq = Sum(v, ASD) - q Diaphragm shear, q = Wall shear / Wall length = 156.8 lb / 5.4 ft = 28.9 lb /ft Wall shear, v = 156.8 lb / 3.5 ft = 45.3 lb /ft dq = (v - q) = 16.4 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Open 28.9 11.5 334.1 1 Solid 16.4 2.0 302.0 2 Open 28.9 16.0 765.2 3 Solid 16.4 1.5 740.6 Apply Section 12.10.2.1 f]x Max drag force = 2.50(765 lb) = 1913 lb f]x Min drag force = 2.50(302 lb) = 755 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 40 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 19771b (E) "" 22421b (W)• 6442X4Ai:.7%'c - - - - "x'fi'fiLtlx3 "u::'•' =:5. &'8ruL`• ^..ia[u,: ..:L`3E4ti:b w-1 /IDU 13051 X652 1 31.00 Shear wall atGrid 2.8 Notes "'Forces shown are SUMMED at each level (top to btm) & un- factored. All drag forces are Un- factored. Shear wall dimensions (widths) shown are the panel width minus the 1/2 thickness of (2) 6 x posts (approx 6 "). .#.foSEitr:.3FjiTf@'S.I maag 'GIN Max Drag load = 984616 - Level 1 Min Dra gl oad = 842016 W4 SW- ss�� r \ DU4\ (W) \33051 ( ) E X521 16 E -8691b -8691b (6) -1305 L- 13051bON) 5.71 - +1.874 -8691b (E) - 13051b (W 8.63 F1.87 Shear wall at Grid Line 2.8 Level 1 Total shear wall piers = 5 Total wall length, Lwall = 13.75 ft Total shear panel length (sum of all piers), b = 13.75 ft Wind force = 2242 lb Design shear from wind force = W / (1.4 x b) = 116.49 lb /ft Seismic force, 0.7 x E = 1384 lb (from diaphragm analysis - un- factored forces) Seismic inertia force on the wall panel at this level: E -wall = 0.70(SA)(Wall weight)(L - wall)(h -wall) = 0.7(0.119)(12.0)(13.7)(8.0) = 110.0 lb (factored) Total seismic force, E = E + E -wall + Sum E -wall above (factored) E = 1494 lb (un- factored) E = 2134 lb * *Design shear from seismic force = p(0.7 x E) / b = 186.24 lb /ft h/w = 3.429 Notes: 1. p= 1.00 2. * *Design shear has been factored up by the maximum h /2w (Section 2305.3.4) for SW with h/w > 2.0 Seismic controls, therefore v = 186.2 lb /ft SW MARK = SW -1 Hold down forces Shear wall panel 1, L = 2.33 ft. Based on wind = 2242.43 lb/13.75 ft(8.0 ft) = 1304.7 lb Based on seismic = 155.20 lb /ft(8.0 ft) = 1241.6 lb (Un- factored) Shear wall panel 2, L = 9.08 ft. Based on wind = 2242.43 lb/13.75 ft(8.0 ft) = 1304.7 lb Based on seismic = 155.20 lb /ft(8.0 ft) = 1241.6 lb (Un- factored) Shear wall panel 3, L = 2.33 ft. Based on wind = 2242.43 lb/13.75 ft(8.0 ft) = 1304.7 lb Based on seismic = 155.20 lb /ft(8.0 ft) = 1241.6 lb (Un- factored) CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 41 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Factored hold -down forces from overturning COMBINATION CW = TW = CE = TE = Controlling OF HOLD -DOWN FORCES Compression from Wind forces - EQ 2.4.1 -5 Tension (Uplift) from Wind forces - EQ 2.4.1 -7 Compression from Seismic forces - EQ 2.4.1 -5 Tension (Uplift) from Seismic forces - EQ 2.4.1 -8 load cases based on ASD (1.0 + 0.105 *SDS)D + (0.75)L + (0.5252)E for compression (Par 12.4.2.3 - 6.) (.6- 0.14 *SDS)D - (0.7)E for uplift (Par 12.4.2.3 - 8.) S,, = 0.982 Note: For compressive axial loads, L, S and additional Dead, where shear walls are supported by beams and /or columns, refer to the Gravity analysis section for Em calculation. Axial loads in this section are due to lateral forces only. Loc 0: 2.3 ft Panel, CW = 1305 TW = -1305 CE = 652 TE = -869 Use HDU4 at the base level Loc 0: 9.1 ft Panel, CW = 1305 TW = -1305 CE = 652 TE = -869 Use HDU4 at the base level Loc 0: 2.3 ft Panel, CW = 1305 TW = -1305 CE = 652 TE = -869 Use HDU4 at the base level Drag forces Delta shear flow between Diaphragm shear, lb /ft Wall shear, v = dq = (v - q) = 0. SW and diaphragm, dq = Sum(v, ASD) - q q = Wall shear / Wall length = 1493.8 lb / 13.7 ft = 108.6 1493.8 lb / 13.7 ft = 108.6 lb /ft 0 lb /ft Segment Shear flow Width Strut (lb /ft) (ft) Force (lb) 0 Open 108.6 31.0 3367.9 1 Open 108.6 5.3 3938.2 2 Solid 0.0 2.3 3938.2 3 Solid 0.0 9.1 3938.2 4 Solid 0.0 2.3 3938.2 Apply Section 12.10.2.1 flx Max drag force = 2.50(3938 lb) = 9846 lb flx Min drag force = 2.50(3368 lb) = 8420 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 42 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 GRAVITY ANALYSIS Design loads: Snow Toad = 25 psf Roof dead load = 15 psf Live load = 40 psf Dead load = 12 psf Roof design - roof consists of pre - manufactured trusses - design supporting elements & compute girder truss reactions. B0 -2 x 10 (2 plies), HF No 2 1 r 5.00' Design Beam# 0 Applied distributed Toads: Load w1: S2 = 25.00 psf x 9.54'/2 = 119.27 lb /ft RD2 = 15.00 psf x 9.54'/2 = 71.56 lb /ft Factored point loads: Factored distributive loads: load w1(1): LHS (1) D + L = 71.6 + 0.0 = 71.6 lb /ft LHS (2) D + S = 71.6 + 119.3 = 190.8 lb /ft LHS (3) D + 0.75S + 0.75L = 71.6 + (0.75)119.3 X (0.75)0.0 = 161.0 lb /ft LHS (4) D + W = 71.6 + 0.0 = 71.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)71.6 + (0.75)0.00 + (0.7)0.0 = 71.6 lb /ft LHS (6) (0.6)D - W = (0.6)71.6 + 0.0 = 42.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)71.6 + (0.7)0.0 = 42.9 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 43 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 * *Beam design forces ** D +L D +S D+.75S+.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.104 -0.277 -0.234 -0.104 -0.104 -0.062 -0.062 Location (ft) 2.500 2.500 2.500 2.500 2.500 2.500 2.500 Deflection Max 0.006 0.015 0.012 0.006 0.006 0.003 0.003 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min -178.9 -477.1 -402.5 - 178.9 -178.9 -107.3 -107.3 Shear Max 178.9 477.1 402.5 178.9 178.9 107.3 107.3 Moment Min -0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Moment Max 223.6 596.4 503.2 223.6 223.6 134.2 134.2 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 170.0 453.2 382.4 170.0 170.0 102.0 102.0 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.000 ft. D +L D +S D +.75S +.75L D +L D+.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 170.0 453.2 382.4 170.0 170.0 102.0 102.0 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, Co= 1.00 Beam /Joist span, L = 5.00 ft Design Toads Max moment, M = 596 ft-lb Min moment, M = 0 ft-lb Min Shear, V= -477 ft-lb Max Shear, V= 477 ft-lb Deflection = -2.673 / E 1 x 106(As a function of stiffness) fbx = M(12) / Sx = 596(12)/(42.8 in3) = 167 psi Max Reaction RMAx = 2000 lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 44 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design shear, V = 477 lb fv = 1.5V/A = 1.5(477)/(27.8 in2) = 12.89 psi Beam design - 2 x 10 (2) plies , HF No 2 Beam /Joist properties Area = 27.75 in2 Sx = 42.781 in3 Ix = 197.8633 in4 E = 1.30 x 108 psi Check Bending Cr =1.00 CM= 1.00 C, = 1.00 Cf = 1.10 CI = 1.00 CL = 1.000 F'b = FbCDCMCiCLCf CrCI Fib = 850(1.00)(1.00 )(1.00)(1.00)(1.10)(1.00)(1.00) = 935 psi F'bx = 935 psi > fbx = 167 psi, RESULT = PASS Check Shear F'v = Fv CD CM CI CH F'v = 75(1.00)(1.00)(1.00)(1.00) = 75 psi F'v = 75 psi > fv = 13 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.00(12)/480 = 0.125 in. Beam deflection = 0.000 in. Live + dead load deflection = -0.010 in. Total deflection = 10.0101 in. < 0.125 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 45 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 posup, x 10 (2 plies), HF No 2 � r 5.00' Design Beam# 1 Applied distributed Toads: Load w1: S2 = 25.00 psf x 9.54'/2 = 119.27 lb /ft RD2 = 15.00 psf x 9.54'/2 = 71.56 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 71.6 + 0.0 = 71.6 lb /ft LHS (2) D + S = 71.6 + 119.3 = 190.8 lb /ft LHS (3) D + 0.75S + 0.75L = 71.6 + (0.75)119.3 X (0.75)0.0 = 161.0 lb /ft LHS (4) D + W = 71.6 + 0.0 = 71.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)71.6 + (0.75)0.00 + (0.7)0.0 = 71.6 lb /ft LHS (6) (0.6)D - W = (0.6)71.6 + 0.0 = 42.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)71.6 + (0.7)0.0 = 42.9 lb /ft * *Beam design forces ** D +L D+S D +.75S +.75L D +L +E D+.7W .6D +W .6D +.7E Deflection Min -0.104 -0.277 -0.234 -0.104 -0.104 -0.062 -0.062 Location (ft) 2.500 2.500 2.500 2.500 2.500 2.500 2.500 Deflection Max 0.006 0.015 0.012 0.006 0.006 0.003 0.003 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -178.9 -477.1 -402.5 -178.9 -178.9 -107.3 -107.3 178.9 477.1 402.5 178.9 178.9 107.3 107.3 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 46 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Moment Min Moment Max -0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 223.6 596.4 503.2 223.6 223.6 134.2 134.2 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 170.0 453.2 382.4 170.0 170.0 102.0 102.0 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.000 ft. D+L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 170.0 453.2 382.4 170.0 170.0 102.0 102.0 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 5.00 ft Design Toads Max moment, M = 596 ft-Ib Min moment, M = 0 ft -Ib Min Shear, V = -477 ft -Ib Max Shear, V = 477 ft -Ib Deflection = -2.673 / E I x 106 (As a function of stiffness) fbx = M(12) / Sx = 596(12)/(42.8 in3) = 167 psi Max Reaction RMAx = 2000 Ib Design shear, V = 477 Ib fv = 1.5V/A = 1.5(477)/(27.8 in2) = 12.89 psi Beam design - 2 x 10 (2) plies , HF No 2 Beam /Joist properties Area = 27.75 in2 Sx = 42.781 in3 Ix = 197.8633 in4 E = 1.30 x 106 psi CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 47 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Check Bending Cr= 1.00 Cm= 1.00 Cc = 1.00 Cf = 1.10 CI = 1.00 CL = 1.000 F' b = Fb CD CM CI CL Cf Cr Ci F'b = 850(1.00)(1.00 )(1.00)(1.00)(1.10)(1.00)(1.00) = 935 psi F'bx = 935 psi > fbx = 167 psi, RESULT = PASS Check Shear F'„ = F„CDCMCICH F' = 75(1.00)(1.00)(1.00)(1.00) = 75 psi F'v = 75 psi > fv = 13 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.00(12)/480 = 0.125 in. Beam deflection = 0.000 in. Live + dead Toad deflection = -0.010 in. Total deflection = 10.0101 in. < 0.125 in., RESULT = PASS Bm0 Bml wL 4.75' 4.67' Design Beam# 2 T V,, 14.25' GT2 19.04' 4.75' ASD factored transfer loads (from beams or columns): Point load from Column supporting Beam 0: CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 48 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Load Case 1 Axial 0.0 Shear 170.0 Moment 0.0 2 0.0 453.2 0.0 3 0.0 382.4 0.0 4 0.0 170.0 0.0 5 0.0 170.0 0.0 6 0.0 102.0 0.0 7 0.0 0.0 0.0 Point load from Bml: Load Case 1 2 Axial 0.0 0.0 Shear 170.0 453.2 Moment 0.0 0.0 3 0.0 382.4 0.0 4 0.0 170.0 0.0 5 0.0 170.0 0.0 6 0.0 102.0 0.0 7 0.0 0.0 0.0 Applied distributed loads: Load wi: S2 = 25.00 psf x 5.00'12 = RD2 = 15.00 psf x 5.00'/2 = Load w2: S2 = 25.00 psf x 5.00'/2 = RD2 = 15.00 psf x 5.00'/2 = Load w3: S2 = 25.00 psf x 8.00'/2 = RD2 = 15.00 psf x 8.00'/2 = Factored point Toads: 62.50 lb /ft 37.50 lb /ft 62.50 lb /ft 37.50 lb /ft 100.06 lb /ft 60.03 lb /ft Factored distributive Toads: Toad w1(1): LHS (1) D + L = 37.5 + 0.0 = 37.5 lb /ft LHS (2) D + S = 37.5 + 62.5 = 100.0 lb /ft LHS (3) D + 0.75S + 0.75L = 37.5 + (0.75)62.5 X (0.75)0.0 = 84.4 lb /ft LHS (4) D + W = 37.5 + 0.0 = 37.5 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)37.5 + (0.75)0.00 + (0.7)0.0 = 37.5 lb /ft LHS (6) (0.6)D - W = (0.6)37.5 + 0.0 = 22.5 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)37.5 + (0.7)0.0 = 22.5 lb /ft Toad w2(2): LHS (1) D + L = 37.5 + 0.0 = 37.5 lb /ft LHS (2) D + S = 37.5 + 62.5 = 100.0 lb /ft LHS (3) D + 0.75S + 0.75L = 37.5 + (0.75)62.5 X (0.75)0.0 = 84.4 lb /ft LHS (4) D + W = 37.5 + 0.0 = 37.5 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)37.5 + (0.75)0.00 + (0.7)0.0 = 37.5 lb /ft LHS (6) (0.6)D - W = (0.6)37.5 + 0.0 = 22.5 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)37.5 + (0.7)0.0 = 22.5 lb /ft load w3(3): LHS (1) D + L = 60.0 + 0.0 = 60.0 lb /ft LHS (2) D + S = 60.0 + 100.1 = 160.1 lb /ft LHS (3) D + 0.75S + 0.75L = 60.0 + (0.75)100.1 X (0.75)0.0 = 135.1 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 49 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 LHS (4) D + W = 60.0 + 0.0 = 60.0 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.0 + (0.75)0.00 + (0.7)0.0 = 60.0 lb /ft LHS (6) (0.6)D - W = (0.6)60.0 + 0.0 = 36.0 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.0 + (0.7)0.0 = 36.0 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D+.7E Deflection Min - 27.612 - 73.633 - 62.128 - 27.612 - 27.612 - 16.567 - 16.567 Location (ft) 9.520 9.520 9.520 9.520 9.520 9.520 9.520 Deflection Max 0.392 1.046 0.882 0.392 0.392 0.235 0.235 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max Shear Min Shear Max Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -919.6 - 2452.2 - 2069.1 -919.6 -919.6 -551.7 -551.7 919.6 2452.2 2069.1 919.6 919.6 551.8 551.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3950.5 10534.8 8888.7 3950.5 3950.5 2370.3 2370.3 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S+.75L D +L D+.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 873.2 2328.4 1964.6 873.2 873.2 523.9 523.9 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 19.040 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 873.2 2328.4 1964.6 873.2 873.2 523.9 523.9 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 50 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 S1 GT3 24.79' Design Beam# 3 Applied distributed Toads: Load w1: S2 = 25.00 psf x 8.00'/2 = 100.06 lb /ft RD2 = 15.00 psf x 8.00'/2 = 60.03 lb /ft Factored point Toads: Factored distributive Toads: load w1(1): LHS (1) D + L = 60.0 + 0.0 = 60.0 lb /ft LHS (2) D + S = 60.0 + 100.1 = 160.1 lb /ft LHS (3) D + 0.75S + 0.75L = 60.0 + (0.75)100.1 X (0.75)0.0 = 135.1 lb /ft LHS (4) D + W = 60.0 + 0.0 = 60.0 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.0 + (0.75)0.00 + (0.7)0.0 = 60.0 lb /ft LHS (6) (0.6)D - W = (0.6)60.0 + 0.0 = 36.0 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.0 + (0.7)0.0 = 36.0 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D+.7W .6D+W .6D+.7E Deflection Min Location (ft) Deflection Max Location (ft) - 52.664 - 140.437 - 118.493 - 52.664 - 52.664 - 31.598 - 31.598 12.395 12.395 12.395 12.395 12.395 12.395 12.395 0.566 1.509 1.273 0.566 0.566 0.340 0.340 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -744.1 - 1984.3 - 1674.3 -744.1 -744.1 -446.5 -446.5 744.1 1984.3 1674.3 744.1 744.1 446.5 446.5 Moment Min Moment Max -0.0 -0.0 0.0 -0.0 -0.0 -0.0 -0.0 4611.7 12298.0 10376.4 4611.7 4611.7 2767.0 2767.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 51 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 706.9 1885.1 1590.6 706.9 706.9 424.2 424.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 24.790 ft. D+L D +S D+.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 706.9 1885.1 1590.6 706.9 706.9 424.2 424.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GT3 v v IT S1 8.00' B4 -3.000 }C 18.000, GLB 24F -V4 Design Beam# 4 18.42' 10.42' S2 ASD factored transfer loads (from beams or columns): Point Toad from Bm3: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 706.9 1885.1 1590.6 706.9 706.9 424.2 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load wl: S2 = 25.00 psf x 24.79'/2 = 309.90 lb /ft RD2 = 15.00 psf x 24.79'/2 = 185.94 lb /ft Factored point Toads: Factored distributive Toads: load w1(1): CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 52 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 LHS (1) D + L = 185.9 + 0.0 = 185.9 lb /ft LHS (2) D + S = 185.9 + 309.9 = 495.8 lb /ft LHS (3) D + 0.75S + 0.75L = 185.9 + (0.75)309.9 X (0.75)0.0 = 418.4 lb /ft LHS (4) D + W = 185.9 + 0.0 = 185.9 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)185.9 + (0.75)0.00 + (0.7)0.0 = 185.9 lb /ft LHS (6) (0.6)D - W = (0.6)185.9 + 0.0 = 111.6 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)185.9 + (0.7)0.0 = 111.6 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min Location (ft) Deflection Max Location (ft) - 46.082 - 122.885 - 103.685 - 46.082 - 46.082 - 27.649 - 27.649 9.210 9.210 9.210 9.210 9.210 9.210 9.210 0.683 1.821 1.536 0.683 0.683 0.410 0.410 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max Shear Min Shear Max Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 1696.3 - 4523.5 - 3816.7 - 1696.3 - 1696.3 - 1017.8 - 1017.8 947.2 2526.0 2131.3 947.2 947.2 568.3 568.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7736.9 20631.7 17408.0 7736.9 7736.9 4642.1 4642.1 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES SHEAR FORCES MOMENTS 0.0 947.2 0.0 REACTION AT X = 18.420 ft. D +L 0.0 2526.0 0.0 0.0 2131.3 0.0 0.0 947.2 0.0 0.0 947.2 0.0 0.0 0.0 568.3 568.3 0.0 0.0 D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES SHEAR FORCES MOMENTS 0.0 1610.7 0.0 0.0 4295.1 0.0 0.0 3624.0 0.0 0.0 1610.7 0.0 0.0 1610.7 0.0 0.0 0.0 966.4 966.4 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 53 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 V GT5 16.04 S2 Design Beam# 5 Applied distributed Toads: Load w1: S2 = 25.00 psf x 8.03'/2 = 100.36 lb /ft RD2 = 15.00 psf x 8.03'/2 = 60.22 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 60.2 + 0.0 = 60.2 lb /ft LHS (2) D + S = 60.2 + 100.4 = 160.6 lb /ft LHS (3) D + 0.75S + 0.75L = 60.2 + (0.75)100.4 X (0.75)0.0 = 135.5 lb /ft LHS (4) D + W = 60.2 + 0.0 = 60.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.2 + (0.75)0.00 + (0.7)0.0 = 60.2 lb /ft LHS (6) (0.6)D - W = (0.6)60.2 + 0.0 = 36.1 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.2 + (0.7)0.0 = 36.1 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D+L +E D +.7W .6D +W .6D +.7E Deflection Min -9.259 - 24.690 - 20.832 -9.259 -9.259 -5.555 -5.555 Location (ft) 8.020 8.020 8.020 8.020 8.020 8.020 8.020 Deflection Max 0.154 0.410 0.346 0.154 0.154 0.092 0.092 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -483.0 - 1287.9 - 1086.6 -483.0 -483.0 -289.8 -289.8 483.0 1287.9 1086.6 483.0 483.0 289.8 289.8 Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 -0.0 -0.0 1936.6 5164.4 4357.4 1936.6 1936.6 1162.0 1162.0 Notes CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 54 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 458.8 1223.5 1032.3 458.8 458.8 275.3 275.3 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 16.040 ft. D +L D +S D +.75S +.75L D +L D+.7W .6D+W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 458.8 1223.5 1032.3 458.8 458.8 275.3 275.3 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 T T 5.10' 8.08' GT7 Design Beam# 6 16.12' ASD factored transfer loads (from beams or columns): Point load from Bm7: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 722.1 1925.5 1624.7 722.1 722.1 433.2 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load wi: S2 = 25.00 psf x 25.27'/2 = 315.89 lb /ft RD2 = 15.00 psf x 25.27'/2 = 189.53 lb /ft Factored point loads: Factored distributive loads: Toad w1(1): CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 55 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 LHS (1) D + L = 189.5 + 0.0 = 189.5 lb /ft LHS (2) D + S = 189.5 + 315.9 = 505.4 lb /ft LHS (3) D + 0.75S + 0.75L = 189.5 + (0.75)315.9 X (0.75)0.0 = 426.4 lb /ft LHS (4) D + W = 189.5 + 0.0 = 189.5 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)189.5 + (0.75)0.00 + (0.7)0.0 = 189.5 lb /ft LHS (6) (0.6)D - W = (0.6)189.5 + 0.0 = 113.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)189.5 + (0.7)0.0 = 113.7 lb /ft * *Beam design forces ** D +L D +S D+.75S+.75L D +L +E D +.7W .6D +W .6D+.7E Deflection Min - 26.261 - 70.029 - 59.087 - 26.261 - 26.261 - 15.757 - 15.757 Location (ft) 8.104 8.104 8.104 8.104 8.104 8.104 8.104 Deflection Max 0.393 1.047 0.884 0.393 0.393 0.236 0.236 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -749.1 - 1997.6 - 1685.5 -749.1 - 749.1 -449.5 -449.5 1508.9 4023.9 3395.1 1508.9 1508.9 905.4 905.4 Moment Min Moment Max -0.0 0.0 -0.0 -0.0 -0.0 0.0 0.0 6004.8 16012.8 13510.8 6004.8 6004.8 3602.9 3602.9 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D+.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1432.6 3820.2 3223.3 1432.6 1432.6 859.5 859.5 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 16.120 ft. D+L D +S D+.75S+.75L D+L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 749.1 1997.6 1685.5 749.1 749.1 449.5 449.5 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 56 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 GT7 25.27' Design Beam# 7 Applied distributed loads: Load w1: S2 = 25.00 psf x 8.02'/2 = 100.26 lb /ft RD2 = 15.00 psf x 8.02'/2 = 60.16 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 60.2 + 0.0 = 60.2 lb /ft LHS (2) D + S = 60.2 + 100.3 = 160.4 lb /ft LHS (3) D + 0.75S + 0.75L = 60.2 + (0.75)100.3 X (0.75)0.0 = 135.4 lb /ft LHS (4) D + W = 60.2 + 0.0 = 60.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.2 + (0.75)0.00 + (0.7)0.0 = 60.2 lb /ft LHS (6) (0.6)D - W = (0.6)60.2 + 0.0 = 36.1 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.2 + (0.7)0.0 = 36.1 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min Location (ft) Deflection Max Location (ft) - 56.978 - 151.941 - 128.200 - 56.978 - 56.978 - 34.187 - 34.187 12.635 12.635 12.635 12.635 12.635 12.635 12.635 0.601 1.602 1.351 0.601 0.601 0.360 0.360 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -760.1 - 2026.9 - 1710.2 -760.1 -760.1 -456.0 -456.0 760.1 2026.9 1710.2 760.1 760.1 456.0 456.0 Moment Min Moment Max 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 4801.8 12804.7 10804.0 4801.8 4801.8 2881.1 2881.1 Notes CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 57 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D+.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 722.1 1925.5 1624.7 722.1 722.1 433.2 433.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 25.270 ft. D +L D+S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 722.1 1925.5 1624.7 722.1 722.1 433.2 433.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 T B8-4 x 4, DF No 1 S1 5.29 S 2 Design Beam# 8 Applied distributed Toads: Load w1: S2 = 25.00 psf x 8.02'/2 = 100.26 lb /ft RD2 = 15.00 psf x 8.02'/2 = 60.16 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 60.2 + 0.0 = 60.2 lb /ft LHS (2) D + S = 60.2 + 100.3 = 160.4 lb /ft LHS (3) D + 0 75S + 0.75L = 60.2 + (0.75)100.3 X (0.75)0.0 = 135.4 lb /ft LHS (4) D + W = 60.2 + 0.0 = 60.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.2 + (0.75)0.00 + (0.7)0.0 = 60.2 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 58 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 LHS (6) (0.6)D - W = (0.6)60.2 + 0.0 = 36.1 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.2 + (0.7)0.0 = 36.1 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.109 -0.292 -0.246 -0.109 -0.109 -0.066 -0.066 Location (ft) 2.645 2.645 2.645 2.645 2.645 2.645 2.645 Deflection Max 0.006 0.015 0.012 0.006 0.006 0.003 0.003 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -159.1 -424.3 -358.0 -159.1 -159.1 -95.5 -95.5 159.1 424.3 358.0 159.1 159.1 95.5 95.5 Moment Min Moment Max -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 210.4 561.1 473.5 210.4 210.4 126.3 126.3 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 151.2 403.1 340.1 151.2 151.2 90.7 90.7 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.290 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 151.2 403.1 340.1 151.2 151.2 90.7 90.7 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD = 1.00 Beam /Joist span, L = 5.29 ft Design Toads Max moment, M = 561 ft-lb Min moment, M = -0 ft-lb Min Shear, V =-424 ft-lb Max Shear, V= 424 ft-lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 59 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Deflection = -2.815 / E ix 106 (As a function of stiffness) fbx = M(12) / Sx = 561(12)1(7.1 in3) = 942 psi Max Reaction RMAx = 2000 Ib Design shear, V = 424 Ib fv = 1,5V /A = 1.5(424)/(12.3 in2) = 51.96 psi Beam design - 4 x 4, DF No 1 Beam /Joist properties Area = 12.25 in2 Sx = 7.146 in3 Ix = 12.5052 in4 E = 1.70 x 108 psi Check Bending C, =1.00 CM= 1.00 Ct = 1.00 Cf = 1.50 C, = 1.00 CL = 1.000 Fib = FbCDCMCICLCfCrCf Fib = 1000(1.00)(1.00 )(1.00)(1.00)(1.50)(1.00)(1.00) = 1500 psi F'bx = 1500 psi > fbx = 942 psi, RESULT = PASS Check Shear F'„ = F„ CD CM CI CH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 52 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.29(12)/480 = 0.132 in. Beam deflection = 0.002 in. Live + dead Toad deflection = -0.132 in. Total deflection = 10.1301 in. < 0.132 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 60 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 B9- 4x6,DFNo2 �X Si S2 5.46' Design Beam# 9 Applied distributed Toads: Load w1: S2 = 25.00 psf x 8.02'/2 = 100.26 lb /ft RD2 = 15.00 psf x 8.02'/2 = 60.16 lb /ft Factored point loads: Factored distributive Toads: load w1(1): LHS (1) D + L = 60.2 + 0.0 = 60.2 lb /ft LHS (2) D + S = 60.2 + 100.3 = 160.4 lb /ft LHS (3) D + 0.75S + 0.75L = 60.2 + (0.75)100.3 X (0.75)0.0 = 135.4 lb /ft LHS (4) D + W = 60.2 + 0.0 = 60.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.2 + (0.75)0.00 + (0.7)0.0 = 60.2 lb /ft LHS (6) (0.6)D - W = (0.6)60.2 + 0.0 = 36.1 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.2 + (0.7)0.0 = 36.1 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.124 -0.331 -0.279 -0.124 -0.124 -0.075 -0.075 Location (ft) 2.730 2.730 2.730 2.730 2.730 2.730 2.730 Deflection Max 0.006 0.016 0.014 0.006 0.006 0.004 0.004 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 61 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Shear Min Shear Max Moment Min Moment Max -164.2 -437.9 -369.5 -164.2 -164.2 -98.5 -98.5 164.2 437.9 369.5 164.2 164.2 98.5 98.5 -0.0 0.0 0.0 -0.0 -0.0 -0.0 -0.0 224.2 597.8 504.4 224.2 224.2 134.5 134.5 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S+.75L D +L D+.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 156.0 416.0 351.0 156.0 156.0 93.6 93.6 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.460 ft. D +L D +S D +.75S +.75L D +L D+.7W .6D+W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 156.0 416.0 351.0 156.0 156.0 93.6 93.6 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 5.46 ft Design Toads Max moment, M = 598 ft-lb Min moment, M = 0 ft-lb Min Shear, V=- 438ft-lb Max Shear, V = 438 ft-lb Deflection = -3.195 / E I x 106 (As a function of stiffness) fbx = M(12) /'Sx = 598(12)/(17.6 in3) = 407 psi Max Reaction RMAx = 2000 lb Design shear, V= 438 Ib fv = 1.5V/A = 1.5(438)/(19.3 inZ) = 34.12 psi Beam design - 4 x 6, DF No 2 Beam /Joist properties Area = 19.25 in2 Sx = 17.646 in3 Ix = 48.5260 in4 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 62 PROJECT NAME: 4633160TH ST, TUKWILA JOB: L7 -1388 E= 1.60x108 psi Check Bending Cr= 1.00 CM= 1.00 Ct = 1.00 Cf = 1.30 CI = 1.00 CL = 1.00x0 F'b =FbCDCMCICLCfCrCI F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.30)(1.00)(1.00) = 1170 psi F'bx = 1170 psi > fbx = 407 psi, RESULT = PASS Check Shear F'„ = F„CDCMCICH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 34 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.46(12)/480 = 0.136 in. Beam deflection = 0.001 in. Live + dead load deflection = -0.041 in. Total deflection = 10.0401 in. < 0.136 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 63 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design third floor framing Design typical floor joists - maximum span = 16 ft 69.3 Ib /ft 111�iE11T 1 555 II h1[j1 llfllillllll �� li;I111111111 16.00' 2x10,DFNo1 Load duration = Floor Live, CD= 1.00 Live load = 40.0, psf Dead Toad = 12.0, psf Tributary width = 1.33, ft Beam /Joist span, L = 16.00 ft Design Toads Max total moment, M = w L 2/8 = 69.32(16.00)2/8 = 2218 ft-Ib fbx = M(12) / Sx = 2218(12)/(21.4 in3) = 1244 psi Max total shear, V= w L /2 = 69.32(16.00)/2 = 555 Ib fv = 1.5V /A = 1.5(555)/(13.9 in2) = 59.95 psi Max total reaction, R = w L /2 = 69.32(16.00)/2 = 555 Ib Beam design - 2 x 10, DF No 1 Beam /Joist properties Area = 13.88 in2 Sx = 21.391 in3 Ix = 98.9316 in4 E = 1.70 x 106 psi Check Bending Cr = 1.15 CM= 1.00 555 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 64 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 CL = 1.00 Cf = 1.10 Ci = 1.00 C1 = 1.000 F'b =FbCDCMCICLCfCrCi F'b = 1000(1.00)(1.00 )(1.00)(1.00)(1.10)(1.15)(1.00) = 1265 psi F'bx = 1265 psi > fbx = 1244 psi, RESULT = PASS Check Shear F'v = FVCDCMCICH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 60 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 16.00(12)/240 = 0.800 in. Maximum deflection, y = 5/384[w L4/E1] Beam deflection = 0.030 in. Live + dead load deflection = 0.608 in. Total deflection = 10.6371 in. < 0.800 in., RESULT = PASS GT7 GT10 '* 51 Design Beam# 10 11.42' 11.54' ASD factored transfer Toads (from beams or columns): Point Toad from Bm7: Load Case 1 2 3 4 5 6 7 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 65 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 722.1 1925.5 1624.7 722.1 722.1 433.2 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load w1: S2 = 25.00 psf x 8.02'/2 = 100.26 lb /ft RD2 = 15.00 psf x 8.02'/2 = 60.16 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 60.2 + 0.0 = 60.2 lb /ft LHS (2) D + S = 60.2 + 100.3 = 160.4 lb /ft LHS (3) D + 0.75S + 0.75L = 60.2 + (0.75)100.3 X (0.75)0.0 = 135.4 lb /ft LHS (4) D + W = 60.2 + 0.0 = 60.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.2 + (0.75)0.00 + (0.7)0.0 = 60.2 lb /ft LHS (6) (0.6)D - W = (0.6)60.2 + 0.0 = 36.1 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.2 + (0.7)0.0 = 36.1 lb /ft * *Beam design forces ** D+L D +S D+.75S+.75L D+L+E D +.7W .6D+W .6D+.7E Deflection Min -2.478 -6.608 -5.576 -2.478 -2.478 -1.487 -1.487 Location (ft) 5.770 5.770 5.770 5.770 5.770 5.770 5.770 Deflection Max 0.057 0.153 0.129 0.057 0.057 0.034 0.034 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -347.1 -925.6 -781.0 - 347.1 -347.1 -208.3 -208.3 347.1 925.6 781.0 347.1 347.1 208.3 208.3 Moment Min Moment Max -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 1001.4 2670.4 2253.1 1001.4 1001.4 600.8 600.8 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D+.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 329.7 879.3 741.9 329.7 329.7 197.8 197.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 66 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 REACTION AT X = 11.540 ft. D +L D +S D +.75S +.75L D +L D+.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 329.7 879.3 741.9 329.7 329.7 197.8 197.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 V V GT11 S1 52 11.54' Design Beam# 11 Applied distributed loads: Load w1: S2 = 25.00 psf x 7.25'/2 = 90.63 lb /ft RD2 = 15.00 psf x 7.25'/2 = 54.38 lb /ft Factored point loads: Factored distributive loads: Toad w1(1): LHS (1) D + L = 54.4 + 0.0 = 54.4 lb /ft LHS (2) D + S = 54.4 + 90.6 = 145.0 lb /ft LHS (3) D + 0.75S + 0.75L = 54.4 + (0.75)90.6 X (0.75)0.0 = 122.3 lb /ft LHS (4) D + W = 54.4 + 0.0 = 54.4 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)54.4 + (0.75)0.00 + (0.7)0.0 = 54.4 lb /ft LHS (6) (0.6)D - W = (0.6)54.4 + 0.0 = 32.6 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)54.4 + (0.7)0.0 = 32.6 lb /ft * *Beam design forces ** D +L D+S D +.75S +.75L D +L +E D+.7W .6D +W .6D +.7E Deflection Min -2.240 -5.973 -5.040 -2.240 -2.240 -1.344 -1.344 Location (ft) 5.770 5.770 5.770 5.770 5.770 5.770 5.770 Deflection Max 0.052 0.138 0.116 0.052 0.052 0.031 0.031 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 67 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Axial Min Axial Max Shear Min Shear Max Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -313.7 -836.6 -705.9 -313.7 -313.7 -188.2 -188.2 313.7 836.6 705.9 313.7 313.7 188.2 188.2 -0.0 -0.0 -0.0 -0.0 -0.0 0.0 0.0 905.2 2413.7 2036.6 905.2 905.2 543.1 543.1 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 298.1 794.8 670.6 298.1 298.1 178.8 178.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 11.540 ft. D +L D +S D +.75S+.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 298.1 794.8 670.6 298.1 298.1 178.8 178.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 w1 2 V GT12 11.54' Design Beam# 12 Applied distributed Toads: Load w1: S2 = 25.00 psf x 7.25'/2 = 90.63 lb /ft RD2 = 15.00 psf x 7.25'/2 = 54.38 lb /ft Load w2: S2 = 25.00 psf x 1.54'/2 = 19.27 lb /ft RD2 = 15.00 psf x 1.54'/2 = 11.56 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 68 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Factored point loads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 54.4 + 0.0 = 54.4 lb /ft LHS (2) D + S = 54.4 + 90.6 = 145.0 lb /ft LHS (3) D + 0.75S + 0.75L = 54.4 + (0.75)90.6 X (0.75)0.0 = 122.3 lb /ft LHS (4) D + W = 54.4 + 0.0 = 54.4 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)54.4 + (0.75)0.00 + (0.7)0.0 = 54.4 lb /ft LHS (6) (0.6)D - W = (0.6)54.4 + 0.0 = 32.6 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)54.4 + (0.7)0.0 = 32.6 lb /ft load w2(2): LHS (1) D + L = 11.6 + 0.0 = 11.6 lb /ft LHS (2) D + S = 11.6 + 19.3 = 30.8 lb /ft LHS (3) D + 0.75S + 0.75L = 11.6 + (0.75)19.3 X (0.75)0.0 = 26.0 lb /ft LHS (4) D + W = 11.6 + 0.0 = 11.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)11.6 + (0.75)0.00 + (0.7)0.0 = 11.6 lb /ft LHS (6) (0.6)D - W = (0.6)11.6 + 0.0 = 6.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)11.6 + (0.7)0.0 = 6.9 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D+.7W .6D+W .6D +.7E Deflection Min -2.716 -7.243 -6.111 -2.716 -2.716 -1.630 -1.630 Location (ft) 5.770 5.770 5.770 5.770 5.770 5.770 5.770 Deflection Max 0.063 0.167 0.141 0.063 0.063 0.038 0.038 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -380.5 - 1014.6 -856.0 -380.5 -380.5 -228.3 -228.3 380.5 1014.6 856.0 380.5 380.5 228.3 228.3 Moment Min Moment Max 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 1097.6 2927.0 2469.7 1097.6 1097.6 658.6 658.6 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 361.4 963.8 813.2 361.4 361.4 216.9 216.9 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 69 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 11.540 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 361.4 963.8 813.2 361.4 361.4 216.9 216.9 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 T B13 -2 x 10 (3 plies), DF No 2 51 S2 9.46' Design Beam# 13 Applied distributed Toads: Load w1: S2 = 25.00 psf x 1.54'/2 = 19.27 lb /ft RD2 = 15.00 psf x 1.54'/2 = 11.56 lb /ft Factored point loads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 11.6 + 0.0 = 11.6 lb /ft LHS (2) D + S = 11.6 + 19.3 = 30.8 lb /ft LHS (3) D + 0.75S + 0.75L = 11.6 + (0.75)19.3 X (0.75)0.0 = 26.0 lb /ft LHS (4) D + W = 11.6 + 0.0 = 11.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)11.6 + (0.75)0.00 + (0.7)0.0 = 11.6 lb /ft LHS (6) (0.6)D - W = (0.6)11.6 + 0.0 = 6.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)11.6 + (0.7)0.0 = 6.9 lb /ft * *Beam design forces ** D +L D +S D +.75S+.75L D+L +E D +.7W .6D +W .6D +.7E CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 70 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Deflection Min -0.215 -0.574 -0.484 -0.215 -0.215 -0.129 -0.129 Location (ft) 4.730 4.730 4.730 4.730 4.730 4.730 4.730 Deflection Max 0.006 0.016 0.014 0.006 0.006 0.004 0.004 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -54.7 -145.8 -123.1 -54.7 -54.7 -32.8 -32.8 54.7 145.8 123.1 54.7 54.7 32.8 32.8 Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 129.3 344.9 291.0 129.3 129.3 77.6 77.6 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D+.75S +.75L D+L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 52.0 138.5 116.9 52.0 52.0 31.2 31.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 9.460 ft. D +L D +S D +.75S +.75L D +L D+.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 52.0 138.5 116.9 52.0 52.0 31.2 31.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD =1.00 Beam /Joist span, L = 9.46 ft Design Toads Max moment, M = 345 ft-Ib Min moment, M = 0 ft -Ib Min Shear, V=- 146ft-lb Max Shear, V= 146 ft -Ib Deflection = -5.534 / E l x 106 (As a function of stiffness) fbx = M(12) / Sx = 345(12)/(64.2 in3) = 64 psi Max Reaction RMAx = 2000 Ib Design shear, V = 146 Ib CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 71 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 fv = 1.5V /A = 1.5(146)/(41.6 in2) = 1.75 psi Beam design - 2 x 10 (3) plies , DF No 2 Beam /Joist properties Area = 41.63 in2 Sx = 64.172 in3 Ix = 296.7949 in4 E = 1.60 x 106psi Check Bending Cr= 1.00 Cm= 1.00 Ct = 1.00 Cf = 1.10 C, = 1.00 CL = 1.000 Fib = FbCDCMCiCLCfCrCI F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.10)(1.00)(1.00) = 990 psi F'bx = 990 psi > fbx = 64 psi, RESULT = PASS Check Shear F'„ = FVCDCMCICH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 2 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 9.46(12)/480 = 0.237 in. Beam deflection = 0.004 in. Live + dead load deflection = -0.012 in. Total deflection = 10.0081 in. < 0.237 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 72 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 si Bm16 GT2 GT 14 5.92' >' 11.00' 19.00' 15.21' 22.00' Design Beam# 14 ASD factored transfer Toads (from beams or columns): Point Toad from Bm11: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 298.1 794.8 670.6 298.1 298.1 178.8 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Point load from Bm16: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 4230.7 2136.4 4104.0 1342.7 3508.7 805.6 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Point load from Bm2: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 873.2 2328.4 1964.6 873.2 873.2 523.9 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Point load from Bm3: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 706.9 1885.1 1590.6 706.9 706.9 424.2 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load wl: S2 = 25.00 psf x 11.54'/2 = 144.27 lb /ft RD2 = 15.00 psf x 11.54'/2 = 86.56 lb /ft Factored point Toads: Factored distributive Toads: load wl(1): CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 73 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 LHS (1) D + L = 86.6 + 0.0 = 86.6 lb /ft LHS (2) D + S = 86.6 + 144.3 = 230.8 lb /ft LHS (3) D + 0.75S + 0.75L = 86.6 + (0.75)144.3 X (0.75)0.0 = 194.8 lb /ft LHS (4) D + W = 86.6 + 0.0 = 86.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)86.6 + (0.75)0.00 + (0.7)0.0 = 86.6 lb /ft LHS (6) (0.6)D - W = (0.6)86.6 + 0.0 = 51.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)86.6 + (0.7)0.0 = 51.9 lb /ft * *Beam design forces ** D +L D+S D +.75S+.75L D+L+E D+.7W .6D +W .6D +.7E Deflection Min - 216.554 - 309.126 - 328.217 - 131.779 - 195.207 - 79.068 - 79.068 Location (ft) 9.900 11.000 11.000 11.000 11.000 11.000 11.000 Deflection Max 2.433 3.709 3.829 1.556 2.214 0.933 0.933 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max Shear Min Shear Max Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 3154.5 - 5917.9 - 5620.9 - 2366.9 - 2957.6 - 1420.1 - 1420.1 4270.7 4737.5 5671.0 2170.4 3745.7 1302.2 1302.2 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 25656.2 36041.5 37314.1 15140.1 22661.5 9084.0 9084.0 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D+.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 4270.7 4737.5 5671.0 2170.4 3745.7 1302.2 1302.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 22.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D+W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 3106.9 5790.9 5513.7 2319.3 2910.0 1391.6 1391.6 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 74 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 5.92' GT7 w2 GT10 T V , G 8.02' 8.00' Design Beam# 15 15 16.04' ASD factored transfer Toads (from beams or columns): Point Toad from Bm10: Load Case 1 2 3 Axial 0.0 0.0 0.0 Shear 329.7 879.3 741.9 Moment 0.0 0.0 0.0 4 0.0 329.7 0.0 5 0.0 329.7 0.0 6 0.0 197.8 0.0 7 0.0 0.0 0.0 Point load from Bm7: Load Case 1 Axial 0.0 Shear 722.1 Moment 0.0 2 0.0 1925.5 0.0 3 0.0 1624.7 0.0 4 0.0 722.1 0.0 5 0.0 722.1 0.0 6 0.0 433.2 0.0 7 0.0 0.0 0.0 Applied distributed loads: Load wl: S2 = 25.00 psf x 25.27'/2 = RD2 = 15.00 psf x 25.27'/2 = Load w2: S2 = 25.00 psf x 11.54'/2 = RD2 = 15.00 psf x 11.54'/2 = Factored point Toads: 315.89 lb /ft 189.53 lb /ft 144.27 lb /ft 86.56 lb /ft Factored distributive loads: Toad wl(1): LHS (1) D + L = 189.5 + 0.0 = 189.5 lb /ft LHS (2) D + S = 189.5 + 315.9 = 505.4 lb /ft LHS (3) D + 0.75S + 0.75L = 189.5 + (0.75)315.9 X (0.75)0.0 = 426.4 lb /ft LHS (4) D + W = 189.5 + 0.0 = 189.5 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)189.5 + (0.75)0.00 + (0.7)0.0 = 189.5 lb /ft LHS (6) (0.6)D - W = (0.6)189.5 + 0.0 = 113.7 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 75 PROJECT NAME: 4633160TH ST, TUKWILA JOB: L7 -1388 LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)189.5 + (0.7)0.0 = 113.7 lb /ft load w2(2): LHS (1) D + L = 86.6 + 0.0 = 86.6 lb /ft LHS (2) D + S = 86.6 + 144.3 = 230.8 lb /ft LHS (3) D + 0.75S + 0.75L = 86.6 + (0.75)144.3 X (0.75)0.0 = 194.8 lb /ft LHS (4) D + W = 86.6 + 0.0 = 86.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)86.6 + (0.75)0.00 + (0.7)0.0 = 86.6 lb /ft LHS (6) (0.6)D - W = (0.6)86.6 + 0.0 = 51.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)86.6 + (0.7)0.0 = 51.9 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min - 31.495 - 83.987 - 70.864 - 31.495 - 31.495 - 18.897 - 18.897 Location (ft) 8.021 8.021 8.021 8.021 8.021 8.021 8.021 Deflection Max 0.472 1.259 1.063 0.472 0.472 0.283 0.283 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -906.4 - 2417.0 - 2039.4 -906.4 -906.4 -543.8 -543.8 1961.1 5229.7 4412.5 1961.1 1961.1 1176.7 1176.7 Moment Min Moment Max -0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 7268.4 19382.5 16353.9 7268.4 7268.4 4361.1 4361.1 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1850.4 4934.5 4163.4 1850.4 1850.4 1110.3 1110.3 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 16.040 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 906.4 2417.0 2039.4 906.4 906.4 543.8 543.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 76 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Bm0 Bml Rm17 Rrn1R w3 w2 TVVVVT v V VVVVV7 B16 -5.125 x 13.500, GLB 24F -V4 SI -4.71' 4.75' i 4.67' 14.17' 19.00' Design Beam# 16 ASD factored transfer Toads (from beams or columns): Point load from Bm17: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 114.7 305.9 258.1 114.7 114.7 68.8 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Point load from Bm18: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 114.7 305.9 258.1 114.7 114.7 68.8 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Point load from Column supporting Beam - 858993460: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 170.0 453.2 382.4 170.0 170.0 102.0 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Point load from Bml: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 170.0 453.2 382.4 170.0 170.0 102.0 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load wi: Load w2: Load w3: S2 = 25.00 psf x 6.00'/2 = 75.00 lb /ft RD2 = 15.00 psf x 6.00'/2 = 45.00 lb /ft S2 = 25.00 psf x 6.00'/2 = 75.00 lb /ft RD2 = 15.00 psf x 6.00'/2 = 45.00 lb /ft L2 = 40.00 psf x 16.00'/2 = 320.00 lb /ft D2 = 12.00 psf x 16.00'/2 = 96.00 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 77 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 45.0 + 0.0 = 45.0 lb /ft LHS (2) D + S = 45.0 + 75.0 = 120.0 lb /ft LHS (3) D + 0.75S + 0.75L = 45.0 + (0.75)75.0 X (0.75)0.0 = 101.2 lb /ft LHS (4) D + W = 45.0 + 0.0 = 45.0 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)45.0 + (0.75)0.00 + (0.7)0.0 = 45.0 lb /ft LHS (6) (0.6)D - W = (0.6)45.0 + 0.0 = 27.0 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)45.0 + (0.7)0.0 = 27.0 lb /ft load w2(2): LHS (1) D + L = 45.0 + 0.0 = 45.0 lb /ft LHS (2) D + S = 45.0 + 75.0 = 120.0 lb /ft LHS (3) D + 0.75S + 0.75L = 45.0 + (0.75)75.0 X (0.75)0.0 = 101.2 lb /ft LHS (4) D + W = 45.0 + 0.0 = 45.0 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)45.0 + (0.75)0.00 + (0.7)0.0 = 45.0 lb /ft LHS (6) (0.6)D - W = (0.6)45.0 + 0.0 = 27.0 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)45.0 + (0.7)0.0 = 27.0 lb /ft load w3(3): LHS (1) D + L = 96.0 + 320.0 = 416.0 lb /ft LHS (2) D + S = 96.0 + 0.0 = 96.0 lb /ft LHS (3) D + 0.75S + 0.75L = 96.0 + (0.75)0.0 X (0.75)320.0 = 336.0 lb /ft LHS (4) D + W = 96.0 + 0.0 = 96.0 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.0 + (0.75)320.00 + (0.7)0.0 = 336.0 lb /ft LHS (6) (0.6)D - W = (0.6)96.0 + 0.0 = 57.6 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.0 + (0.7)0.0 = 57.6 lb /ft * *Beam design forces ** D +L D +S D +.75S+.75L D +L +E D +.7W .6D +W .6D+.7E Deflection Min Location (ft) Deflection Max Location (ft) - 139.792 - 66.039 - 132.909 - 42.927 - 115.575 - 25.756 - 25.756 9.500 9.500 9.500 9.500 9.500 9.500 9.500 1.968 0.947 1.882 0.610 1.629 0.366 0.366 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max - 4449.3 - 2238.2 - 4311.0 - 1409.3 - 3689.3 -845.6 -845.6 4449.6 2239.0 4311.7 1409.6 3689.6 845.8 845.8 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 78 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Moment Min Moment Max -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 20621.4 9263.9 19323.3 6181.4 17011.4 3708.9 3708.9 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 4230.7 2136.4 4104.0 1342.7 3508.7 805.6 805.6 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 19.000 ft. D+L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 4230.3 2135.6 4103.3 1342.3 3508.3 805.4 805.4 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 19.00 ft Design loads Max moment, M = 20621 ft -Ib Min moment, M = -0 ft-Ib Min Shear, V= -4449 ft-Ib Max Shear, V= 4450ft -Ib Deflection = - 1348.709 / E I x 106 (As a function of stiffness) Min fbx = M(12) / Sx = - 0(12)/(155.7 in3) = 0 psi Max fbx = M(12) / Sx = 20621(12)/(155.7 in3) = 1590 psi Max Reaction RMax = 2000 Ib Design shear, V = 4450 Ib fv = 1.5V /A = 1.5(4450)/(69.2 in') = 96.47 psi Beam design - 5.125 x 13.500, GLB 24F -V4 Area = 69.19 in2 Sx = 155.670 in3 Ix = 1050.7900 in4 ly = 151.4400 in4 E = 1.80 x 106psi CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 79 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Check Bending C,= 1.00 CM= 1.00 Ct = 1.00 Cf = 1.00 c; = 1.00 CL = 1.000 CV = 0.998 Since C„ < CL, CV controls Fib = FbCDCMCiCVCfCrCI Top fiber F'b = 1200(1.00)(1.00 )(1.00)(1.00)(1.00)(1.00)(1.00) = 1198 psi Btm fiber F'b = 2400(1.00 )(1.00)(1.00)(1.00)(1.00)(1.00 )(1.00) = 2396 psi Check Shear F'" = F„CDCMCICH F'„ = 190(1.00)(1.00)(1.00)(1.00) = 190 psi F'v = 190 psi > fv = 96 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 19.00(12)/240 = 0.950 Beam deflection = 0.026 in. Live + dead load deflection = -0.713 in. Total deflection = 10.6871 in. <0.950 in., RESULT= PASS Bm19 Bm0 B17- 2x10(3plies),D9No2 5.94' 6.00' CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 80 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design Beam# 17 ASD factored transfer Toads (from beams or columns): Point load from Bm19: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 152.9 407.8 344.1 152.9 152.9 91.8 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Point load from Column supporting Beam - 858993460: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 170.0 453.2 382.4 170.0 170.0 102.0 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Factored point loads: * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D+W .6D +.7E Deflection Min -0.086 -0.230 -0.194 -0.086 -0.086 -0.052 -0.052 Location (ft) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 Deflection Max 0.004 0.012 0.010 0.004 0.004 0.003 0.003 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -114.7 -305.9 -258.1 -114.7 -114.7 -68.8 -68.8 38.2 102.0 86.0 38.2 38.2 22.9 22.9 Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 172.1 458.8 387.1 172.1 172.1 103.2 103.2 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 38.2 102.0 86.0 38.2 38.2 22.9 22.9 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 6.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 81 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 114.7 305.9 258.1 114.7 114.7 68.8 68.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 6.00 ft Design loads Max moment, M = 459 ft-Ib Min moment, M = 0 ft-lb Min Shear, V = -306 ft -Ib Max Shear, V = 102 ft -Ib Deflection = -2.215 / E l x 106(As a function of stiffness) fbx = M(12) / Sx = 459(12)/(64.2 in3) = 86 psi Max Reaction RMAx = 2000 Ib Design shear, V = 306 Ib fv = 1.5V /A = 1.5(306)/(41.6 in2) = 3.67 psi Beam design - 2 x 10 (3) plies , DF No 2 Beam /Joist properties Area = 41.63 in2 Sx = 64.172 in3 Ix = 296.7949 in4 E= 1.60x108psi Check Bending Cr= 1.00 CM= 1.00 Ct = 1.00 Cf = 1.10 C, = 1.00 CL = 1.000 F'b = FbCOCMCiCLCfCrCi F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.10)(1.00)(1.00) = 990 psi F'bx = 990 psi > fbx = 86 psi, RESULT = PASS Check Shear CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 82 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 F'„ = FVCDCMCiCH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 4 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 6.00(12)/240 = 0.300 in. Beam deflection = 0.001 in. Live + dead Toad deflection = -0.005 in. Total deflection = 10.0041 in. < 0.300 in., RESULT = PASS Bm19 Bml B18 -2 x 10 (3 plies), D 5.94' 6.00' Similar calcs as upper beam V V f B19 -2 x 10 (3 plies), DF No 2 51 S2 9.54' Design Beam# 19 Applied distributed Toads: Load w1: S2 = 25.00 psf x 4.50'/2 = 56.25 lb /ft RD2 = 15.00 psf x 4.50'/2 = 33.75 lb /ft Factored point loads: CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 83 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Factored distributive Toads: Toad w1(1): LHS (1) D + L = 33.7 + 0.0 = 33.7 lb /ft LHS (2) D + S = 33.7 + 56.2 = 90.0 lb /ft LHS (3) D + 0.75S + 0.75L = 33.7 + (0.75)56.2 X (0.75)0.0 = 75.9 lb /ft LHS (4) D + W = 33.7 + 0.0 = 33.7 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)33.7 + (0.75)0.00 + (0.7)0.0 = 33.7 lb /ft LHS (6) (0.6)D - W = (0.6)33.7 + 0.0 = 20.2 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)33.7 + (0.7)0.0 = 20.2 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.649 -1.732 -1.461 -0.649 -0.649 -0.390 -0.390 Location (ft) 4.770 4.770 4.770 4.770 4.770 4.770 4.770 Deflection Max 0.018 0.048 0.041 0.018 0.018 0.011 0.011 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -161.0 -429.3 -362.2 -161.0 -161.0 -96.6 -96.6 161.0 429.3 362.2 161.0 161.0 96.6 96.6 Moment Min Moment Max 0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 384.0 1023.9 863.9 384.0 384.0 230.4 230.4 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D+S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 152.9 407.8 344.1 152.9 152.9 91.8 91.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 9.540 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 152.9 407.8 344.1 152.9 152.9 91.8 91.8 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 9.54 ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 84 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design loads Max moment, M = 1024 ft -Ib Min moment, M = -0 ft-Ib Min Shear, V = -429 ft -Ib Max Shear, V = 429 ft-Ib Deflection = - 16.706 / E l x 106 (As a function of stiffness) fbx = M(12) / Sx = 1024(12)/(64.2 in3) = 191 psi Max Reaction RMAx = 2000 Ib Design shear, V = 429 Ib fv = 1.5V/A = 1.5(429)/(41.6 inZ) = 5.16 psi Beam design - 2 x 10 (3) plies , DF No 2 Beam /Joist properties Area = 41.63 in2 Sx = 64.172 in3 Ix = 296.7949 in4 E = 1.60 x 108 psi Check Bending Cr =1.00 CM= 1.00 Cc = 1.00 Cf = 1.10 C1 = 1.00 CL = 1.00r0^ Fib = FbCDCMCiCLCfCrCi Fib = 900(1.00)(1.00 )(1.00)(1.00)(1.10)(1.00)(1.00) = 990 psi F'bx = 990 psi > fbx = 191 psi, RESULT = PASS Check Shear F'„ = F„ CD CM CI CH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 5 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 9.54(12)/240 = 0.477 in. Beam deflection = 0.004 in. Live + dead load deflection = -0.035 in. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 85 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Total deflection = 10.0311 in. < 0.477 in., RESULT = PASS MB20 -2 x 8 (2 plies), DF No 2 2.96 S2 Design Beam# 20 Applied distributed loads: Load w1: L2 = 40.00 psf x 16.04'/2 = 320.83 lb /ft D2 = 12.00 psf x 16.04'/2 = 96.25 lb /ft Factored point loads: Factored distributive Toads: load w1(1): LHS (1) D + L = 96.2 + 320.8 = 417.1 lb /ft LHS (2) D + S = 96.2 + 0.0 = 96.2 lb /ft LHS (3) D + 0.75S + 0.75L = 96.2 + (0.75)0.0 X (0.75)320.8 = 336.9 lb /ft LHS (4) D + W = 96.2 + 0.0 = 96.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.2 + (0.75)320.83 + (0.7)0.0 = 336.9 lb /ft LHS (6) (0.6)D - W = (0.6)96.2 + 0.0 = 57.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.2 + (0.7)0.0 = 57.7 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min - 0.074 -0.017 -0.060 -0.017 - 0.060 -0.010 -0.010 Location (ft) 1.480 1.480 1.480 1.480 1.480 1.480 1.480 Deflection Max 0.007 0.002 0.005 0.002 0.005 0.001 0.001 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 86 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min -617.3 -142.4 -498.6 -142.4 -498.6 -85.5 -85.5 Shear Max 617.3 142.4 498.6 142.4 498.6 85.5 85.5 Moment Min -0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 Moment Max 456.8 105.4 368.9 105.4 368.9 63.2 63.2 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 586.4 135.3 473.6 135.3 473.6 81.2 81.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 2.960 ft. D+L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 586.4 135.3 473.6 135.3 473.6 81.2 81.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 2.96 ft Design Toads Max moment, M = 457 ft-lb Min moment, M = -0 ft-Ib Min Shear, V=- 617ft-lb Max Shear, V= 617 ft -Ib Deflection = -0.718 / E I x 106 (As a function of stiffness) fbx = M(12) / Sx = 457(12)/(26.3 in3) = 209 psi Max Reaction RMAx = 2000 Ib Design shear, V= 617 Ib fv = 1.5V /A = 1.5(617)/(21.8 in2) = 21.29 psi Beam design - 2 x 8 (2) plies , DF No 2 Beam /Joist properties Area = 21.75 in2 Sx = 26.281 in3 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 87 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Ix = 95.2695 in4 E = 1.60 x 106 psi Check Bending C,= 1.00 Cm= 1.00 G = 1.00 C,= 1.20 Cl = 1.00 CL = 1.000 Fib = FbCDCMCiCLC.4 Ci Fib = 900(1.00)(1.00 )(1.00)(1.00)(1.20)(1.00)(1.00) = 1080 psi F'bx = 1080 psi > fbx = 209 psi, RESULT = PASS Check Shear Fw = FvCDCMCICH F'v = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 21 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 2.96(12)/240 = 0.148 in. Beam deflection = 0.000 in. Live + dead load deflection = -0.005 in. Total deflection = 10.0051 in. < 0.148 in., RESULT = PASS 51 S ,nrt Design Beam# 21 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 88 w1 V w2 V /kV B21 -2 x 8 ( (2 plies), DF No 2 Design Beam# 21 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 88 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 Applied distributed Toads: Load w1: L2 = 40.00 psf x 7.50'/2 = 150.00 lb /ft D2 = 12.00 psf x 7.50'/2 = 45.00 lb /ft Load w2: L2 = 40.00 psf x 16.04'/2 = 320.83 lb /ft D2 = 12.00 psf x 16.04'/2 = 96.25 lb /ft Factored point Toads: Factored distributive loads: Toad w1(1): LHS (1) D + L = 45.0 + 150.0 = 195.0 lb /ft LHS (2) D + S = 45.0 + 0.0 = 45.0 lb /ft LHS (3) D + 0.75S + 0.75L = 45.0 + (0.75)0.0 X (0.75)150.0 = 157.5 lb /ft LHS (4) D + W = 45.0 + 0.0 = 45.0 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)45.0 + (0.75)150.00 + (0.7)0.0 = 157.5 lb /ft LHS (6) (0.6)D - W = (0.6)45.0 + 0.0 = 27.0 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)45.0 + (0.7)0.0 = 27.0 lb /ft Toad w2(2): LHS (1) D + L = 96.2 + 320.8 = 417.1 lb /ft LHS (2) D + S = 96.2 + 0.0 = 96.2 lb /ft LHS (3) D + 0.75S + 0.75L = 96.2 + (0.75)0.0 X (0.75)320.8 = 336.9 lb /ft LHS (4) D + W = 96.2 + 0.0 = 96.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.2 + (0.75)320.83 + (0.7)0.0 = 336.9 lb /ft LHS (6) (0.6)D - W = (0.6)96.2 + 0.0 = 57.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.2 + (0.7)0.0 = 57.7 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.350 -0.081 -0.282 -0.081 -0.282 -0.048 -0.048 Location (ft) 1.980 1.980 1.980 1.980 1.980 1.980 1.980 Deflection Max 0.024 0.005 0.019 0.005 0.019 0.003 0.003 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max - 1211.9 -279.7 -978.9 -279.7 -978.9 -167.8 -167.8 1211.9 279.7 978.9 279.7 978.9 167.8 167.8 Moment Min Moment Max 0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 1199.8 276.9 969.1 276.9 969.1 166.1 166.1 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 89 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D+L D +S D +.75S+.75L D +L D +.7W .6D+W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1151.3 265.7 929.9 265.7 929.9 159.4 159.4 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 3.960 ft. D +L D +S D +.75S +.75L D+L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1151.3 265.7 929.9 265.7 929.9 159.4 159.4 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD =1.00 Beam /Joist span, L = 3.96 ft Design loads Max moment, M = 1200 ft -Ib Min moment, M = -0 ft-Ib Min Shear, V = -1212 ft-Ib Max Shear, V = 1212 ft -Ib Deflection = -3.373 / E Ix 106(As a function of stiffness) fbx = M(12) / Sx = 1200(12)/(26.3 in3) = 548 psi Max Reaction RMAx = 2000 Ib Design shear, V =1212 Ib fv = 1.5V /A = 1.5(1212)/(21.8 in2) = 41.79 psi Beam design - 2 x 8 (2) plies , DF No 2 Beam /Joist properties Area = 21.75 in2 Sx = 26.281 in3 Ix = 95.2695 in° E= 1.60x 106 psi Check Bending Cr =1.00 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 90 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 CM= 1.00 Ct = 1.00 Cf = 1.20 CI = 1.00 CL = 1.0010^ Fib = FbCDCMCi CI. CfCrCi Fib = 900(1.00)(1.00 )(1.00)(1.00)(1.20)(1.00)(1.00) = 1080 psi F'bx = 1080 psi > fbx = 548 psi, RESULT = PASS Check Shear F'v = FvCD'-MCICH F'v = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 42 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 3.96(12)/240 = 0.198 in. Beam deflection = 0.000 in. Live + dead load deflection = -0.022 in. Total deflection = 10.0221 in. < 0.198 in., RESULT = PASS GT5 w1 T V V B221-4x10,DFNo2 S1 1.87' Design Beam# 22 5.62' S2 ASD factored transfer loads (from beams or columns): Point load from Bm5: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 458.8 1223.5 1032.3 458.8 458.8 275.3 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 91 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load Ad: L2 = 40.00 psf x 16.04'/2 = 320.83 lb /ft D2 = 12.00 psf x 16.04'/2 = 96.25 lb /ft Factored point Toads: Factored distributive Toads: load w1(1): LHS (1) D + L = 96.2 + 320.8 = 417.1 lb /ft LHS (2) D + S = 96.2 + 0.0 = 96.2 lb /ft LHS (3) D + 0.75S + 0.75L = 96.2 + (0.75)0.0 X (0.75)320.8 = 336.9 lb /ft LHS (4) D + W = 96.2 + 0.0 = 96.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.2 + (0.75)320.83 + (0.7)0.0 = 336.9 lb /ft LHS (6) (0.6)D - W = (0.6)96.2 + 0.0 = 57.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.2 + (0.7)0.0 = 57.7 lb /ft * *Beam design forces ** D+L D +S D+.75S+.75L D +L +E D +.7W .6D+W .6D+.7E Deflection Min -1.230 -0.930 -1.374 -0.487 -1.044 -0.292 -0.292 Location (ft) 2.810 2.529 2.810 2.810 2.810 2.810 2.810 Deflection Max 0.057 0.040 0.062 0.021 0.048 0.013 0.013 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max - 1329.5 -690.5 - 1301.0 -428.0 - 1104.1 -256.8 -256.8 1473.3 1073.9 1624.6 571.8 1247.9 343.1 343.1 Moment Min Moment Max -0.0 -0.0 0.0 -0.0 0.0 0.0 0.0 2117.0 1892.8 2507.2 924.0 1807.9 554.4 554.4 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D+W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1414.7 1060.4 1577.2 558.2 1200.6 334.9 334.9 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.620 ft. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 92 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 D+L D +S D +.75S +.75L D+L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1270.9 676.9 1253.7 414.4 1056.8 248.7 248.7 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 5.62 ft Design Toads Max moment, M = 2507 ft -Ib Min moment, M = 0 ft -Ib Min Shear, V= -1330 ft-Ib Max Shear, V = 1625 ft -Ib Deflection = - 13.257 / E 1x 106 (As a function of stiffness) fbx = M(12) / Sx = 2507(12)/(49.9 in3) = 603 psi Max Reaction RMax = 2000 Ib Design shear, V = 1625 Ib fv = 1.5V /A = 1.5(1625)/(32.4 in2) = 75.27 psi Beam design - 4 x 10, DF No 2 Beam /Joist properties Area = 32.38 in2 Sx = 49.911 in3 Ix = 230.8405 in4 E = 1.60 x 106psi Check Bending Cr =1.00 CM= 1.00 Ct = 1.00 Cf = 1.20 Ci = 1.00 CL =1.0010 Fib = FbCDCMCfCLCfCrCI Fib = 900(1.00)(1.00 )(1.00)(1.00)(1.20)(1.00)(1.00) = 1080 psi F'bx = 1080 psi > fbx = 603 psi, RESULT = PASS Check Shear CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 93 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 F', = FV CD CM Ci CH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 75 psi, RESULT = PASS Check Deflection Max allowed deflection -Total (dead + live), 5.62(12)/240 = 0.281 in. Beam deflection = 0.000 in. Live + dead load deflection = -0.036 in. Total deflection = 10.0351 in. < 0.281 in., RESULT = PASS I B23 -2 x 8(2 plies), DF No 2 Design Beam# 23 Applied distributed Toads: Load w1: L2 = 40.00 psf x 16.04'/2 = 320.83 lb /ft D2 = 12.00 psf x 16.04'/2 = 96.25 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 96.2 + 320.8 = 417.1 lb /ft LHS (2) D + S = 96.2 + 0.0 = 96.2 lb /ft LHS (3) D + 0.75S + 0.75L = 96.2 + (0.75)0.0 X (0.75)320.8 = 336.9 lb /ft LHS (4) D + W = 96.2 + 0.0 = 96.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.2 + (0.75)320.83 + (0.7)0.0 = 336.9 lb /ft LHS (6) (0.6)D - W = (0.6)96.2 + 0.0 = 57.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.2 + (0.7)0.0 = 57.7 lb /ft * *Beam design forces ** CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 94 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.229 -0.053 -0.185 -0.053 -0.185 -0.032 -0.032 Location (ft) 1.960 1.960 1.960 1.960 1.960 1.960 1.960 Deflection Max 0.016 0.004 0.013 0.004 0.013 0.002 0.002 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -817.5 -188.7 -660.3 -188.7 -660.3 -113.2 -113.2 817.5 188.7 660.3 188.7 660.3 113.2 113.2 Moment Min Moment Max -0.0 0.0 -0.0 0.0 -0.0 -0.0 -0.0 801.1 184.9 647.1 184.9 647.1 110.9 110.9 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D+L D +S D +.75S +.75L D+L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 776.6 179.2 627.3 179.2 627.3 107.5 107.5 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 3.920 ft. D +L D +S D +.75S+.75L D +L D +.7W .6D+W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 776.6 179.2 627.3 179.2 627.3 107.5 107.5 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 3.92 ft Design loads Max moment, M = 801 ft -Ib Min moment, M = -0 ft-Ib Min Shear, V=- 817ft-lb Max Shear, V= 817 ft -lb Deflection = -2.207 / E I x 106 (As a function of stiffness) fbx = M(12) / Sx = 801(12)/(26.3 in3) = 366 psi Max Reaction RMAx = 2000 Ib Design shear, V = 817 Ib CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 95 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 fv = 1.5V /A = 1.5(817)/(21.8 in2) = 28.19 psi Beam design - 2 x 8 (2) plies , DF No 2 Beam /Joist properties Area = 21.75 in2 Sx = 26.281 in3 Ix = 95.2695 in4 E = 1.60 x 108 psi Check. Bending Cr= 1.00 Cm= 1.00 Ct = 1.00 Cf = 1.20 C, = 1.00 CL = 1.000 Fib = FbCOCMCICLCfCrCi F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.20)(1.00)(1.00) = 1080 psi F'bx = 1080 psi > fbx = 366 psi, RESULT = PASS Check Shear F'v = Fv CD CM CI CH F'v = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 28 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 3.92(12)/240 = 0.196 in. Beam deflection = 0.000 in. Live + dead load deflection = -0.014 in. Total deflection = 10.0141 in. < 0.196 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 96 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 w GT6 w 7 V 7 V T 94-6 S1 S2 1.60' Design Beam# 24 5.29' ASD factored transfer Toads (from beams or columns): Point Toad from Bm6: Load Case 1 2 3 Axial 0.0 0.0 0.0 Shear 749.1 1997.6 1685.5 Moment 0.0 0.0 0.0 4 0.0 749.1 0.0 5 0.0 749.1 0.0 6 0.0 449.5 0.0 7 0.0 0.0 0.0 Applied distributed loads: Load wi: S2 = 25.00 psf x 16.12'/2 RD2 = 15.00 psf x 16.12'/2 Load w2: L2 = 40.00 psf x 16.04'/2 D2 = 12.00 psf x 16.04'/2 Factored point Toads: = 201.56 lb /ft = 120.94 lb /ft = 320.83 lb /ft = 96.25 lb /ft Factored distributive Toads: Toad wl(1): LHS (1) D + L = 120.9 + 0.0 = 120.9 lb /ft LHS (2) D + S = 120.9 + 201.6 = 322.5 lb /ft LHS (3) D + 0.75S + 0.75L = 120.9 + (0.75)201.6 X (0.75)0.0 = 272.1 lb /ft LHS (4) D + W = 120.9 + 0.0 = 120.9 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)120.9 + (0.75)0.00 + (0.7)0.0 = 120.9 lb /ft LHS (6) (0.6)D - W = (0.6)120.9 + 0.0 = 72.6 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)120.9 + (0.7)0.0 = 72.6 lb /ft load w2(2): LHS (1) D + L = 96.2 + 320.8 = 417.1 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 97 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 LHS (2) D + S = 96.2 + 0.0 = 96.2 lb /ft LHS (3) D + 0.75S + 0.75L = 96.2 + (0.75)0.0 X (0.75)320.8 = 336.9 lb /ft LHS (4) D + W = 96.2 + 0.0 = 96.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.2 + (0.75)320.83 + (0.7)0.0 = 336.9 lb /ft LHS (6) (0.6)D - W = (0.6)96.2 + 0.0 = 57.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.2 + (0.7)0.0 = 57.7 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -1.315 -1.660 -1.865 -0.731 -1.169 -0.439 -0.439 Location (ft) 2.645 2.381 2.645 2.645 2.645 2.645 2.645 Deflection Max 0.064 0.077 0.089 0.035 0.057 0.021 0.021 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max - 1656.1 - 1729.1 - 2135.2 -807.5 - 1444.0 -484.5 -484.5 1939.1 2483.7 2771.9 1090.5 1727.0 654.3 654.3 Moment Min Moment Max -0.0 0.0 -0.0 0.0 0.0 -0.0 -0.0 2546.5 3520.7 3741.7 1500.6 2277.1 900.4 900.4 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D+L D +S D+.75S+.75L D+L D+.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1868.0 2428.3 2691.3 1061.8 1666.4 637.1 637.1 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.290 ft. D+L D+S D+.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1585.0 1673.7 2054.6 778.8 1383.4 467.3 467.3 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 5.29 ft Design loads CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 98 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Max moment, M = 3742 ft -Ib Min moment, M = 0 ft-Ib Min Shear, V = -2135 ft-Ib Max Shear, V= 2772 ft -Ib Deflection = - 17.989 / E l x 106 (As a function of stiffness) fbx = M(12) / Sx = 3742(12)/(82.7 in3) = 543 psi Max Reaction RMAx = 2000 Ib Design shear, V = 2772 Ib fv = 1.5V /A = 1.5(2772)/(52.3 in2) = 79.58 psi Beam design - 6 x 10, DF No 2 Beam /Joist properties Area = 52.25 in2 Sx = 82.729 in3 Ix = 392.9635 in4 E = 1.60 x 106 psi Check Bending C,= 1.00 Cm= 1.00 Cc = 1.00 Cf = 1.02 CI = 1.00 CL = 1.000 Fib = FbCDCMCiCLCfCrCi Fib = 900(1.00)(1.00 )(1.00)(1.00)(1.02)(1.00)(1.00) = 917 psi F'bx = 917 psi > fbx = 543 psi, RESULT = PASS Check Shear F'„ = F,, CD CM G CH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 80 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.29(12)/240 = 0.265 in. Beam deflection = 0.000 in. Live + dead load deflection = -0.029 in. Total deflection = 10.0281 in. < 0.265 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 99 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Bm9 1 Design Beam# 25 1.38' 325 -4 x 6, DF No 2 5.29' ASD factored transfer Toads (from beams or columns): Point load from Bm9: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 156.0 416.0 351.0 156.0 156.0 93.6 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load w1: L2 = 40.00 psf x 16.04'/2 = 320.83 lb /ft D2 = 12.00 psf x 16.04'/2 = 96.25 lb /ft Factored point loads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 96.2 + 320.8 = 417.1 lb /ft LHS (2) D + S = 96.2 + 0.0 = 96.2 lb /ft LHS (3) D + 0.75S + 0.75L = 96.2 + (0.75)0.0 X (0.75)320.8 = 336.9 lb /ft LHS (4) D + W = 96.2 + 0.0 = 96.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.2 + (0.75)320.83 + (0.7)0.0 = 336.9 lb /ft LHS (6) (0.6)D - W = (0.6)96.2 + 0.0 = 57.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.2 + (0.7)0.0 = 57.7 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.821 -0.342 -0.754 -0.238 -0.675 -0.143 -0.143 Location (ft) 2.645 2.381 2.645 2.645 2.645 2.645 2.645 Deflection Max 0.041 0.016 0.037 0.012 0.034 0.007 0.007 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 100 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max - 1145.0 -366.0 -985.0 -296.4 -932.8 -177.8 -177.8 1217.4 559.2 1148.1 368.8 1005.3 221.3 221.3 Moment Min Moment Max -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 1569.5 695.6 1440.1 455.8 1288.9 273.5 273.5 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1162.3 546.5 1103.5 356.1 960.7 213.7 213.7 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.290 ft. D +L D +S D +.75S +.75L D+L D+.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1089.8 353.3 940.5 283.6 888.3 170.2 170.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 5.29 ft Design Toads Max moment, M = 1569 ft -Ib Min moment, M = -0 ft -Ib Min Shear, V = -1145 ft-Ib Max Shear, V = 1217 ft -Ib Deflection = -7.923 / E I x 106 (As a function of stiffness) fbx = M(12) / Sx = 1569(12)/(17.6 in3) = 1067 psi Max Reaction RMAx = 2000 Ib Design shear, V = 1217 Ib fv = 1.5V/A = 1.5(1217)/(19.3 in2) = 94.86 psi Beam design - 4 x 6, DF No 2 Beam /Joist properties CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 101 PROJECT NAME: 4633160TH ST, TUKWILA JOB: L7 -1388 Area = 19.25 in2 Sx = 17.646 in3 Ix = 48.5260 in4 E = 1.60 x 106psi Check Bending Cr= 1.00 Cm= 1.00 Ct = 1.00 Cf = 1.30 C, = 1.00 CL = 1.000 F'b = FbCOCMCICLCfCrCI F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.30)(1.00)(1.00) = 1170 psi F'bx = 1170 psi > fbx = 1067 psi, RESULT = PASS Check Shear F'„ = F„CDCMC CH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 95 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.29(12)/240 = 0.265 in. Beam deflection = 0.001 in. Live + dead load deflection = -0.102 in. Total deflection = 10.1011 in. < 0.265 in., RESULT = PASS Bm8 1 0.50' Design Beam# 26 B26-4 x 8, DF No 2 5.29' CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 102 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 ASD factored transfer Toads (from beams or columns): Point Toad from Bm8: Load Case 1 2 3 4 5 6 7 Axial 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear 151.2 403.1 340.1 151.2 151.2 90.7 0.0 Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Applied distributed loads: Load mil: L2 = 40.00 psf x 16.04'12 = 320.83 lb /ft D2 = 12.00 psf x 16.04'/2 = 96.25 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 96.2 + 320.8 = 417.1 lb /ft LHS (2) D + S = 96.2 + 0.0 = 96.2 lb /ft LHS (3) D + 0.75S + 0.75L = 96.2 + (0.75)0.0 X (0.75)320.8 = 336.9 lb /ft LHS (4) D + W = 96.2 + 0.0 = 96.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)96.2 + (0.75)320.83 + (0.7)0.0 = 336.9 lb /ft LHS (6) (0.6)D - W = (0.6)96.2 + 0.0 = 57.7 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)96.2 + (0.7)0.0 = 57.7 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.782 -0.237 -0.665 -0.198 -0.636 -0.119 -0.119 Location (ft) 2.645 2.645 2.645 2.645 2.645 2.645 2.645 Deflection Max 0.039 0.011 0.033 0.010 0.032 0.006 0.006 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max - 1117.5 -292.7 -923.2 -268.9 -905.3 -161.3 -161.3 1240.1 619.6 1199.0 391.5 1027.9 234.9 234.9 Moment Min Moment Max -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 -0.0 1496.8 444.2 1263.4 374.9 1216.2 224.9 224.9 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 103 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 D +L D +S D+.75S +.75L D+L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1184.9 606.8 1154.4 378.7 983.4 227.2 227.2 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 5.290 ft. D +L D +S D +.75S+.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 1062.3 280.0 878.6 256.1 860.8 153.7 153.7 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, C0 =1.00 Beam /Joist span, L = 5.29 ft Design Toads Max moment, M = 1497 ft-Ib Min moment, M = -0 ft-Ib Min Shear, V= -1117 ft -Ib Max Shear, V= 1240 ft-Ib Deflection = -7.545 / E 1x 106 (As a function of stiffness) fbx = M(12) / Sx = 1497(12)/(30.7 in3) = 586 psi Max Reaction RMAx = 2000 Ib Design shear, V= 1240 Ib fv = 1.5V/A = 1.5(1240)/(25.4 in2) = 73.30 psi Beam design - 4 x 8, DF No 2 Beam /Joist properties Area = 25.38 in2 Sx = 30.661 in3 Ix = 111.1478 in4 E = 1.60 x 108 psi Check Bending C,= 1.00 CM= 1.00 Cc = 1.00 Cf = 1.30 C1 = 1.00 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 104 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 CL = 1.000 F'b = Fb CD CM Ci CL Cf Cr CI F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.30)(1.00)(1.00) = 1170 psi F'bx = 1170 psi > fbx = 586 psi, RESULT = PASS Check Shear F'„ = F „CDCMCICH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 73 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.29(12)/240 = 0.265 in. Beam deflection = 0.001 in. Live + dead load deflection = -0.042 in. Total deflection = 10.0421 in. < 0.265 in., RESULT = PASS ARIERIER B27 -2 x 6 (2 plies), DF No 2 4.29' Design Beam# 27 Applied distributed loads: Load w1: S2 = 25.00 psf x 8.02'/2 = 100.26 lb /ft RD2 = 15.00 psf x 8.02'/2 = 60.16 lb /ft Factored point Toads: Factored distributive loads: load w1(1): LHS (1) D + L = 60.2 + 0.0 = 60.2 lb /ft LHS (2) D + S = 60.2 + 100.3 = 160.4 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 105 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 LHS (3) D + 0.75S + 0.75L = 60.2 + (0.75)100.3 X (0.75)0.0 = 135.4 lb /ft LHS (4) D + W = 60.2 + 0.0 = 60.2 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)60.2 + (0.75)0.00 + (0.7)0.0 = 60.2 lb /ft LHS (6) (0.6)D - W = (0.6)60.2 + 0.0 = 36.1 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)60.2 + (0.7)0.0 = 36.1 lb /ft * *Beam design forces ** D+L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.047 -0.126 -0.106 -0.047 -0.047 -0.028 -0.028 Location (ft) 2.145 2.145 2.145 2.145 2.145 2.145 2.145 Deflection Max 0.003 0.008 0.007 0.003 0.003 0.002 0.002 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -129.0 -344.1 -290.3 -129.0 -129.0 -77.4 -77.4 129.0 344.1 290.3 129.0 129.0 77.4 77.4 Moment Min Moment Max -0.0 0.0 -0.0 -0.0 -0.0 -0.0 -0.0 138.4 369.0 311.4 138.4 138.4 83.0 83.0 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 122.6 326.9 275.8 122.6 122.6 73.6 73.6 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 4.290 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D+W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 122.6 326.9 275.8 122.6 122.6 73.6 73.6 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD= 1.00 Beam /Joist span, L = 4.29 ft Design Toads Max moment, M = 369 ft-lb CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 106 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Min moment, M = -0 ft-Ib Min Shear, V= -344 ft-Ib Max Shear, V= 344 ft-Ib Deflection = -1.218 / E I x 106 (As a function of stiffness) fbx = M(12) / Sx = 369(12)1(15.1 in3) = 293 psi Max Reaction RMAx = 2000 Ib Design shear, V = 344 Ib fv = 1.5V/A = 1.5(344)/(16.5 in2) = 15.64 psi Beam design - 2 x 6 (2) plies , DF No 2 Beam /Joist properties Area = 16.50 in2 Sx = 15.125 in3 Ix = 41.5938 in4 E = 1.60 x 106psi Check Bending C, =1.00 Cm= 1.00 G = 1.00 Cf = 1.30 C, = 1.00 CL = 1.00xr0 F'b = Fb CD CM CI CL Cf Cr Ci F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.30)(1.00)(1.00) = 1170 psi F'bx = 1170 psi > fbx = 293 psi, RESULT = PASS Check Shear F'v = Fv CD Cm CI CH F'v = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 16 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 4.29(12)/240 = 0.215 in. Beam deflection = 0.000 in. Live + dead Toad deflection = -0.018 in. Total deflection = 10.0181 in. < 0.215 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 107 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 B28 -2 x 10 (2 plies), DF No 2 51 3.88' Design Beam# 28 Applied distributed Toads: Load w1: S2 = 24.00 psf x 9.54'/2 = 114.50 lb /ft RD2 = 15.00 psf x 9.54'/2 = 71.56 lb /ft Factored point Toads: Factored distributive Toads: Toad w1(1): LHS (1) D + L = 71.6 + 0.0 = 71.6 lb /ft LHS (2) D + S = 71.6 + 114.5 = 186.1 lb /ft LHS (3) D + 0.75S + 0.75L = 71.6 + (0.75)114.5 X (0.75)0.0 = 157.4 lb /ft LHS (4) D + W = 71.6 + 0.0 = 71.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)71.6 + (0.75)0.00 + (0.7)0.0 = 71.6 lb /ft LHS (6) (0.6)D - W = (0.6)71.6 + 0.0 = 42.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)71.6 + (0.7)0.0 = 42.9 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.038 -0.098 -0.083 -0.038 -0.038 -0.023 -0.023 Location (ft) 1.940 1.940 1.940 1.940 1.940 1.940 1.940 Deflection Max 0.003 0.007 0.006 0.003 0.003 0.002 0.002 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 108 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Shear Min -138.8 -361.0 -305.4 -138.8 -138.8 -83.3 -83.3 Shear Max 138.8 361.0 305.4 138.8 138.8 83.3 83.3 Moment Min -0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 Moment Max 134.7 350.1 296.3 134.7 134.7 80.8 80.8 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. **Be am Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 131.9 342.9 290.2 131.9 131.9 79.1 79.1 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 3.880 ft. D+L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 131.9 342.9 290.2 131.9 131.9 79.1 79.1 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, Co =1.00 Beam /Joist span, L = 3.88 ft Design loads Max moment, M = 350 ft -Ib Min moment, M = 0 ft-Ib Min Shear, V= -361 ft-Ib Max Shear, V= 361 ft-Ib Deflection = -0.945 / E I x 106 (As a function of stiffness) fbx = M(12) / Sx = 350(12)/(42.8 in3) = 98 psi Max Reaction RMAx = 2000 Ib Design shear, V= 361 Ib fv = 1.5V /A = 1.5(361)/(27.8 in2) = 9.76 psi Beam design - 2 x 10 (2) plies , DF No 2 Beam /Joist properties Area = 27.75 in2 Sx = 42.781 in3 Ix = 197.8633 in4 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 109 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 E = 1.60 x 106psi Check Bending C,= 1.00 CM= 1.00 Cf = 1.00 Cf = 1.10 C; = 1.00 CL = 1.000 Fib = Fb CD CM Ci CL Cf Cr CI Fib = 900(1.00)(1.00 )(1.00)(1.00)(1.10)(1.00)(1.00) = 990 psi F'bx = 990 psi > fbx = 98 psi, RESULT = PASS Check Shear F'v = Fv Co CM Ci CH F' = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 10 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 3.88(12)/240 = 0.194 in. Beam deflection = 0.000 in. Live + dead load deflection = -0.003 in. Total deflection = (0.0031 in. < 0.194 in., RESULT = PASS AMINIE B29 -2 x 10 (2 plies), DF No 2 A 3.88' CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 110 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design Beam# 29 Applied distributed loads: Load w1: S2 = 24.00 psf x 9.54'/2 = 114.50 lb /ft RD2 = 15.00 psf x 9.54'/2 = 71.56 lb /ft Factored point loads: Factored distributive Toads: load w1(1): LHS (1) D + L = 71.6 + 0.0 = 71.6 lb /ft LHS (2) D + S = 71.6 + 114.5 = 186.1 lb /ft LHS (3) D + 0.75S + 0.75L = 71.6 + (0.75)114.5 X (0.75)0.0 = 157.4 lb /ft LHS (4) D + W = 71.6 + 0.0 = 71.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)71.6 + (0.75)0.00 + (0.7)0.0 = 71.6 lb /ft LHS (6) (0.6)D - W = (0.6)71.6 + 0.0 = 42.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)71.6 + (0.7)0.0 = 42.9 lb /ft * *Beam design forces ** D +L D +S D +.75S +.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min -0.038 -0.098 -0.083 -0.038 -0.038 -0.023 -0.023 Location (ft) 1.940 1.940 1.940 1.940 1.940 1.940 1.940 Deflection Max 0.003 0.007 0.006 0.003 0.003 0.002 0.002 Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Axial Min Axial Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shear Min Shear Max -138.8 -361.0 -305.4 -138.8 -138.8 -83.3 -83.3 138.8 361.0 305.4 138.8 138.8 83.3 83.3 Moment Min Moment Max -0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 134.7 350.1 296.3 134.7 134.7 80.8 80.8 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D+.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 131.9 342.9 290.2 131.9 131.9 79.1 79.1 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 3.880 ft. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 111 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 D+L D +S D +.75S +.75L D +L D+.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 131.9 342.9 290.2 131.9 131.9 79.1 79.1 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load duration = Floor Live, CD = 1.00 Beam /Joist span, L = 3.88 ft Design loads Max moment, M = 350 ft -Ib Min moment, M = 0 ft-lb Min Shear, V= -361 ft-Ib Max Shear, V = 361 ft-Ib Deflection = -0.945 / E 1 x 106 (As a function of stiffness) fbx = M(12) / Sx = 350(12)/(42.8 in3) = 98 psi Max Reaction RMAx = 2000 Ib Design shear, V= 361 Ib fv = 1.5V/A = 1.5(361)/(27.8 in2) = 9.76 psi Beam design - 2 x 10 (2) plies , DF No 2 Beam /Joist properties Area = 27.75 in2 Sx = 42.781 in3 Ix = 197.8633 in4 E = 1.60 x 108 psi Check Bending Cr= 1.00 Cm= 1.00 G = 1.00 C, =1.10 c, = 1.00 CL = 1.000 F'b = FbCDCMCICLCfCrCI F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.10)(1.00)(1.00) = 990 psi F'bx = 990 psi > fbx = 98 psi, RESULT = PASS Check Shear CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 112 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 F'„ = F„ CD CM Ci CH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 10 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 3.88(12)/240 = 0.194 in. Beam deflection = 0.000 in. Live + dead Toad deflection = -0.003 in. Total deflection = 10.0031 in. < 0.194 in., RESULT = PASS Design Beam #32 Beam span = 9.5 ft Tributary width = 9.5 ft 380.0 Ib/ft 1805 9.50' 4x 12, DF No 2 Load duration = Floor Live, CD= 1.00 Live load = 25.0, psf Dead Toad = 15.0, psf Tributary width = 9.50, ft Beam /Joist span, L = 9.50 ft Design loads Max total moment, M = w L 2/8 = 380.00(9.50)2/8 = 4287 ft -Ib fbx = M(12) / Sx = 4287(12)/(73.8 in3) = 697 psi Max total shear, V = w L /2 = 380.00(9.50)/2 = 1805 Ib fv = 1.5V /A = 1.5(1805)/(39.4 in2) = 68.76 psi Max total reaction, R = w L /2 = 380.00(9.50)/2 = 1805 Ib Beam design - 4 x 12, DF No 2 Beam /Joist properties 1805 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 113 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Area = 39.38 in2 Sx = 73.828 in3 Ix = 415.2832 in4 E = 1.60 x 106 psi Check Bending Cr= 1.15 Cm= 1.00 Ct = 1.00 Cf = 1.10 C, = 1.00 CL = 1.000 Fib = FbCDCMCICICfCrCi F'b = 900(1.00)(1.00 )(1.00)(1.00)(1.10)(1.15)(1.00) =1139 psi F'bx = 1139 psi > fbx = 697 psi, RESULT = PASS Check Shear F', = FVCDCMCiCH F'„ = 95(1.00)(1.00)(1.00)(1.00) = 95 psi F'v = 95 psi > fv = 69 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 9.50(12)/240 = 0.475 in. Maximum deflection, y = 5/384[w L4 /E 1 ] Beam deflection = 0.003 in. Live + dead load deflection = 0.105 in. Total deflection = 10.1071 in. < 0.475 in., RESULT = PASS Design Beam #30 Beam span = 19 ft Tributary width = 14 ft Point load = 1.8 kips CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 114 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 1800.0 Ib 560.0 Ibft 9.60' 1 i y 0.90' 6123 `62 • 19.00' 33816 T 6104 Shear -6211 0 Moment Load duration = Snow, CD= 1.15 Beam /Joist span, L = 19.00 ft L = 19.00ft Design Toads Max moment, M= 33816 ft -Ib Min moment, M = 0 ft -Ib Min Shear, V= -6211 ft-Ib Max Shear, V= 6229 ft-Ib Deflection = 2085.123 / E 1 x 106 (As a function of stiffeness) Min fbx = M(12) / Sx = 0(12)/(192.2 in3) = 0 psi Max fbx = M(12) / Sx = 33816(12)/(192.2 in3) = 2111 psi Max Reaction RMAx = 6123 Ib Design shear, V= 6229 Ib fv = 1.5V /A = 1.5(6229)/(76.9 in2) = 121.54 psi Beam design - 5.125 x 15.000, GLB 24F -V4 Area = 76.88 in2 Sx = 192.190 in3 Ix = 1441.4100 in4 ly = 168.2600 in4 E = 1.80 x 106 psi CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 115 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Check Bending Cr= 1.00 CM= 1.00 Ct = 1.00 Cf = 1.00 c; = 1.00 CL = 1.000 C , = 0.988 Since C„ < CL, C\/ controls Fib =FbCDCMCiCVCfCrCI Top fiber F'b = 1200(1.15)(1.00 )(1.00)(0.99)(1.00)(1.00)(1.00) = 1363 psi Btm fiber F'b = 2400(1.15)(1.00 )(1.00)(0.99)(1.00)(1.00)(1.00) = 2726 psi Check Shear F' = F„ CD CM CI CH F'„ = 190(1.15)(1.00)(1.00)(1.00) = 218 psi F'v = 218 psi > fv = 122 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 19.00(12)/240 = 0.950 Beam deflection = 0.021 in. Live + dead load deflection = 0.804 in. Total deflection = 10.8251 in. < 0.950 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 116 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design Beam 31 Roof Load = 40 psf x 13.3/2 = 266 Ib /ft (right side) Roof Toad = 40 psf x 5.7/2 = 114 Ib /ft (left side) Reaction of Beam #30 = 6 kips 6000.0 Ib 0.90' 5234 f 18.50 5255 T 7629 ] Shear -7748 0 Moment Load duration = Snow, CD= 1.15 Beam /Joist span, L = 18.50 ft L = 18.50 ft Design Toads Max moment, M = 43944 ft-Ib Min moment, M = 0 ft -Ib Min Shear, V= -7748 ft-Ib Max Shear, V = 5255 ft-Ib Deflection = 2363.091 / E 1 x 106 (As a function of stiffeness) Min fbx = M(12) / Sx = 0(12)/(232.6 in3) = 0 psi Max fbx = M(12) / Sx = 43944(12)1(232.6 in3) = 2268 psi Max Reaction RMAx = 7629 Ib Design shear, V = 7748 Ib fv = 1.5V/A = 1.5(7748)/(84.6 in2) = 137.44 psi CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 117 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Beam design - 5.125 x 16.500, GLB 24F -V4 Area = 84.56 in2 Sx = 232.550 in3 Ix = 1918.5100 in4 ly = 185.0900 in4 E = 1.80x106psi Check Bending Cr= 1.00 CM= 1.00 C< = 1.00 Cf =1.00 C, = 1.00 CL = 1.000 C, = 0.981 Since Cv < CL, Cv controls Fib = FbCDCMCICVCfCrCI Top fiber F'b = 1200(1.15)(1.00 )(1.00)(0.98)(1.00)(1.00)(1.00) = 1354 psi Btm fiber F'b = 2400(1.15)(1.00 )(1.00)(0.98)(1.00)(1.00)(1.00) = 2708 psi Check Shear F'v = F„COCMCiCH F'" = 190(1.15)(1.00)(1.00)(1.00) = 218 psi F'v = 218 psi > fv = 137 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 18.50(12)/240 = 0.925 Beam deflection = 0.016 in. Live + dead load deflection = 0.684 in. Total deflection = 10.7001 in. < 0.925 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 118 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 V V wl V V V 1 7 w2 V V V V GT33 7 51 S2 7.50' Design Beam# 33 Applied distributed loads: Load w1: S2 = 25.00 psf x 24.79'/2 = 309.90 lb /ft RD2 = 15.00 psf x 24.79'/2 = 185.94 lb /ft Load w2: S2 = 25.00 psf x 11.54'/2 = 144.27 lb /ft RD2 = 15.00 psf x 11.54'/2 = 86.56 lb /ft Factored point loads: Factored distributive loads: load w1(1): LHS (1) D + L = 185.9 + 0.0 = 185.9 lb /ft LHS (2) D + S = 185.9 + 309.9 = 495.8 lb /ft LHS (3) D + 0.75S + 0.75L = 185.9 + (0.75)309.9 X (0.75)0.0 = 418.4 lb /ft LHS (4) D + W = 185.9 + 0.0 = 185.9 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)185.9 + (0.75)0.00 + (0.7)0.0 = 185.9 lb /ft LHS (6) (0.6)D - W = (0.6)185.9 + 0.0 = 111.6 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)185.9 + (0.7)0.0 = 111.6 lb /ft load w2(2): LHS (1) D + L = 86.6 + 0.0 = 86.6 lb /ft LHS (2) D + S = 86.6 + 144.3 = 230.8 lb /ft LHS (3) D + 0.75S + 0.75L = 86.6 + (0.75)144.3 X (0.75)0.0 = 194.8 lb /ft LHS (4) D + W = 86.6 + 0.0 = 86.6 lb /ft LHS (5) (1.0 + 0.105 x SDS)D + 0.75L + 0.7E = (1 + 0.105 x 0.000)86.6 + (0.75)0.00 + (0.7)0.0 = 86.6 lb /ft LHS (6) (0.6)D - W = (0.6)86.6 + 0.0 = 51.9 lb /ft LHS (7) (0.6 - 0.14 x SDS)D - (0.7)E = (0.6 - 0.14 x 0.000)86.6 + (0.7)0.0 = 51.9 lb /ft CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 119 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 * *Beam design forces ** D +L D +S D +.75S+.75L D +L +E D +.7W .6D +W .6D +.7E Deflection Min Location (ft) Deflection Max Location (ft) -2.003 3.750 0.071 0.000 -5.341 3.750 0.190 0.000 -4.506 3.750 0.160 0.000 -2.003 3.750 0.071 0.000 -2.003 3.750 0.071 0.000 -1.202 3.750 0.043 0.000 -1.202 3.750 0.043 0.000 Axial Min Axial Max Shear Min Shear Max Moment Min Moment Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 1021.9 - 2725.0 - 2299.2 - 1021.9 - 1021.9 -613.1 -613.1 1021.9 2725.0 2299.2 1021.9 1021.9 613.1 613.1 0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 1916.0 5109.4 4311.0 1916.0 1916.0 1149.6 1149.6 Notes (1) This deflection is based on a reference cross section. It will be adjusted once the final section is selected. * *Beam Reaction forces ** REACTION AT X = 0.000 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D +W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 970.8 2588.8 2184.3 970.8 970.8 582.5 582.5 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 REACTION AT X = 7.500 ft. D +L D +S D +.75S +.75L D +L D +.7W .6D+W .6D +.7E AXIAL FORCES 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR FORCES 970.8 2588.8 2184.3 970.8 970.8 582.5 582.5 MOMENTS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 120 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 121 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 APPENIPiCES CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 122 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 APPENDIX A - TYPICAL DEAD WEIGHTS OF LIGHT WEIGHT STRUCTURES Typical dead weights of light wood framed structures Typical exterior wall Weight of wall: FLao(Z 5'(STEt-i Pt-Y....300o #. 51 D 4y 2-1(6 r:2AnkiJIG R...-t9 or C-22. INSoi.AT7onl 1 x 6 Cedar siding 1.5 psf x .75 thick = 1.13 psf 15# paper = 1.00 psf 1/2 CDX plywood 3.0 psf /inch = 1.5 psf R -22 Insulation = 1.0 psf 2 x 6 Studs (16" o.c. - 2.0 lb/ft) = 1.50 psf Sub Total = 6.13 psf With 5/8" GWB (5 psf /inch) = 3.10 psf Total with 5/8 GWB (Use 10 psf) With 1/2" GWB Total with Y/2 GWB With 2 -1/12 Face brick (25 psf) &1/2 GWB Typical Tight floor system with 2 x 10 floor joists 16" O.C. = 2.5 psf = 8.63 psf (Use 10 psf) = 32.5 psf 3/4T & G Sub floor (3.0 psf /inch) = 2.25 psf 2 x 10 Joists (16" o.c - 3.37 lb/ft) = 2.53 psf Carpeting = 2.0 psf 5/8 GWB = 3.1 psf = 9.23 psf CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 123 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 or 1/2 GWB = 2.0 psf Total with 5/8 GWB = 10 psf (Use 12 psf min) Total with 1/2 GWB = 9.23psf (Use 10 psf min) Typical heavy floor system with TJI floor joists 16" O.C. & 1-1/2" of Gyp -crete 2000. 3/4 T & G Sub floor (3.0 psf /inch) 2.3 TJI 150 PRO 2.3 lb/ft @ 16 o.c. 1.7 Carpeting 2.0 5/8 GWB 3.1 1.5" Gyp -crete @ 115 pcf 14.4 Mech ceiling Toad 3.0 Total 26.5 psf Typical interior 2 x 4 wall with 16" o.c. studs 1/2 GWB (both sides) 2 x 4 studs (16" o.c. - 1.28 lb/ft) Insulation (optional) Total Truss roof system - with Tight roofing 5 6 psf Max truss weight '/2 GWB R -38 insulation Roof covering (includes paper) 1/2 CDX Sheathing = 5.0 psf = 0.96 psf = 1.0 psf = 7.00 psf = 3.5 psf = 2.5 psf = 1.5 psf = 6.0 psf = 1.50 psf Total = 15 psf Stick Frame roof system - with light roofing 6 psf 1 GWB R -38 Insulation Roof covering (includes paper) 1/2 CDX Sheathing with Subtotal 2 x 8 - 2' o.c. (1.32 psf) 2 x 8 - 16" o.c. (1.92 psf) 2 x 10 - 2' o.c. (1.69 psf) = 2.5 psf = 1.5 psf = 6.0 psf = 1.5 psf = 11.5 psf = 12.82 psf = 13.42 psf = 13.19 psf CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 124 PROJECT NAME: 4633160TH ST, TUKWILA JOB: L7 -1388 2x10- 16 "o.c. (2.53 psf) = 14.03 psf Computation of maximum uplift with anchor bolts only Assumptions • Concrete strength = 2500 psi • 3/16 thick washers are used • Spacing of first anchor bolt not to exceed 12" • Min plate material shall be PT Hem -Fir No 2 • The first bolt is resisting the majority of the load CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 125 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 TABLE 1912.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds) BOLT DIAMETER (inches) MINIMUM EMBEDMENT (Inches) EDGE DISTANCE (inches) SPACING (inches) MINIMUM CONCRETE STRENGTH (psi) re= 2,500 t',. = 3,000 /'c a 4,000 Tension Shear Tension Shear Tension Shear 4, 21/2 1' /i 3 200 500 200 500 200 500 34 3 244 41/2 500 1.100 500 1,100 500 1.100 ,/ 1 4 4 3 5 6 5 950 1.450 1.250 1,600 950 1.500 1.250 1.650 950 1,550 1.250 1.750 s /e 4'/i 41/. 9/4 694 71/2 71/. 1.500 2.125 2.750 2.950 1.500 1,100 2,750 3.000 1.500 2.400 2.750 3.050 > /' 5 5 41/2 71/2 9 9 2.250 2.825 3.250 4.275 2.250 2.950 3.560 4.300 2.250 3.200 3.560 4.400 7/8 6 5' /4 101/2 2.550 3.700 2.550 4.050 2.550 4.050 1 7 6 12 3.050 4.12_5 3.250 4.500 3.650 5.300 1'!8 8 6`/4 1342 3.400 4.750 3.400 4.750 3.400 4.750 14,, 9 742 15 4.000 5.800 4.000 5.800 4.000 5.800 For SI: I inch = 25.4 mm. 1 pound per square inch = 0.00689 MPa. 1 pound = 445 N. Anchor bolt tension capacity per IBC 2003 1912.2 1/2 Dia = 1450 Ib Capacity of plate Hem -Fir No 2 Fb = 850 psi (NDS 1997) CF = 1.5 CD = 1.33 (Wind or seismic) Fb = 850(1.5)(1.33) =1696 psi Max moment, Mr,.. = T x 6" (spacing to first bolt) Fb S s 2x4 plate, SX= 0.984in3 T _ F6 _ 1696(60.984) = 280 Ib No tie is required for T <_ 280 Ib for 2 x 4. 2 x 6 plate, CF = 1.4 and S,r =1.55 in3 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 126 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Fb =8500.4)(1.33)=1583 psi T _ F6Sx _ 1583(1.55) = 4101b No tie is required for T <_ 410 lb for 2 x6 Shear capacity of 1/2 Diameter bolt with PT Hem -Fir No 2 plate CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 127 r PROJECT NAME: 4633 160Th ST, TUKWILA JOB: 17 -1388 Bolt capacity (NDS Section 8.1) D = 0.5000 in. Fyb = 45000 psi (assumed for A307 bolt) Main member = Concrete (Loading on plate) tm = 6.00 in. 9m =0degrees Feld = Fein = 10186 psi Side member = Hem -Fir is = 1.50 in. 9s = 0 degrees = Fes = 4816 psi Re =2.115 RI= 4.000 9 =0.00 degrees, K0= 1.00 k1= 2.5365 k2 = 1.5173 k3 = 1.0718 Mode I.= 7639 lb Mode I. = 9031b Mode II = 2545 lb Mode Dim = 2770 lb Mode Ills = 6221b Mode IV = 7741b Bolt single shear capacity = 6221b CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 128 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 ANCHORING TO CONCRETE PER ACI 02, APPENDIX D Concrete strength = 2500 psi Bolt - Ductile steel element definition in D.1, ASTM F 1554 Grade 36 steel Data is tabulated in 6 ", 8" & 10" widths. Anchor Dia Gross Area of anchor Effectivee Area of anchor, ASE Bearing Aream square, Abrg Ns 1/2 0.196 0.142 0.464 6177 5/8 0.307 0.226 0.693 9831 7/8 0.601 0.462 1.121 20097 26361 1 0.785 0.606 1.465 ON,„ Nn (D -1) 4) = 0.75 Anchor governed by ductile steel element (no brittle elements are used) 4) = 0.70 Anchor governed by concrete breakout, side -face blowout, pullout or pry out strength (No supplemental reinforcement is used for the analysis, unless otherwise specified). CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 129 PROJECT NAME: 4633160TH ST, TUKWILA . JOB: L7 -1388 The following analysis will check TD1 - TD3 with a 5/8" dia anchor rod & 2 x 6 plate in a 6" conc. wall. Dia of anchor = 5/8" dia Embedment = 12 inches 6" concrete wall w/ 2 X 6 plate c1 = 2.75 in c2 =6- 2.75 =3.25 in c3 = 4.625" (end distance) CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 130 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 Design parameters - CASE 1 c1 = 2.750 in c2 = 3.250 in c3 =4.625 in hef = 12.000 in fc = 2.50 ksi fy = 36.00 ksi Bolta dia = 5/8 in. Bearing Type = Heavy Square. U timate max factored Toad (Ultimate) = 3.99 kips. Breakout controls tN, N. O (i) Steel failure Ns = 13.11 kips. N. (U) Pullout Npn = 9.70 kips. (iii) Concrete breakout Ncb = 3.99 kips. (iv) Side fare blowout Nsb = 12.82 kips. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 131 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design Parameters Anch dia = 5/8 in. Anchor head bearing: Heavy Square, bearing area = 0.693 sq.in. Concrete strength, fo= 2.50 ksi Effective area, A5e= 0.226 sq.in. Tension strength of anchor, f,>= 58.0 ksi Max fit, shall be 1.9fy= 68.4 ksi or 125 ksi Use ft= 58.0 ksi Nominal strength of an anchor Ns= n ASe f„ t ACI D -3 Ns= 1(0.226)(58) = 13.11 kips = 0.75 for Tension ductile steel element 4) Nn= (4 )(Ns) = (0.75)(13.11) = 9.83 kips Concrete capacity Condition B - No supplementary reinforcement provided Concrete breakout strength of anchor in tension No= An /Ano(W2)(W3)Nb ACI D-4 Since c, = 2.75 in., c2= 3.25 in. & c3= 4.63 in., h'e,= c3/1.5 = 3.08 An= (C,+ C2)(c3+ 1.5 x het) = (2.75 + 3.25)(4.63 + 1.5 x 12.00) = 135.75 sq.in. Ann= 9(h e,)2 = 9(3.08)2= 85.56 sq.in. An > Ano set An= Ann ACI D.5.2.1 k = 24, cast in place ACI D.5.2.2 Nb= k fc 112 h'et 1.5 ACI D -8 Nb= 24(2.50 ksi)1/2 (3.08 in.)1.5 = 6.50 kips w1= 1/(1 +2e,,, /3h'e,) <_1 ACID -9 yf, = 1 / [1 + 2(0.000) / 3(3.08)] = 1.00 Compute 1r2 ACI D.5.2.5 c -min = 2.75 in. c -min < W2= 0.7 + 0.3(c -min) / 1.5h'e,= 0.7 + 0.3(2.75)/(1.5 x 3.08) = 0.878 yrs = 1.00 (for cracked concrete) ACI D.5.2.3 Nob= An /Ano(W2)(13)Nb ACI D-4 for one anchor; No= 85.6/85.6(0.88)(1.00)(6.5 kips) = 5.7 kips CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 132 t PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Concrete pullout strength of anchor in tension Np„ = w4 Np ACI D -12 Np= Abrefc for single headed stud Bearing area, Ab,g= 0.693 sq.in. Np= 0.693(8.0)(2.50 ksi) = 13.86 kips W4 = 1.0 for cracked concrete Np„= yr4Np= 1.00(13.86 kips) = 13.86 kips ACI D -13 ACI D -12 Concrete blowout strength of anchor in tension ACI D.5.4 c -min = 2.75 in. 0.4he,= 0.4(12.00 in) = 4.80 in. for c < 0.4he, Nsb = 160c (Ab g )1 /2 4 112 = 160(2.750)(0.693P2(2.50 ksi)112 = 18 kips Check c2< 3c = 4.63 < 8.25 (1 + c2 /c )/4 = (1 + 4.63/2.75)/4 = 0.670 c2 /c = 4.63/2.75 = 1.682, therefore 1 <_ c2 /c s 3 Modify Nsb= 0.670(18.31) = 12.28 kips Controlling concrete capacity, N „,= 6 kips - Breakout controls 4) N„ = (4) )(N„c) = (0.70)(5.71) = 3.99 kips Design capacity of anchor = 3.99 kips - Concrete controls ACI D -15 Maximum capacity of a TD3 = 5105 Ib, Tun = 5105 / .7 = 7292 Ibs > 4000 Ib, therefore design confinement reinforcement as allowed per D.4.2.1 Analysis per ACI Section 11 -7 (Shear friction) Vn = A„ f fy [u sin(af) + cos(af)] ACI 11 -26 From the orientation of the failure plane we have (note cos of is normal to the plane) VU A„ f = Vu /WY [It cos of + sin of 1 = 0 7 x 40 x [1.4 cos 35 +sin 35] = .0208Vu, kips For Vu = 7.3 kips, A,,, = .0208(7.3 kips) = .15 in2 - (2) #4, A- provided = 0.392 in2 OK CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 133 PROJECT NAME: 4633 160Th ST, TUKWILA JOB: L7 -1388 Vu,provided = 0.392 / .0208 = 18.4 kips _ dbfy _ .5(40,000 ) =16in -1.71 =1.7x16 =28in f• d 25 25 2500 e c 6° MIN WALL CONC. WALL & SILL PLATE HOLD -DOWN PER PLAN SHEAR WALL BOUNDARY MEMBER ANCHOR ROD PER HOLD -DOWN SCHEDULE CONFINEMENT REINFORCEMENT (2)#4 BARS @3" O.C. BEND BARS & EXTEND 40" BEYOND FAILURE PLANE (ENGR. REF) 40" CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 134 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 The following analysis will check TD1 - TD3 with a 5/8" dia anchor rod & 2 x 4 plates in a 6" conc. wall. Dia of anchor = 5/8" dia Embedment = 12 inches 6" concrete wall (min) w/ 2 X 4 plate c1 = 1.75 in c2 =6- 2.75 =3.25 in c3 = 4.625" (min end distance) Design parameters - CASE 1 el = 1.750 in c2 = 3.250 in c3 = 4.625 in hef = 12 000 in fc = 2.50 ksi fy = 36.00 ksi Bolts dia = 5/8 in Bearing Type = Heavy Square. Ultimate max factored load (Ultimate) = 3.70 kips. Breakout controls uo c? (i) Steel failure Ns = 13.11 kips. IV. (lb Pullout Npn = 9.70 kips. (lib Concrete breakout Ncb = 3.70 kips. ,v, 1.Z° a ! 00 (iv) Side face blowout Nsb = 8.16 kips. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 135 PROJECT NAME: 4633160Th ST, TUKWILA JOB: L7 -1388 Design Parameters Anch dia = 5/8 in. Anchor head bearing: Heavy Square, bearing area = 0.693 sq.in. Concrete strength, f0= 2.50 ksi Effective area, ASe= 0.226 sq.in. Tension strength of anchor, f,t= 58.0 ksi Max fo, shall be 1.9fy= 68.4 ksi or 125 ksi Use fieL= 58.0 ksi Nominal strength of an anchor Ns= n ASe fe, ACI D -3 Ns= 1(0.226)(58) = 13.11 kips = 0.75 for Tension ductile steel element Nn= (4) )(NS) = (0.75)(13.11) = 9.83 kips Concrete capacity Condition B - No supplementary reinforcement provided Concrete breakout strength of anchor in tension Nob= AnlAno(W2)(W3)Nb ACI D-4 Since c1= 1.75 in., c2= 3.25 in. & c3= 4.63 in., h'ef= c3/1.5 = 3.08 An= (C1+ C2)(C3+ 1.5 X het) = (1.75 + 3.25)(4.63 + 1.5 x 12.00) = 113.13 sq.in. Ano= 9(h'ef)2 = 9(3.08)2= 85.56 sq.in. An > Ano set An= Ano ACI D.5.2.1 k = 24, cast in place ACI D.5.2.2 Nb= kfolr2h'ef1'5 ACI D -8 Nb = 24(2.50 ksi)112 (3.08 in.)' 5 = 6.50 kips W1= 1 / (1 + 2e'N/ 3h'ef) <_1 ACI D -9 W, = 1 / [1 + 2(0.000) / 3(3.08)] = 1.00 Compute W2 ACI D.5.2.5 c -min = 1.75 in. c -min < 1.5h'ef W2= 0.7 + 0.3(c -min) / 1.5h'ef= 0.7 + 0.3(1.75)/(1.5 x 3.08) = 0.814 W3= 1.00 (for cracked concrete) ACI D.5.2.3 No= An lAno (Wz)(W3 )Nb ACI D-4 for one anchor; kb= 85.6/85.6(0.81)(1.00)(6.5 kips) = 5.3 kips CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 136 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Concrete pullout strength of anchor in tension Nap= W4 Na Np = At,,,,, fo ACI D -12 for single headed stud Bearing area, Ab,g= 0.693 sq.in. Np= 0.693(8.0)(2.50 ksi) = 13.86 kips yf4 = 1.0 for cracked concrete Nan= v4Np= 1.00(13.86 kips) = 13.86 kips ACI D -13 ACI D -12 Concrete blowout strength of anchor in tension ACI D.5.4 c -min = 1.75 in. 0.4he1= 0.4(12.00 in) = 4.80 in. for c < 0.4he, Nsb = 160c (Ab,g )1/2 fC'n = 160(1.750)(0.693)' /2 (2.50 ksi)1/2 =12 kips Check c2< 3c = 4.63 < 5.25 (1 + c2 /c )/4 = (1 + 4.63/1.75)/4 = 0.911 c2 /c = 4.63/1.75 = 2.643, therefore 1 <_ c2 /c <_ 3 Modify Nsb= 0.911(11.65) = 10.61 kips Controlling concrete capacity, Nnc= 5 kips - Breakout controls 4) Nn= (4) )(Nnc) = (0.70)(5.29) = 3.70 kips Design capacity of anchor = 3.70 kips - Concrete controls ACI D -15 Maximum capacity of a TD3 = 5105 Ib, Tun = 5105 / .7 = 7292 Ibs > 3,700 Ib, therefore design confinement reinforcement as allowed per D.4.2.1 see previous analysis. Vu.provided = 0.392 / .0208 = 18.4 kips CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 137 PROJECT NAME: 4633160TH ST, TUKWILA JOB: L7 -1388 Check the capacity of the 3/4" tension rod. Per Hold -down schedule the capacity T = 7460 Ib, Tult = 7460 / .7 = 10,657 Ib Check worst case with a 2 x 4 wall Embedment = 12 inches 6" concrete wall w/ 2 X 4 plate c1 = 1.75 in c2 =6- 1.75 =4.25 in c3 = 4.625" (end distance) CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 138 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7-1388 Design parameters - CASE 1 c 1 = 1.750 in c2 = 4.250 in c3 = 4.625 in hef = 12.000 in fc = 2.50 ksi fy = 36.00 ksi Bolta dia = 3/4 in. Bearing Type = Heavy Square. Ultimate max factored load (Ultimate) = 3.70 kips. Breakout controls N. t cc 4L1 a (i) Steel failure Ns = 19.37 kips. (11) Pullout Npn = 11.54 kips (iii) Concrete breakout Ncb = 3.70 kips. (iv) Side-face blowout Nsb = 8.90 kips. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 139 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Design Parameters Anch dia = 3/4 in. Anchor head bearing: Heavy Square, bearing area = 0.824 sq.in. Concrete strength, fc= 2.50 ksi Effective area, ASe= 0.334 sq.in. Tension strength of anchor, f,,= 58.0 ksi Max f f, shall be 1.9fy= 68.4 ksi or 125 ksi Use ft= 58.0 ksi Nominal strength of an anchor Ns= n Ase& ACI D4 Ns= 1(0.334)(58) = 19.37 kips = 0.75 for Tension ductile steel element Nn= (4) )(N3) = (0.75)(19.37) = 14.53 kips Concrete capacity Condition B - No supplementary reinforcement provided Concrete breakout strength of anchor in tension Nbb= AnlAno(W2)(W3)Nb ACI D-4 Since c1= 1.75 in., c2= 4.25 in. & c3= 4.63 in., he,= c3/1.5 = 3.08 An= (c1+ C2)(C3+ 1.5 x he,) = (1.75 + 4.25)(4.63 + 1.5 x 12.00) = 135.75 sq.in. Ano = 9(h'ef )2 = 9(3.08)2= 85.56 sq.in. An > Ano set An= Ann ACI D.5.2.1 k = 24, cast in place ACI D.5.2.2 Nb= kfc12he11'S ACI D -8 Nb= 24(2.50 ksi)1/2 (3.08 in.)15 = 6.50 kips W1= 1 1 (1 + 2e N/ 3h'e,) 51 ACI D -9 'p1= 1 / [1 + 2(0.000) / 3(3.08)] = 1.00 Compute W2 ACI D.5.2.5 c -min = 1.75 in. c -min < 1.5h of Wz= 0.7 + 0.3(c -min) / 1.5h'ef= 0.7 + 0.3(1.75)/(1.5 x 3.08) = 0.814 413 = 1.00 (for cracked concrete) ACI D.5.2.3 kb= AnlAno(W2)(W3)Nb ACI D-4 for one anchor; Ncb= 85.6/85.6(0.81)(1.00)(6.5 kips) = 5.3 kips CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 140 a PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 Concrete pullout strength of anchor in tension Npn = yr4 Np ACI D -12 Np= Abrgfc for single headed stud Bearing area, Abg= 0.824 sq.in. N= 0.824(8.0)(2.50 ksi) = 16.48 kips 1414= 1.0 for cracked concrete Npn = 4r4Np= 1.00(16.48 kips) = 16.48 kips ACI D -13 ACI D -12 Concrete blowout strength of anchor in tension ACI D.5.4 c -min = 1.75 in. 0.4he1= 0.4(12.00 in) = 4.80 in. for c < 0.4her Nsb= 160c (Abg)1 /2 fc1/2= 160(1.750)(0.824)' /2(2.50 ksi)112 =13 kips Check c2< 3c = 4.63 < 5.25 (1 + c2 /c )/4 = (1 + 4.63/1.75)/4 = 0.911 c2 /c = 4.63/1.75 = 2.643, therefore 1 <_ c2 /c <_ 3 Modify Nsb= 0.911(12.71) = 11.57 kips Controlling concrete capacity, Nn,= 5 kips - Breakout controls 4) Nn= (4) )(Nnc) = (0.70)(5.29) = 3.70 kips Design capacity of anchor = 3.70 kips - Concrete controls ACI D -15 Maximum capacity of a Tin = 10,657 Ibs > 3,700 Ib, therefore design confinement reinforcement as allowed per D.4.2.1 see previous analysis. Vu,provided = 0.392 / .0208 = 18.4 kips CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 141 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Check the capacity of the 1" tension rod (used for HDU11 to HDU14) Per Hold -down schedule the maximum capacity T = 14,925 Ib, Tult = 14,925 / .7 = 21,321 Ib Only 2 x 6 walls maybe used HDU11 - HDU14 Embedment = 12 inches 6" concrete wall w/ 2 X 6 plate c1 = 2.75 in c2 =6- 2.75 =3.25 in c3 = 4.625" (end distance) CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 142 PROJECT NAME: 4633160TH ST, TUKWILA JOB: L7 -1388 Design parameters - CASE 1 c1 = 2.750 in c2 = 3.250 in c3 =4.625 in hef = 12.000 in fc = 2.50 ksi fy = 36.00 ksi Bolta dia = 1 in. Bearing Type = Heavy Square. Ultimate max factored Toad (Ultimate) = 3.99 kips. Breakout controls rib (i) Steel failure Ns = 35.15 kips. N. (11) Pullout Npn = 20.51 kips. (iii) Concrete breakout Ncb = 3.99 kips. Design Parameters Anch dia = 1 in. Anchor head bearing: Heavy Square, bearing area = 1.465 sq.in. Concrete strength, fc= 2.50 ksi Effective area, ASe= 0.606 sq.in. Tension strength of anchor, f,,= 58.0 ksi (iv) Side fate blowout Nsb = 18.64 kips. CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 143 PROJECT NAME: 4633 160TH ST, TUKWILA JOB: L7 -1388 Max ft, shall be 1.9f,,= 68.4 ksi or 125 ksi Use fa= 58.0 ksi Nominal strength of an anchor Ns= n ASe f„, ACI D-3 Ns= 1(0.606)(58) = 35.15 kips = 0.75 for Tension ductile steel element N„= (4) )(Ns) = (0.75)(35.15) = 26.36 kips Concrete capacity Condition B - No supplementary reinforcement provided Concrete breakout strength of anchor in tension Ncb= AnlAno(W2)(413)Nb ACI D-4 Since c1= 2.75 in,, c2= 3.25 in. & c3= 4.63 in., he,= c3/1.5 = 3.08 An= (c1+ c2)(c3+ 1.5 x her) = (2.75 + 3.25)(4.63 + 1.5 x 12.00) = 135.75 sq.in. Ano= 9(h'e,)2 = 9(3.08)2= 85.56 sq.in. An> A„o set An= Ana ACI D.5.2.1 k = 24, cast in place Nb = k fc 1 n h'ef 15 ACI D.5.2.2 ACI D -8 Alb= 24(2.50 ksi)1"2 (3.08 in.)' 5= 6.50 kips = 1/(1 +2e,, /3h'e,) <_1 ACI D-9 = 1 / [1 + 2(0.000) / 3(3.08)] = 1.00 Compute W2 ACI D.5.2.5 c -min = 2.75 in. c -min < 1.5h'e, 'V2 = 0.7 + 0.3(c -min) / 1.5h',0= 0.7 + 0.3(2.75)/(1.5 x 3.08) = 0.878 4/3= 1.00 (for cracked concrete) ACI D.5.2.3 Ncb= An /Ano(W2)(4J3)Nb ACI D-4 for one anchor; kb= 85.6/85.6(0.88)(1.00)(6.5 kips) = 5.7 kips Concrete pullout strength of anchor in tension Npn = 414 Np Np = Abg fc ACI D -12 for single headed stud Bearing area, Ab,g= 1.465 sq.in. Np= 1.465(8.0)(2.50 ksi) = 29.30 kips ACI D -13 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 144 i PROJECT NAME: 4633 160TH ST, TUKWILA JOB: 17 -1388 1414 = 1.0 for cracked concrete ACI D -12 Npn = 4/4 Np = 1.00(29.30 kips) = 29.30 kips Concrete blowout strength of anchor in tension ACI D.5.4 c -min = 2.75 in. 0.4hef= 0.4(12.00 in) = 4.80 in. for c < 0.4hef Nsb = 160c (Ab g )v2 fc 112 = 160(2.750)(1.465)1/2(2.50 ksi)1' = 27 kips Check c2< 3c = 4.63 < 8.25 (1 + c2 /c )14 = (1 + 4.63/2.75)/4 = 0.670 c2 /c = 4.63/2.75 = 1.682, therefore 1 <_ c2 /c <_ 3 Modify Nsb= 0.670(26.63) = 17.85 kips Controlling concrete capacity, Nnc= 6 kips - Breakout controls 4) Nn = (4) )(Nnc) = (0.70)(5.71) = 3.99 kips Design capacity of anchor = 3.99 kips - Concrete controls ACI D -15 Per Hold -down schedule the maximum capacity T = 14,925 Ib, Tult = 14,925 / .7 = 21,321 Ib Analysis per ACI Section 11 -7 (Shear friction) Vn = A „ f fy [Jt sin(af) + cos(af)] ACI 11 -26 From the orientation of the failure plane we have (note cos of is normal to the plane) Vu A„ f = Vu /(4) fy [ it cos of + sin of ] = 0 7 x 40 x [1.4 cos 35 +sin 35] .0208Vu, kips For Vu = 21.3 kips, = .0208(21.3 kips) = .44 in2 ---> (3) #4, A- provided = 0.588 in2 OK Vu,provided = 0.588 / .0208 = 28.3 kips id — dbfy _.5( 40,000)= 16in- *1.71e= 1.7x16 =28in 25 f� 251E5115 CUSTOM DESIGN & ENGINEERING, INC. July 31, 2011 Page 145 f Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): Grantor /Borrower: 44. I - -W e ci)'.4- `r° L-4e4 U"( Grantee /Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: 6 rrn i (2)'5 ,c /6 © 7 k /i/4 tell-- 69NYl? Abbreviated Work Description: bad " d rive thr sty eV R IV 9 NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorneys fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Pagel of I DATED this day of '/ 4e br , 201 GRANTORkX/ ra a limited liability cor o By_ r c/ .evi / fkle s; 4/,c (77co-' % Print Name: /9 t (fir l Its: 4 e STATE OF WASHINGTON ss. COUNTY OF KING re,l On this g3 day of , 20_ k before me a Notary Public in and for the State of Washington, personally appeared -1-6-06Q--- TO F01--eP► -N c— , to me known to be the (3�rc�•✓ of 0\--k- Coro (1 , a limited liability corporation that executed the foregoing instrument, and acknowledged it to' be the free and voluntary act of said corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he /she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set ray hand and official seal the day and year first above written. \• ‘, ..LAB. •(2 OT�R ♦y , ma • ..♦.. • 14u800 7[4 " WARN‘ Name: NOTARY PUBLIC, in and for the State of Washington, residing at I ,_ My commission expires: S' l e1- l4 • DATED this (c day of n..Y-0be r , 2011 GRANTEE: CITY of TUKWILA By: Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. ,P 014 ''a,, Name: /l�uc �� -P. T4 —Cl fi?rle r icy' °Tq,4� $� NOTARY PUBLIC, in and for the State of s • - Washington, residing at �WO jcc 1 V%, PIEIL‘G IATI *44;29. OWp� ASNtte. My commission expires: 05- Page _ of Joanna Spencer From: Joanna Spencer Sent: Monday, September 19, 2011 5:32 PM To: 'Ainamor @q.com' Cc: Laurie Werle; Joanna Subject: Tofoleanu New SF Attachments: A04.pdf; Hold Harmless - ' fight -of -way - Approved.doc; NOTARY LLC.doc Teodor- Due to some work being proposed in the Right -of -Way Public works needs the following: 1) Contractor performing work in the R.O.W. needs to obtain a business license with Tukwila 2) Copy of Insurance Certificate naming Tukwila as additional insured 3) $ 2K bond or deposit 4) Owner shall execute a Hold Harmless Agreement for work in the R.O.W. Notarized signature required; PW has a Notary Public on staff. Joanna Spencer Development Engineer Tukwila Public Works 6300 Southcenter Blvd., Suite 100 Phone: (206)431 -2440 Fax: (206)431 -3665 Joanna.Spencer @TukwilaWa.gov /www.TukwilaWa.gov Joanna Spencer From: Joanna Spencer Sent: Wednesday, September 21, 2011 8:54 AM To: Don Tomaso Subject: RE: Tofuleanu New Sfr D11 -285 Thank you Don. joanna From: Don Tomaso Sent: Tuesday, September 20, 2011 5:14 PM To: Al Metzler; Joanna Spencer Cc: Brenda Holt Subject: RE: Tofuleanu New Sfr D11 -285 Importance: High Joanna, The address will be changed from 4633 S. 160th to 16005 — 47th Ave S. the PIN is 5379800175. Don 1 City of Tukwila • 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 206 -431 -3670 DEVELOPER'S PROJECT WARRANTY REQUEST FORM Section i ecorn etc l,�.. Mir, y� Name of Development: 0 ' , 1 h, GPI �, 9 Date: Y\ I ��D (I Address: Il? Ot2 41 �L , Permit No.: 17 (l - d-(fi Release should be sent to: Name: %7 '7 Y' 7-0/0 4.4v Address: 0747 3% Fe i'n'/ Aid -5- City /State /Zip ( A/, '92/ 08 Phone Number: 2DC ^ 370— S? % / Description of items to be completed (reference plans /documents where items are described): /-Ye w7 - As the ow Der, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ �"1 bu® (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: dzi r1..2 (2.v() or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above de icienc'-s. I further agree to complete all work listed above prior to requesting inspection and release of these funds. r Signed: Title: (9v t Section.- to =be ,cornpleted:jby City staff • THIS FIYJND,�IS THORI, ACCEPT D Signed: Amount: $ 1000 . 0 0 iz Cash /Check ❑ Cash Assignment ❑ Bond City Receipt No.: 141- O IUL Department Head: Deposited this Date: i0 0t II Received By: Section -4 = tolbebc`om leted l Y pe clo „Per: All work identified in Section 1 of this form has now been cbrhpleted and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: To'be com.p!eted by :City staff I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash /cash equivalent/bond. Inspector: Date: Authorized By: Section 4 - to: be. completed $by City staff Amount Released: $ ❑ Check - Check No. ❑ Cash Equivalent - Letter attached ❑ Bond - Letter attached Date Released: %policy and procedures4ed boolddwdoper's project warranty form Created: Febnmry 2005 Released by: • • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 5379800175 Address: 16005 47 AV S TUKW Suite No: Applicant: TOFOLEANU RESIDENCE RECEIPT Permit Number: D11 -264 Status: APPROVED Applied Date: 08/02/2011 Issue Date: Receipt No.: R11 -02162 Payment Amount: $5,585.90 Initials: JEM Payment Date: 10/04/2011 10:56 AM User ID: 1165 Balance: $0.00 Payee: TEODOR TOFOLEANU TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 21405B ACCOUNT ITEM LIST: Description 5,585.90 Account Code Current Pmts BONDS /DEPOSITS 000.239.100 2,000.00 BUILDING - RES 000.322.100 3,171.40 PW BASE APPLICATION FEE 000.322.100 250.00 PW PERMIT /INSPECTION FEE 000.342.400 80.00 PW PLAN REVIEW 000.345.830 80.00 STATE BUILDING SURCHARGE 640.237.114 4.50 Total: $5,585.90 doc: Receiot -06 Printed: 10 -04 -2011 • INSPECTION NO. INSPECT& RECORD Retain a copy with permit 4.) //- zeS CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: f O/"be R /L/ rr'f c, Type of Inspection: /— //t/19Z Address: 17/3 3.? id /GO sr- Date Called: Special Instructions: Date Wante id /�e // / a.m j p.m. Requester: Phone No: 6-5 72.— -'% 5// `t Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: saeaor: Date: /6�� -1 �1 8.00 REINSPECTION FEE REQ�IRED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., uite 100. Call to sechedule reinspection. Rece(pt No.: Date: • wow tici 0 4 2011 PERMIT( CENITER • G & N Septic 37201 Military Road So Auburn WA 98001 253.517.3365 155010 CUSTOMER'S ORDER NO DATE /� NAMEIg$ 0 eG�� s.ioi ..fi , ADDRF„�S6 ?S �. /6 7 �rL�Ee_r- Ji✓j44 (`,i44 CITY,�`"�f'Af' TEyz /BYCASH 9e /9f SOLD C.O.D. 'CHARGE ON ACCT. MDSE. RETD. PAID OUT QUAN. DESCRIPTION PRICE AMOUNT 2 A7/IA axar 3 � , / ! Cam- ! /44I 4 5 tae. , MO 6 4...,...32(57. 8 9 10 11 12 RECEIVED BY at 4705 KEEP THIS SLIP FOR REFERENCE • City of Tukwila Department of Community Development August 22, 2011 Teodor Tofoleanu A & T European Builders 2707 S Ferdinand St Seattle, WA 98108 RE: Correction Letter #1 Development Permit Application Number D11 -264 Tofoleanu Residence — 4633 S 160 St Jim Haggerton, Mayor Jack Pace, Director Dear Mr. Tofoleanu, 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 Building, Fire, Planning, and Public Works Department. If you have questions regarding the attached comments, please contact the correct individual per the following: Building Department: Fire Department: Planning Department: Public Works Department: Allen Johannessen at 206 433 -7163. Alan Metzler at 206 971 -8718. Jaimie Reavis at 206 431 -3659. Joanna Spencer at 206 431 -2440. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, 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, please contact me at (206) 431 -3670. Sincerely, `141L" Bill Rambo Permit Technician encl File No. D11 -264 W:\Pennit Center\Co!rection Lettcr;\201 I\D11 -264 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: August 17, 2011 Project Name: Tofoleanu Residence Permit #: D11 -264 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The windows on the elevations do not match what is shown on the floor plan. Also there is no scale indicated on the elevations. A second window is shown on the elevations over the stairway where that wall section is not shown on the second story plan. One of the other concerns is the upper north bedroom windows meeting egress. Window minimum opening height shall be 24 inches and minimum width 20 inches with a total minimum opening of 5.7 square feet. Revise plan and elevations to show consistency with the elevation windows and plan view. Window size shall be consistent with the floor plan. Show a scale on the elevations. Provide a window and door schedule. Specify safety glazing and egress for the applicable windows. (IRC R310.1) 2. The west elevation shows what appear to be two bump -outs with windows. The plan view does not show this. In addition the one window in the bathroom next to the tub has the safety glazing crossed out. Please clarify. Over bathtubs, safety glazing shall be where glazing is less than 60 inches measured vertically above any standing or walking surface. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge is within a 24 -inch arc of the door in a closed position and whose bottom edge is less than 60 inches above the floor or walking surface. Show safety glazing where required and include in the window schedule. (IRC R308.4) 3. Stucco has been crossed out on the elevation sheet. Please indicate on all relative sheets what the exterior finish shall be on all sides. 4. The roof has cedar shakes indicated and another note indicating cement composition roofing. Revise notes and details to specify which type of roofing shall be used. This shall also be coordinated with the engineering calculations to ensure the roof loads and trusses meet the design loads for the type of roofing specified. Show consistency with roofing specifications in all plan details and engineering. 5. On sheet 4 cut views, revise insulation specifications to show R -49 attic, R -21 walls and R -30 floor over crawl space. (2009 WSEC Table 6 -1) 6. In addition to item #5) show a detail for the footing drains. Remove basement details and show the crawl space with dimensions. Revise notes as necessary to show consistency with exterior finishes, roofing and general engineering. Sheathing specifications shall also show consistency with the • • engineering for shear walls. Sidelight windows specify 36 inches and shall be 24 inches from door swing (see item #2). Remove the bump out window detail shown if not intended to be used. 7. On the site plan provide additional plan details to identify a footing drain or a crawl space water discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. 8. Provide notes for whole house ventilation per 2009 WSEC. Show combustion air ventilation provided in the garage for the fuel burning appliances. 9. Show ventilation fans (minimum 50cfm) in all bathrooms and laundry room. 10. Show the location of the crawlspace access. Show crawlspace ventilation, typically on a foundation floor plan. Coordinate location for access and ventilation with engineering plans. 11. Show mechanical protection, usually by a bollard, and show mechanical fuel burning appliances raised above the garage floor 18 inches. 12. Provide a complete revised architectural plan set with all changes, except for "S" sheets designed by the engineer. If engineering is changed due to roof load changes, provide revised engineers calculations. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. • • PLANNING DIVISION COMMENTS DATE: August 22, 2011 APPLICANT: Teodor Tofoleanu RE: D11-264 Tofoleanu Residence ADDRESS: 4633 S 160th St (parcel #5379800175) Please review the following comments listed below and submit your revisions accordingly. 1) Your plans show a 20 ft wide driveway. If you intend to construct a 30 ft driveway, please show on your plans. 2) Plans indicate that two trees will be removed. Please confirm that the trees along S 160th St will remain. 3) Permit shall not be approved until a bond or other financial assurance is submitted for removal of the existing residence. The owner must provide a bond or other financial guarantee acceptable to the Director in the amount of 150% of the cost of removal of the existing residence that will remain on site and assurance that the existing residence will be removed or demolished at such time that a new home is constructed on the property. Verification of demolition will be confirmed by a planning inspection. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. • • PUBLIC WORKS DEPARTMENT COMMENTS DATE: August 17, 2011 PROJECT: Tofoleanu New SFR 4633 S 160th Street PERMIT NO: D11 -264 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) On your site plan please show location of the nearest existing fire hydrant and show the distance (in scale, per Tukwila Fire Department) to the property. 2) Since Highline Water District provides water service in this area, applicant shall submit Water Availability letter from Highline Water District, phone number (206) 824 -0375. 3) The new residence shall have a fire sprinkler system. Applicant shall contact Polly Daigle, Highline Water District at (206) 592 -8924 and submit fire flow calculations to determine adequate size of water service and water meter to handle the domestic water service and fire flow service. Highline Water District plan approval is required. 4) Applicant shall submit a Sewer Availability Letter from Valley View Sewer District at (206) 242- 3236. 5) Applicant shall obtain Valley View sanitary side sewer permit and sewer plan approval. 6) City of Tukwila has an undergrounding ordinance. All power /telecommunication services shall be placed underground. On your site plan please show how these services will be brought to the house. 7) Show location of the existing cluster mailboxes. These mailboxes will be in conflict with your new house proposal and will need to be relocated. Please use City of Tukwila MAILBOX INSTALLATION Detail RS -06 and contact US Post Office Riverton Station at (206) 241 -7061 for mailbox relocation approval. 8) Since the proposed residence is going to have a three (3) car garage, Public Works will allow a 30 ft wide driveway; however, if in the future the City installs a sidewalk, this driveway might need to be modified and the width might need to be reduced. It might be to your advantage to move the footprint of the house a few feet to the west to allow a smooth driveway transition. 9) On your site plan please show the edge of 47`" Ave S asphalt pavement. • • Comments D11-264 Page 2 August 17, 2011 10) Please specify driveway material on plan. If you plan to install a concrete driveway, please note that Public Works does not allow concrete surface in the public Right of Way. An asphalt driveway strip shall be installed 6- inches into the private property and then the remaining driveway segment can be concrete. 11) Driveway drainage runoff shall not sheet flow into the city right -of -way. Please provide driveway design (spot elevations, trench drain, etc.) to assure that driveway runoff is not impacting the City Right of Way. 12) Please provide a cost estimate for the site work since Public Works Construction Type C Permit has a progressive fee. Please fill out item #2 on page 1 of the attached Bulletin A2. (W:PW Eng/Other /Joanna Spencer /Comments 1 DI 1 -264) August 4, 2011 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Teodor Tofoleanu 2707 S Ferdinand St Seattle, WA 98108 RE: Incomplete Letter #1 Development Permit Application D11 -264 Tofoleanu Residence — 4633 S 160 St Dear Mr. Tofoleanu, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on August 2, 2011 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician Enclosures File: D11 -264 W:'Permit Center\Incomplete Letters\2011\D11 -264 Incomplete Ltr #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: August 4, 2011 Project Name: Tofoleanu Residence Permit #: D11 -264 Plan Review: Allen Johannessen, Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 2. The new code now required carbon monoxide alarms place in the same locations as smoke alarms. Combination CO and Smoke alarms are available. Show CO /Smoke alarms on the plan and in the correct locations per code. 3. Revise elevations plans to specify North, East, South, West rather than Right, Front, Back etc. 4. Provide finish floor and street elevation bench marks to indicate elevation of the house in relation to the street. Indicate any potential earth retaining walls on high areas if applicable. The intent is to show the finish grade has sufficient slopping away from the house and where the ground water will not accumulate in the crawl space and is properly directed to a street culvert or a designed water retention pit (refer to item 1). 5. Provide current 2009 code compliance references, including 2009 WSEC on the cover sheet. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. �SFf� �' �i'fi: R•S RITING SLIP ACTIVITY NUMBER: D11 -264 DATE: 08 -30 -11 PROJECT NAME: TOFOLEANU RESIDENCE SITE ADDRESS: 4633 S 160 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # After Permit Issued Response to Incomplete Letter # EPARTMENTS: uildin "Division � u Ic Works" 4ire Prevention Structural *co Avi(/ Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 09 -01 -11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 09 -29-11 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 i g ny • ON PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -264 DATE: 08 -08 -11 PROJECT NAME: TOFOLEANU RESIDENCE SITE ADDRESS: 4633 S 160 ST Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTME TS: 11—" ulldin DIVISI n I� Public orks!' 4-1A ck.mi Fire Prevention Structural 1 n t.t) 0L,,a Planning Division Permit Coordinator El DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 08-09-11 Not Applicable Comments: Permit Center,Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS R UTING: Please Route Dig Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 09-06-11 X( Not Approved (attach comments) DATE: Permit Center Use Only Q CORRECTION LETTER MAILED: D Departments issued corrections: Bldg Fire Ping- PW� Staff Initials: VU(( Documents /routing slip.doc 2 -28 -02 HERMIT COORD COPS PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -264 DATE: 08/02/11 PROJECT NAME: TOFOLEANU RESIDENCE SITE ADDRESS: 4633 S 160 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTENT �_v\L O \�� ftA B Tiling Division Flre Prevention�Jl Public Works Structural Planning Division Permit Coordinator • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 08/04/11 Not Applicable Comments: Permit Center Use Only Q INCOMPLETE LETTER MAILED: V`t , t — U LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09 /01 /11 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 r City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D11-264 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Tofoleanu Residence Project Address: 4633 S 160 St Contact Person: fecocior Phone Number: Summary of Revision: / / /2-e J t S es," fans J e .L.t°76/ l% o 7 206 _ 372,- S 9 l�) RECEIVED CITY OF TT 'LA 1AUG 3 0 zOr ifiEft&A Sheet Number(s): "Cloud" or highlight all areas of revision including date evisi Received at the City of Tukwila Permit Center by: 41:Er—Entered in Permits Plus on e- w ( I \applications \forms- applications on line \revision submittal Created: 8 -13 -2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D11-264 L. • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Tofoleanu Residence Project Address: 4633 S 160 St q Contact Person: /t4L k G�cOr/76OC/PhoneNumber: 2D — 372 5-5;) / T� Summary of Revision: f, Aleev1`Z-ec7, Sr^Ve fC 2 � � ® r' / L m.4 RECi CITY of Tti AUG 082011 Sheet Number(s): "Cloud" or highlight all areas of revision including date o Received at the City of Tukwila Permit Center by: J-- Entered in Permits Plus on 8-0-1/ \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: CITY OF TUKWILL Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit CetBuilcg Division: 206 - 431 -3670 Public Works Department: 206 -433 -0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: Site Address: 4633 S 160th (attach map and legal description showing hydrant location and size of main):. 6wnernformation �.;• Owner Name: . . ' A & T European A ei►eontne ersn .ealt..411. 1 �n 'r. r r. f 4 .Y�fi%^ a Cxilfg •x ,� d " Builders, LLC Agent/Contact: Teodor Tofoleanu Owner Address: 4633 S 160th, Tukwila, WA 98188 Agent Address: 4633 S 160th, Tukwila, WA 98188 Owner Phone: 206- 372 -5941 Contact Phone: 206 - 372 -5941 This certificate is for the purposes of: SFR - Tear down and rebuild 51 BUILDING PERMIT ❑ PRELIMINARY PLAT ❑ COMMERCIAL INDUSTRIAL ❑ REZONE ❑ SHORT SUBDIVISION ❑ OTHER Estimated number of service connection and water meter size(s): One existing 5/8" meter - owner requested upgrade to 1" Vehicular distance from nearest hydrant to the closest point of structure is 80' +- & 1 15' +- to property - see attached map Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature Date :ea otBe complet • ,by,' at r�aitydistr °ic 1. The proposed project is within 2. ❑ No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: TUKWILA /King (City/County) 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1500.00 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. Water Availability: ❑ Acceptable service can be provided to this project 11 Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ❑ System is not capable of providing service to this project RECEIVED AUG 302011 PERMIT CENTER I hereby certify that the above information is true and correct, b. y on the best available information. HIGHLINE WATER DISTRICT / 206 - 824 -0375 By JEREMY ELMAR DISTRIC NGINEER Agency /Phone CORRECTION LTR# 8/29/2011 Date c) Test Report for 403n8.160th St. ©. hydrant #H212?''_—_'—__—_—___—_-_'_— ��-__-- ---'--' — ID S�hoPnexouro �n+�w*Demond Ro�dua|Pmnuum Ava||ob|oF�*��Hydnan� Chdou|pipe|� ChUoa Pipe Velocity 1 [- 46*0 67.21 1.500u0 45.61 2,030.98 5860 8.00 rn rn ire: Monday, August 29, 2011, Time: 09:07:41, Page 1 • • 94.17 1_ 6 N N IJ 0 tn if) r) 0 0 M 1 :100 80 84.46 LOT 1 co 0 N) '0 164.47 S. 160TH ST. 78 72 'H2 30 M rte) 0 u) (0 16027 0 N 7 a) d 0 0 57396157 84.27 20 1- z d z 60 CO 0 0 N. to 0 N tO LOT 4 56359305 �) 0 LOT 3 16037 56359288 H2129 0 N 110106 16005 1487! 15859 56359456 55404795 O ca f� O t0 0 0 0 N 0 0 82 92 72.75 0 rn V154 c20 1 u) 0 r c0 0 16011 33179R7 2 c 0 r. 0 N 0 U) 0 r 0 N 160171 3 0 5635752 16025 4 1 561,7135 160311 5 77 56357136 (' : 16039 6 56357)02 W Q c!) v N- it) tO CO CD 64.5 C 0 0 N ow LOT 8 a CO 0 55803635 ) v) O N 7x 57396113 : 0 >< w vi Q UJ 1- z LOT A PARSON'S SHORT PLAT CO c0 V' AC V4892 IMMi MIDGE, 1210961 = :' 4617 • 56357684 4629 56357687 (0 122.5 0 e N N. a MLOT 1,:3 N h � N 0 16013 a LOT 2 N 56357466 L. 57744699 co 0 16018 0 D_ 16019 a LOT 3 c 56357467 0' 1 16024 fl W 57744698 16023 1 0 56357465 C 21 032 < cr) 6357685. 16033 2 56357462 ti 1 6041 3 w 3160381 v ,. 5635768). 56357463 \ 164. 8 "AC 55 "") H21272l .5 1 16006 • a' 56357714 0 g. 2 160U--) 5635771-a_ 120 13 (0 �0 160 5635 Il! 4 „-102§-- ?57444 5 1601 563577 6 1604. 1604 l'1 563574149 56357717 16013? 16015 56357689 16021 16029 5 351111' 16037 56357110 or Highline Water District Statement of Charges Combined domestic - fire Future El Date: 8/29/2011 Section # NE27 -23 -04 Page # 85 Service Installation Size 1 Meter , Hang E Size # ERU's 1 See Notes ervice Address: 4633 S 160th St Tukwila 98188 Plat Name Lot # 1 Owner A & T European Builders, LLC Phone# 206- 372 -5941 E -Mail Address Fax # Agent Teodor Tofoleanu Phone# 206- 372 -5941 Mailing Address 4633 S 160th St City I Tukwila t Zip 98188 Service Installation / Meter Han • & Facili Fees Itemized Charges Amount Notes: GFC: 1" meter = 2 ERU's Project receives a credit of 1 ERU for existing service. See notes below. LFC: Previously paid Service Installation Charge: An estimate for the cost of installing a Service Installation $3,975.10 See Attached Estimate General Facility Charge $2,886.00 1 $2,886 per ERU Local Facility Charge Sono 0 ',SF X $.65 per SF. '. 'i ; new 1 water service will be prepared wen seon esirege bated. S rme and materials. Does not include concrete or asphalt restoration. AsphalUConcrete Patch Agreement required is customer elects to restore the right -of -way. All charges due prior to service installation. Meter Hang Fee $0.00 MXU $0.00 Other moo Total Due: $6,861.10 Customer Notified B Polly PROPOSED USE: SFR NOTES: Property has an existing 5/8" water meter. Owner is tearing existing SFR dow and will replace with a new SFR. Fire Marshal _requires a fire sprinkler system for the new construction. Owner requested a 1" meter to accommodate fire /domestic water. Owner will receive 1 eru credit for existing service. If the upsizing from' /." to 1" meter is required solely for the installation fire sprinkler system, the GFC charge would be based on the '/" meter size. For the waiver to apply, the Developer must provide the District a plumbing fixture count per the UPC /IPC demonstrating that a 'A" meter is sufficient for the domestic demand. The fixture count must be reviewed and approved by the - Building Official. - Prepared By: Polly Daigle Date 8/29/2011 Reviewed By: Jeremy DelMar Date 6 3o)) ) Jeremy De Mar, P.E. District Engineer CORRECTION LTR #��� RECEIVEF AUG 30ZU, PERMIT CENTEF III. VY 3.Lit V JIN L 11V 3 1 ALLA I WIN 1i1■3 111VIA 11. Address: 4633 S 160th ST 4 Owner: A & T Builders /Teoder Tofoleanu 8 Phone #: 206 - 372 -5941 SO #: Est Meter #: N/A Size: 1 Inch 9 Date: 8/29/2011 City: Seatac $ 270.00 Permit: Y N Inspection: Y N Estimated Cost: _Prepared By: Dave Stanley $ 100.00 _ LABOR: # of Field Crew @ $46/hr: 4 # Hours: 8 # Days: 1 Total: $ 1,472.00 EQUIPMENT: Description Vehicle # Rate Per Hour Hours Total Service Truck 22 $ 35.00 8 $ 280.00_ Dump Truck 9 $ 45.00 6 $ 270.00 Backhoe 3 $ 30.00 7 $ 210.00 Flat Bed 4 $ 25.00 4 $ 100.00 1" x 18" Brass Nipple B1132 1 $ 32.00 $ 32.00 B -10 Box BX006 1 $ 65.00 $ 65.00 MATERIALS: Description Part Number Quantity Price/Pce Total 1" Corp B1117 1 $ 28.00 $ 28.00 1" Copper Pipe B1138 30 $ 6.25 $ 187.50 1" Setter B1142 1 $ 175.00 $ 175.00 1" Union Nut & Comp Adapter N/A 1 $ 20.00 $ 20.00 1" x 18" Brass Nipple B1132 1 $ 32.00 $ 32.00 B -10 Box BX006 1 $ 65.00 $ 65.00 B -10 Lid BX007 1 $ 75.00 $ 75.00 1" Meter With TRPL N/A 1 $ 185.00 $ 185.00 MXU N/A $ 152.32 $ - 1 " MIP x Comp Adapter B1104 1 $ 16.75 $16.75 Crushed rock N/A 10 $ 25.00 $250.00 Cold Mix N/A 1 $ 85.00 $85.00 Labor Equipment Materials $ 1,472.00 $ 860.00 $ 1,119.25 Estimate is good for 60 days. Asphalt and concrete restoration are not included in this bid. They will be an additional expensedepending on the cities Pavement restoration requirement Subtotal Permit Fees Inspection Fees Asphalt Repair Concrete Repair 20% Administration Total Estimate $ 3,451.25 $ 250.00 $ 273.85 $ 3,975.10 OUTSIDE INSIDE REPAIRS DEPOSIT$ 1`7✓ `: 1 Ire r t,� v� : n E / 2,,‘-,„7 72 -5-9 / C I e' coos � OWNER A -47- -��?� 4,7 L5 /Ivy, LLC HOUSE ADDRESS L/C, 33 S , )6011? S 7L NAME SUB- DIVISION • T4iiey Tnew • PHONE: 206 - 242 -3236 SIDE SEWER PERMIT VALLEY VIEW SEWER DISTRICT 3460 South 148th Street, Suite 100 • Seattle, Washington Permit has been grant Test Report PERMIT 6843 EASEMENT No. RECEIPT No. $5'S% DATE 7/2 CONTRACTOR: S C / , BASEMENT: YES NO LOT No. BLK. No. Expiration Date 71 2 V / Approved by evset, N Permits not valid unless signed by distr t representative. Inspector's Report AIR ATER ❑ Roof, Downspouts, Building Footing Drains, any Ground Water Drains, etc., are not allowed to be hooked into the sewer under this permit. ALL PLUMBING OUTLETS WILL BE CONNECTED TO THE SEWER. This permit is granted subject to the conditions set forth on the District's Application For Permit and is subject to all stipulations of the District's Side Sewer Resolution as amended and which are by this reference incorporated herein as though set forth in full. Inspector "CAUTION" NO BUILDING ON SEWER EASEMENTS CALL FOR INSPECTION AT 242-3236 • DEWATER DITCH BEFORE INSPECTION CORRECTION • DISTRICT INSPECTION BEFORE BACKFILL LTR# • TEST SIDE SEWER BEFORE AND DURING INSPECTION RECEIVED AUG 3 0 2011 PERMIT CENTER SEPTIC TANK 11 The King County Health Department Uniform Plumbing Code requires septic tanks to be completely pumped and filled with earth, sand, gravel, concrete or other approved material. SAFETY The Contractor shall comply with the Washington Industrial Safety and Health Act (RAW 49.17) and Safety and Health Standards such as Safety Standards for Construction Work (Chapter 296 -155 WAC), General Safety and Health Standards (Chapter 296 -24 WAC), General Occupational Health Standards (Chapter 296 -22 WAC) and any other appropriate safety and health codes. Contractors or Tradespeople *ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEN to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name A a T EUROPEAN BUILDERS LLC UBI No. 602824758 Phone 2063759864 Status Active Address 2707 S Ferdinand St License No. TEUR0TE914BN Suite /Apt. License Type Construction Contractor City Seattle Effective Date 1/15/2009 State WA Expiration Date 3/23/2013 Zip 98108 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status TOF0LT,961KGT0F0LEANU, TEODOR Construction Contractor General Unused 5/7/2004 5/7/2006 Re Licensed Business Owner Information Name Role Effective Date Expiration Date TOFOLEANU, TEODOR Partner /Member 01/15/2009 09 -2- 31327 -0SEA RALPH'S CONCRETE PUMPING INC InterPlead: No Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 CBIC SI1551 01/15/2009 Until Cancelled $12,000.00 01/15/2009 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 1 CBIC C11511551 01/15/2009 01/15/2012 5300,000.00 12/07/2010 Summons /Complaint Information Cause County Complaint Judgment Status Payment Paid By 09 -2- 31327 -0SEA RALPH'S CONCRETE PUMPING INC InterPlead: No KING Date: 08 /25/2009 Amount: $1,386.04 Bond(s): SI1551 Date: Amount: $0.00 Dismissed Date: Amount: Warrant Information No unsatisfied warrants on file within prior 6 year period https:// fortress .wa.gov /lni/bbip/Print.aspx 10/06/2011 DRIVEWAY ELEVATION TRENCH DRA z w I— CL Q O > • W a W r ) W cwl • ? w . l PLANNING APPROVED NO changes can be made to these plants without approval from the Planning Division of DCD Approved By:, 71 W 2 Date: FILE COPY Permit No., D J, I 21 'L Plan review approval is subject to erfom and orris t 4pproval of construction documents does not au hhc ;3 the violation of an(y,� code or ordinance. ' eco t of approved Field BY City Of Itikwila BUILDING DIVISION 0 These plans have been reviewed by ice 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 respo fifty for the adequac : of the design rests totally widt designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 311,Si W ❑ C� < w c~i> > Xit wo w LaaLS H1O9L S U N11 ?:13M3S NNW >l1VM 3CI IS F- W U 0 w c F-- z w 0 0 sin 5.ZZ1. =1d ,5•617 4-1,1„EY VIEW 50.02 Orsriac i 0 U z z 0 0 w U) z W (.. co 0 S .2 0 E c 0 �U v ER COLLEC •uiewaJ ItIM TS 111091. S 6uoie semi II`d :310N 3sn W31SAS 3011 LNOId AVMV .0E 1331VM Nlvela 0N1100d w 1- 0 co 11 o- 0 tO CO O W CD m • °0 0 C' w $ aLu w Z \ I / V w w 0- a. w' w; JO o U!((1) U e1al ,v, cci wu_ 2 0 .? g '-- E wz°° L_ asnoy nnau Buipe ;s aoiad panowaa aq II!M SflOH .1.d1DS 009 ONIISIX Cr 59z //q Ll /agS O€-V Q ,S ZZl =1d REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. I z J O co O H J w < o? 2 > ai co w zw w O < Edge of asphalt pavement ti rt 2 z < b Z w CO 1 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 1 2011 W v13 N J Z Z N w U CO Z Z o Lu Lu U W � w zdw O • J co2c) -© H O N -771\ J0 w oc u O J 7 O ci M 0 00 M Ce w 0 < �� CL0 (0 u7 w J a. QQ 2 < 0 y of BUILDING c�arlla VISION W � Z>-n LL > ~ 0 LL V u_ 0 N a <N IL, � ❑ 500 0 1 w C,� LC? w Z - c`,1 o- CLNCCN f O ~ U ,,O LLJ W N o cncoso, x u_ 7 cy) 0 �°� U L() I— == U Z O 0' WI wZ zJ LO m - �ZN CV - CL N Z W OW�I.L > 0Liw ❑� ;" 0 sth Lo I- 0Qco act cL- LLQ)Q0 () Z C -- Et W�c 40 ~'Q ❑• O ¢LJJ II CD 0 RECEIVED AUG 302011 PERMIT CENTE1 CORRECTION Pe9MoVE-0 Iktic\C FLOOR PLAN NOTES (IF APPLICABLE): t CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS t CONDITIONS PRIOR TO CONSTRUCTION. 2. EXTERIOR WALLS TO BE 2 x 6 STUDS a 16' OC. UN.O. 3. TYPICAL PLATE HEIGHT TO BE PER PLAN. 4. PROVIDE SOLID BLOCKING OVER SUPPORT. 5. PR °VIDE SOLID BLOCKING AT MIDSPAN. 6. PROVIDE FIBER BLOCKING AT CUBS AND SHOWERS PER SECTION 108. 1. LIMIT SHOWER FLOW TO 25 GPM. 8. PROVIDE EGRESS WINDOWS AT ALL BEDROOMS PER SECTION 310.4. 9. PROVIDE VENTILATION AT ALL BATHROOMS 4 LAUNDRY ROOMS. 10. PROVIDE 5/8' TYPE X GUS AT SPACE UNDERNEATH STAIRWAYS PER 100333.9. 11, PROVIDE MINIMUM HEADROOM AT STAIRWAYS OF 6' -S'. 12. BUILDING TO COMPLY WITH 2009 W.S.E.C. 13, S:G. =SAFETY GLAZING (TEMPERED GLASS) 14. REFER TO EXTERIOR ELEVATIONS FOR EXTERIOR FINISHES AND WINDOW OPERATION. 15. WINDOWS TO BE U =035 OR BETTER, DUAL GLAZED, LOW -E, HIGH R FACTOR. 16. DOORS TO BE U =0.20 OR BETTER, DUAL - GLAZED. 11. CONTRACTOR TO FIELD VERIFY ROUGH OPENINGS OP WINDOWS AND DOORS TO DETERMINE ACTUAL SIZE OF WINDOW AND DOOR SYSTEMS. IS. HEATING SYSTEM t0 BE GAS. l9. U SD = SMOKE DETECTOR HARD WIRED WITH BATTERY BACKUP PLACED IN EVERY BEDROOM AND IN HALLWAY OUTSIDE OF BEDROOM DOOR). R313.I SMOKE ALARMS SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS: I. IN EACH SLEEPING ROOM. 2. OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF NE BEDROOMS. 3. ON EACH ADDITIONAL STORY OF NE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. IN DWELLINGS OR DWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN NE ADJACENT LEVELS, A SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL SUFFICE FOR NE ADJACENT LOWER LEVEL PROVIDED THAT THE LOWER LEVEL 15 LESS THAN ONE FULL STORY BELOW NE UPPER LEVEL WHEN MORE THAN ONE SMOKE ALARM 15 REQUIRED TO BE INSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT NE ALARM DEVICES 514ALL BE INTERCONNECTED IN SUCH A MANNER THAT NE ACTUATION OP ONE ALARM WILL ACTIVATE ALL OF NE ALARMS IN NE INDIVIDUAL UNIT. NE ALARM SHALL BE CLEARLY AUDIBLE IN ALL BEDROOMS OVER BACKGROUND NOISE LEVELS WITH ALL INTERVENING DOORS CLOSED. ALL SMOKE ALARMS SHALL BE LISTED AND INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF IRC AND NE HOUSEHOLD FIREWARNING EQUIPMENT PROVISIONS OP NFPA 12. 20. HANDRAILS SHALL BE PROVIDED ON TWO SIDE OPEN AND CONTINUOUS ON ONE SIDE ONLY. HANDRAIL SHALL BE 34' -38' ABOVE NOSING OF TREAD AND SHALL BE CONTINUOUS THE FULL LENGTH OF NE STAIRS AND NE ENDS 514ALL RETURN TO THE WALL OR SHALL TERMINATE IN A NEWELL POSTS. THERE SHALL BE NOT LESS THAN I 1/2' NOR MORE THAN 2' IN CROSS SECTIONAL DIMENSION, AND SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS SEC 10033.16. 8311.5.6 HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE SIDE OF EACH CONTINUOUS RUN OF TREADS OR FLIGHT WITH FOUR OR MORE RISERS. R311.5.6.1 HANDRAIL HEIGHT, MEASURED VERTICALLY FROM NE SLOPED PLANE ADJOINING NE TREAD NOSING, OR FINISH SURFACE OF RAMP SLOPE, SHALL BE NOT LESS THAN 34 INCHES AND NOT MORE THAN 3S INCHES. 8311.5.6.2 HANDRAILS FOR STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF NE FLIGHT, FROM A POINT DIRECTLY ABOVE TI-4E TOP RISER OF NE FLIGHT TO A POINT DIRECTLY ABOVE LOWEST RISER OF NE FLIGHT.HANDRAIL ENDS SHALL BE RETURNED OR SHALL TERMINATE IN NEWEL POSTS OR SAFETY TERMINALS. HANDRAILS ADJACENT TO A WALL SHALL HAVE A SPACE OF NOT LESS THAN 11/2 INCH BETWEEN THE WALL AND NE HANDRAILS. 83122 REQUIRED GUARDS ON OPEN SIDES OF STAIRWAYS, RAISED FLOOR AREAS, BALCONIES AND PORCHES SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES WHICH DO NOT ALLOW PASSAGE OF A SPHERE 4 INCHES OR MORE IN DIAMETER 21. 0 C.O. = CARBON MONOXIDE ALARM UL 2034 SHALL BE INSTALLED IN ACCORDANCE WITH SECTION 8315 AND NE MANUFACTURER'S INSTALLATION INSTRUCTIONS. • EGRESS WINDOWS (EG.) MINIMUM NET CLEAR OPENABLE AREA OF 5.1 SQ.FT. MINIMUM CLEAR OPENABLE HEIGHT 24' MINIMUM CLEAR OPENABLE WIDTH 20' WINDOW SILL HEIGHT CANNOT BE MORE THAN 44' ABOVE THE FINISHED FLOOR 50I -0' 91 -0' 2R TOG IF FUEL FIRED APPLIANCES EXCEED 1000 BTU/ I-1 INPUT PER 50CU. FT. OF GARAGE VOLUME, INSTALL 2 SCREENED COMBUSTION AIR VENTS THROUGH EXTERIOR WALL, ONE WITHIN 12' OF CEILING 4 ONE WINING 12' OF FLOOR. USE NON -CLOSE -ABLE LOUVERED 12x12 WALL VENTS OR Sx18 FOUNDATION TYPE VENTS IN WALL FOR A MINIMUM NET FREE AREA OF I SQ. IN. PER 4,000 BTU /I-4 EACH VENT. (2.8 3'L 4 °2m SL. S C. MASTER SUITE SI- IELVES DR V.T.O. 150 CFM w/ 24 HF W/ MAN. (VtO) LAUNDRY RM J.H. FAN TIMER VERIDE UP 2R 1- 'MIN,THICI4dESS SOLID -CORE UJ/ SELF CLOSER OR 20 MIN FIRE -RATED DR cA 8' DIA FRESH - AIR INTAKE +18' PLATFORM 4' DIA STEEL BOLLARD PROVIDE • W.H. SE SMIC STRAPS PRESSURE RELIEF VALVE- PLU1B'D TO OUTSIDE 2X6 WALL W/ R -21 INSULATION 5/8' TYPE 'X' G.W.B. CEILING 1/2' TYPE 'X' G.IIJ.B. * WALL6 101 -10' 7 :01 3 -CAR GARAGE SLAB ON GRADE 4' CONC. OVER 6 MIL (BLACK) V.. OVER 4' GRANULAR FILL SLOPE TO O.H. DOORS ENTRY L ® SL. ROUNDTOP 160-10 O.H GARAGE DOOR 11 -6' 1 4, 611 1' -IOYII 121 -0' ENERGY CODE COMPLIANCE: THIS PROJECT SHALL COMPLY WITH THE 200 W.S.E.C. OPTION III UNLIMITED PER TABLE 6 -1 GLAZING U FACTOR: VERt 0.30 OR BETTER OVERHEAD 0.50 DOORS 020 OR BETTER CEILING R -49 VAULT R -38 WALLS R -21 FLOOR R -30 SLAB R -10 MAIN FLOOR PLAN I/4 " =1' -0" LIGHT WEIGHT (5 PSF MAX) STONE VENEER TYP (OPTIONAL) 11 -1011' AREA SUMMARY MAIN FLOOR AREA= UPPER FLOOR AREA= TOTAL LIVING AREA= GARAGE AREA= 1,521 S0.T. 1,110 50.FT. 2,631 SQ.FT. 681 SG.FT. SQUARE FOOTAGE 13 MEASURED TO THE OUTSIDE FACE OF WALLS. STAIRS ARE COUNTED ONCE IN CALCULATIONS. OPEN TO BELOW BRACES ARE NOT INCLUDED IN CALCULATIONS. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 1 2011 City of Tukwila BUILDING DIVISION p 11 -).1p y RECEIVED AUG 302011 PERMIT CENTEr STRUCTURAL ANALYSIS & DESIGN 4-1-610114. LA, WA 981 S.I DRAWN: AM N MO Jr r ,y, G�0 0 tn -,,,, el' :), N of %%, �. 44, 36923 4V S -ONAL � PROJECT # L7-1 388 SHEET NO. , SUPPORT FRAMING FOR SOFFIT CASING BEADS WIRED TO REINFORCEMENT BACKER ROD AND SEALANT METAL CONTROL JOINT IS WIRED TO LAN CUT REINFORCEMENT AT JOINT HORIZONTAL CONTROL JOINTS SHOULD PROVIDE WEATHERTIGHTNESS AS WELL AS CONTROL CRACKING OF NE STUCCO MEMBRANE. 15" FELT STUCCO MEMBRANE SUPPORTING CONSTRUCTION SEALANT CONCRETE FOUNDATION •: TYF NALL_ 1"1/ STUGGO SCALE: NTS OPEN RAIL SPACE PICKETS SO 43/" SPHERE MAY NOT PASS 6" SPHERE MAY NOT PASS THRU TRIANGLE FACE NAIL /" P.W. TO DBL. ®JSTS, A35 TO STRINGER. 2x BLK'G BEHIND 1Y4" - 2"0 CONTIN. FULL LENGTH HANDRAIL WITH 1Y" MIN. SPACE TO WALL. RETURN ENDS TO WALL OR TERMINATE AT POST. HANDRAIL TO SUPPORT 200 LB. LOAD APPLIED IN ANY DIRECTION. 2x TREADS & 1x RISERS 34" MINIMUM & 1A" MAXIMUM NOSING WIDTH OF LANDINGS SHALL NOT BE LESS THAN THE STAIRWAY SERVED. LENGTH SHALL BE 36" MINIMUM IN THE DIRECTION OF TRAVEL. Q L• 2x12 STRINGERS © 16" 0.C. MAX Y2" GWB ON WALLS & CEILINGS UNDER STAIRS WHERE ACCESSIBLE FIREBLOCK ADJACENT WALLS PER IRC 602.8 0 ST/41' DETAIL s 'A1 � 1 LINE OF WALL BELOW B`1 13' -4' 03 .5) --r 12'i0" 2' -4' 101 -10II --r 41-6" O.N. TI-FD s 10' 4'-8' 11 -411 5 °4° 5L. ECx. 4' -6VII \\ BEDROOM #1 DESK 17-- ------ --- - - - - -- - 1------- - - - - -- - - - -I- 5' TUB W/ SHOWER 2'X4' SKYLIGNT- 51-6" 6) 50 O FAN (V10) 51 -9%4 5 °4° SL ECG. 8' -4' 2' -6" 9 2' -4 3/8" 110V.S.D. BEDROOM #2 R4s R 4 5 C4 /a iI x 3 °3° FXi 4° BF BATH Nx, 2' -4 10V.S.D. \ 1) d) � ^ +361 RG ��2®M C.OAILIN. pN 1� 14R 6' -4' BUILT - INS' 22'x30'ATTIC ACCESS 30' MnJ ART. CLEAR. IIEATI•IER STRIP 1 INSUL. \TO R -38 (TYP) GAMES/MEDIA ROOM \ / \ /' • • X tv '\ OPEN TO BELOW ra / BEDROOM #3 110VU.w. \ REVIEWED FOR CODE COMPLIANCE APPROVED SEP 21 2011 3°361 =X \. City of Tukwila BUILDING DIVISION 3° Px .363 FX 1 LINE OF WALL BELOW 2' -5' 21-4' 51 °SL 5' -0' �I R,OUNDTOi_� __ —___� 5' -0' 2' -4' 2' -5" 2'- 3 - Vi" * gofe CO al'a w 9 D I rtS ;U� s oef!✓00 LINEiOF WALL BELOW J I0' -9' r 4' -9 'I J 4' -9' 51 -9" 38' -6" UPPER FLOOR PLAN • EGRESS WINDOWS (EG.) MINIMUM NET CLEAR OPENABLE AREA OP 5.1 SQ.PT. MINIMUM CLEAR OPENABLE WEIGHT 24' MINIMUM CLEAR OPENABLE WON 20' WINDOW SILL HEIGHT CANNOT BE MORE THAN 44' ABOVE NE FINISHED FLOOR 2006 -2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51 -56 WAC). NI's- 2 4714 RECEIVED AUG 3 0 2011 PERMIT CENTER STRUCTURAL ANALYSIS & DESIGN ' 4 C LA, WA 981 S.I DRAWN: AM RI r. p 9 44' s36923 � w,r,;,� SIGNAL E� �5� PROJECT # L7-1388 SHEET NO A 2 1 STRUCTURAL ANALYSIS & DESIGN p 4464;14 LA, WA 981 S.I _ L119 DRAWN: AM EVA1 Obi s J2i ti 1 ��sI�NAL �Gti PROJECT # L7-1 388 A-3 SHEET NO jJ �I ]jJ � Ilil�i Illii�l'� 1 STRUCTURAL ANALYSIS & DESIGN 4464;14 LA, WA 981 S.I _ L119 DRAWN: AM EVA1 Obi s J2i ti 1 ��sI�NAL �Gti PROJECT # L7-1 388 A-3 SHEET NO jJ ]jJ lii�efl�aliw � __ STRUCTURAL ANALYSIS & DESIGN 4464;14 LA, WA 981 S.I DRAWN: AM EVA1 Obi s J2i ti 1 ��sI�NAL �Gti PROJECT # L7-1 388 A-3 SHEET NO TYPICAL ROOF CONSTRUCTION ROOFING PER PLAN, OR 15# FELT W/ 1/2" SHEATHING FRAMING PER PLAN W/ R -49 INSULATION 2x SCREENED ROOF VENT BLOCKS AT EACH BAY (TYP) H1 CLIPS (TYP) EVERY TRUSS /RAFTER (2) 2 X TOP PLATE. LAP SPLICE OF TOP PLATE 48 "MIN WITH 12 16d A35 CLIP PER SW SCHEDULE TYP WALL CONSTRUCTION SIDING PER ELEVATIONS. 15# FELT. SHEATHING PER STRUCT SHEAR WALL (SW) PLANS (UNO) FRAME TO SW -1 REQ'MNT (MINIMUM is OSB) IN NON -SW AREAS. 2X6HFNo2 STUDS @16 "O.C.W/ R -21 INSULATION W/ VAPOR BARRIER. R -49 INSULATION INSULATION BAFFLE PROVIDE 2" AIRSPACE 2" GWB (2) 2 X TOP PLATE. LAP SPLICE OF TOP PLATE 48 "MIN WITH 1216d 2 X RIM JOIST FINISHED GRADE A35 CLIP PER SW SCHEDULE GWB l e °: ° i ° i ° i ° i • i • i ° ° i ° ° ° i • ° i ° • • co 4" 0 PERF. FTG DRAIN PER PLAN co , PER PLAN PER PLAN TYPICAL FLOOR 4 T & G SUBFLOOR NAIL 10d @ 6" O.C. (EDGES & FIELD) FLOOR JOISTS PER PLAN TYPICAL FLOOR 4 T & G SUBFLOOR FLOOR JOISTS PER PLAN R -30 INSULATION 2 X 6 P.T. SILL PLATE UNLESS NOTED ON STRUCTURAL PLANS INSTALL 2 "0 X 10" A.B. WITH HICK WASHERS @ 48" O.C. (12" FROM SILL - ENDS). EMBDED 7.5" MIN MONO TRUSSES 24' 0.C. " PLYWOOD SOFFIT W/ 4' CONTINUOUS SCREENED VENT FINISHED GRADE l �� 3''x y FOOTING REINF PER STRUCTURAL TYPICAL 2 —STORY SECTION NO SCALE FINISHED GRADE R -21 INSULATION GIRDER TRUSS 12 sr— COMMON TRUSSES e 24' O.C. R -49 INSUL 24F- V4 R -38 RIGID INSUL 3/41 CDX SUB -FLOOR RAILING BY OTHERS STAIR DETAIL 2X10DF2 R -30 INSUL 5/8' TYPE X GWB 3 -CAR GARAGE 9 cA R -21 INSULATION LIVING RM 34' CDX SUB -FLOOR 2X10HF2 PER PLAN R -30 INSUL N1 6 EACH RAFTER R -21 INSULATION MIN TYP JOIST LAP VAPOR BARRIER 18' MIN. CRAWLSPACE 6 MIL BLACK V.V.B. LAPPED 12' e SEAMS 4 UP FNDN 12' ifir_411=1T6 II n 1I- 11T�-I 11-61n= 41 -0 MAX HIP MASTER SCISSOR TRUSSES PER PLAN 2x10(2 piles) I -IF2 MONO TRUSSES 6 24' O.G. GIRDER TRUSS TYPICAL® FIG DETAIL W/ CRAWLSPACE GROSS SECTION va. =, b. COMMON TRUSSES e 24" O.C. HIP MASTER HIP JACKS HIP JACKS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 21 2011 City of Tukwila BUILDING DIVISION INSUL INSUL (2) 2X4 TOP PLATE GAMES / MEDIA RM I/2' TYPE X GWB TYP 2 x 10 (3 piles) DF No 2 5.125 x 13.50 GUS 24F -V4 1/2' TYPE X GWB TY ❑❑ BATH BEDROOM +1 4X12DFI R -30 INSUL 5/8' TYPE X GWB MASTER SUITE 3 -CAR GARAGE SLAB ON GRADE 4' CONC. OVER 6 MIL (BLACK) Y.B. OVER 4' GRANULAR FILL SLOPE TO O.H. DOORS 3/4' CDX SUB - FLOOR 2X10402DF PER PLAN R -30 INSUL "...• ..4, 1.1.) 4 VAPOR BARRIER Mgt 'I � ► -Tf�Ti ]TE= � 1' -- rrr +� 18' MIN. CRAWLSPACE 6 MIL BLACK V.V.B. LAPPED 12' *SEAMS 4 UP NON 12' 4' -0 MAX ITT„Mr-r4TILig-,-Fiffi GROSS SCTION bi2 t' TYPICAL 2 -STORY SECTION RECEIVED AUG 3 0 2011 PER BITER ti STRUCTURAL ANALYSIS & DESIGN LA, WA 981 S.I $a c ROSS SI V'.t•� .Qti4, 47 t1-0,7' 36923 % d'S /ONAL �� PROJECT # L7.1 388 SHEET NO A illi 1/2" x 10 ANCHO WITH 46 WASHER @ 48" O.C. IN NON -SW AREAS FOR SW AREAS SEE SHEAR WALL SCHEDULE PT 2 x PLATE No 4 REBAR 18" O.C. EACH -WAY SLAB PER PLAN 2 N — ►I6.5' R2.50" #4 VERT BAR � rs Nib. n inningEMIIICIIK i ,. NtC TYP 2 x EXTERIOR WALL HOLD -DOWN (WHERE IT OCCURS) 8d 6" O.C. IN NON SW METAL FLASHING TO PROTECT INSULATION GRADE 6" MIN No of FLOORS b t tw 1 12 6 2 16 7 8 S.I SW = Shear Wall 1 b `\ , \ `. \/ \ / /' /\ `,/ / • \ •, ♦\ \\ ,r 4- t ,\ 2" RIGID INSULATION AN 2- #4 CONT 3" COVER (TYP) 6 MIL BLACK V.V.B. 4" GRANUNAL FILL TYPICAL CONT. FOOTING WITH SLAB NO SCALE ASTM A -36 ALL THREAD ROD SW WHERE IT OCCURS SEE TABLE 5 FOR SIZE 2 N #4 VERT BAR PT 2 x PLATE HOLD -DOWN PER PLAN NAILING PER TABLE 1 No 4 REBAR GRADE 18" O.C. EACH -WAY R 2.5 0" b No of FLOORS b t tw 1 12 6 2 16 7 8 S.I 2- #4 CONT 3" COVER (TYP) co `T I TYPICAL CONT. FOOTING AT CRAWL SPACE NO SCALE S.W. (WHERE IT OCCURS) B.N. PER SW TABLE SLAB PER PLAN CC CD M REINFORCING PER PLAN CONT. FOOTING BEYOND CONT. FOOTING REINF. PER DETAIL 3 SPREAD FOOTING DETAIL NO SCALE , ,2 NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1 /2" or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) BRICK TIES (TYP) 16" VERT Bc HORIZ PT 2 x PLATE TD "B) TD1 0,33k 0.33k r. T 0 Oo — 12A2cr 1.18 2 TD1 S -2.1 1,0810;40k 50' -0" 1,10 TD1 TD1 TD1 1.00k 0,428 r VA 2.008 2.088 1325 0,785 2 7 L r SIM — 6' -102" 2' -6" CRAWL SPACE ® , jr �_ 4X10DF2 LL CRAWL SPACE 11' 9 11 I S-2.1 J�Jr L r r- 1' -4" 8" TD1 L TD1 1' -6" 1 S -2.1 -y-- -- =1_ RAISED FOUNDATION DETAIL PER 6/S -3.1 9' -0" 12' -0" r __J ■„ 21_611 �J 12' -7" / 2 SIM LA- 0 N X N 1 ED i3U REVIEWED FOR CODE COMPLIANCE APPROVED SEP 21 2011 City of Tulcwiia BUILDING DIVISION 00k 0.50 1.15k (5) #4 BARS EACH -WAY 4" CONCRETE SLAB WITH 6 X 6 W2.9 X 2W2.9 W.F. (TYPICAL) -• 1" Air space SW WHERE IT OCCURS HOLD -DOWN PER PLAN NAILING PER TABLE 1 ANCH BOLT TO ATTACH HD PER TABLE 5. SW BOLT SPACING PER TABLE 2 No 4 REBAR 18" O.C. EACH -WAY b + Brick width +1" Brick Brick width + 1" No of FLOORS b t tw N STRUCTURAL ANALrnS & DESIGN 2 16 7 8 S.I 3 -# 4 CONT 3" COVER (TYP) 4 CONT. FOOTING W/ BRICK VENEER NO SCALE 31' -0" ,. 4X10DF2 2' -10" 1,585 10' -2" 8,784 r"" 1.27k -J 1 T-. 3' -11" LL' CV 1 DBL JOIST & BLOCKING AT CRAWL SPACE ACCESS 18" x 24" MINIMUM THRU FLOOR ACCESS WITH TIGHT FIT WEATHERSTRIPPED INSULATED DOOR 161 -0" TD1 h 2.33 4,23 1 TD1 TD1 r 1 81.8' TD1 r 4X10DF2 r• --14" — 611 2X10HF2 @ 16 "O.C. CRAWL SPACE 3,005 J 1' -6" RAISED FOUNDATION DETAIL PER 6/S -3.1 19: -0" J 1 –ar- 0.251 8 rte- -1' -4" TD1 M3-41- N 10' -0" .�J TD1 ► 1' -102" FOUNDATION PLAN / MAIN FLOOR FRAMING PLAN 1/4" = 11 -0" • 3X3X1/4" GALVANIZED PLATE WASHER IS REQUIRED • EMBED ANCHOR BOLTS 7.5" MIN • REFER TO FRAMING PLANS FOR HOLD -DOWN LOCATIONS • VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION UNDER FLOOR VENTILATION REQ'D = 1514 SQ.FT. / 150 = 10 SQ.FT. 14" X 7" SCREENED FOUNDATION VENTS REQ'D = 10 SQ.FT. / 0.68 SQ.FT.NENT = 15 VENTS REQUIRED Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines 1)11-v2104 RECEIVED AUG 3 0 2011 PERMIT CENTER N STRUCTURAL ANALrnS & DESIGN lo Ivviui L LA, WA 981 S.I DRAWN: AM REVISED: 8 -29 -11 u )1 0 II ,t..1 rA �, 36923 "4447 cs PROJECT # L7.1 388 SHEET NO, 7 , , #f* , , S 2.1 FRAMING PLAN NOTES 1. ALL HEADERS TO BE 4 x 8 DF #2 TYP. FOR OPENINGS LESS THAN 3 FT 4 x 10 DF #2 TYP. FOR OPENINGS GREATER THAN 4 FT UNO. 2. (2) 2 X 4 OR (2) 2 X 6 UNDER ALL HEADERS. 3. STRAPS SHOWN OCCUR BETWEEN MAIN FLOOR and UPPER FLOOR. 4. SHEAR WALL SHOWN OCCUR BELOW FLOOR FRAMING. 5. PROVIDE SOLID BEARING TO FOUNDATION @ GIRDER TRUSSES, HIP MASTERS, BEAMS AND HEADERS (MIN. 2 STUDS) 6. IF MANUFACTURED FLOOR JOISTS ARE SUBSTITUTED: CONTRACTOR SHALL PROVIDE MANUFACTURED FLOOR JOIST WA. STATE ENGINEERED PLAN FOR REVIEW & COORDINATION TO ARCHITECT & BUILDING DEPARTMENT. 7. FLOOR SHEATHING & NAILING 3/4" SHEATHING W/ 10d @ 6" O.C. AT BOUNDARY AND 12" O.C. FIELD UNLESS NOTED OTHERWISE ON PLANS 8. WALL TOP PLATE REQUIREMENTS ALL DOUBLE TOP PLATES MUST BE CONTINUOUS OVER HEADERS UNLESS NOTED ON PLANS. (2) 2 X 6 STUDS OR PER HOLD -DOWN SCHEDULE BM PER PLAN 4X4DF2(TYP) TYPICAL BEAM SUPPORT DETAIL (UNO) 4X8DF2 OR6X6DF2 TYPICAL HDR DETAIL (UNO) h TD PER HOLD -DOWN OR STRAP PER SCHEDULE ON S -2 (2) 2 X 6 STUDS OR PER HOLD -DOWN SCHEDULE POST /COLUMN SUPPORTED BY A BEAM. DOES NOT CONTINUE TO FLOOR. SIM 61> TD1 A'1 (i) TD1 ,C TD1 TD1 6' -6" 71_6" TD1 5' -6" B27 -2 x U2 plies), DF No 2 2.42 SW -1 SW -1 2.404 0.42 .294 2.004 .05k 1224 0.724 0.J TD1 M4STEIt SUIE FAIIILY F1OOM 4DD OIST IN LINE W/ S.W. @ GRID B.5 KITCHEN MASTER CLOSET TD1 .154 B21 -2 x 8 (2 plies _IL 1 k _ B22-4 x 10 DF No 2 TRUSS OVER S.W. 6X6DF2 DINING RM PIWDER TD1 1 1 OPEN TO 1 ABOVE 2 X 10 HF 2 ROOF JOISTS @16 "0 /C TD2 ENGINEERED MONO TRUSSES @ 24" 0/C TD1 II =INi 15- 5.125x.1 i T Z -- HIP JACKS @ 24" O.C. 3�L 2' -6" 4X12DF1 B18 -2x10 (3 plies) DF 2 TD1 1' -6" SW MARK PER PLAN SEE SW SCHEDULE ON S -2 rx-- SI % / / / / / / / / / / / / / / / / / /// — 1--- MIN LENGTH OF SW B13 -2 x 10 (3 plies) DF No 2 B17 -2 x 10 (3 plies) DF 2 EXTEND BEAM OVER BOTH SHEAR WALL PANELS INSTALL STRAPS PER DETAIL 6/5 -3.1 1' -6" TD1 MAIN FLOOR SHEAR WALLS / UPPER FLOOR FRAMING PLAN 1/4" = 11 -0" TD PER HOLD -DOWN OR STRAP PER SCHEDULE ON S -2 SHEAR WALL DETAIL SW = SHEAR WALL TD = TIE DOWN PER SW SCHEDULE @ S -2 2' -6" TD1 4X8DF2 4X8DF2 TD1 'SW -1 LOWER ROOF VENTILATION CALCULATIONS RE'JIE V E:D @=OR CODE COMPLIANCE APPROVED SEP 2 1 2011 City of Tu1°S t i a BLPi DING DIVISION ,r - dW. ii2Io4 ROOF ROOF AREA = 655 / 150.0 j 4.37 SQ.FT. OF VENT AREA REQ'D RIDGE VENT 0 X 7.00 sq.in. / in 0.00 sq. ft. EAVE VENT 99 X 3.00 sq.in. / in 2.05 sq. ft. ROOF VENT (12" Dia) 0.78 X 3Vents 2.31 sq. ft. Provided sum 4.37 sq. ft. Notes: Ridge vent = measure and sum all the ridge lines in the structure. Eave vent (Bird blocks) = measure and sum all the eaves in the structure. Roof vents = individual vents added to make up the required venting. RECEIVED AUG 3 0 2011 PERMIT CENTER o h0 U 7) 2 0 43 wow6 P7'ccr U —j^ E �, wJ Cr) PROJECT ADDRESS: 00 00 00 J CL C.D 2 CC CC LL CC LU PROJECT # L7 -1388 SHEET NOtOt 2.2 FRAMING PLAN NOTES 1. ALL HEADERS TO BE 4 x 8 DF #2 TYP. FOR OPENINGS LESS THAN 3 FT 4 x 10 DF #2 TYP. FOR OPENINGS GREATER THAN 4 FT UNO. 2. (2) 2 X 4 OR (2) 2 X 6 UNDER ALL HEADERS. 3. STRAPS SHOWN OCCUR BETWEEN MAIN FLOOR and UPPER FLOOR. 4. SHEAR WALL SHOWN OCCUR BELOW FLOOR FRAMING. 5. PROVIDE SOLID BEARING TO FOUNDATION @ GIRDER TRUSSES, HIP MASTERS, BEAMS AND HEADERS (MIN. 2 STUDS) 6. IF MANUFACTURED FLOOR JOISTS ARE SUBSTITUTED: CONTRACTOR SHALL PROVIDE MANUFACTURED FLOOR JOIST WA. STATE ENGINEERED PLAN FOR REVIEW & COORDINATION TO ARCHITECT & BUILDING DEPARTMENT. 7. FLOOR SHEATHING & NAILING 3/4" SHEATHING W/ 10d @ 6" O.C. AT BOUNDARY AND 12" O.C. FIELD UNLESS NOTED OTHERWISE ON PLANS 8. WALL TOP PLATE REQUIREMENTS ALL DOUBLE TOP PLATES MUST BE CONTINUOUS OVER HEADERS UNLESS NOTED ON PLANS. (2) 2 X 4 HDR (TYP) SIMPSON L90 TYP SKY -LIGHT (TYP) r TRUSS PER PLAN SKY - Lla-IT DETAIL NO SCALE (2) 2 X 6 STUDS OR PER HOLD -DOWN SCHEDULE BM PER PLAN ROOF FRAMING PLAN NOTES TRUSS DESIGN LOADS: SNOW: 25 PSF ROOF DEAD = 15 PSF UPLIFT = 20 PSF MINIMUM LWR CHORD DESIGN LOAD = 20 PSF PRE - MANUFACTURED TRUSSES PER SECTION IBC 2303.4.1 Truss design drawings. Truss construction documents shall be prepared by a Washington State Licensed Engineer and shall be provided to the building official and approved prior to installation. These construction documents shall include, at a minimum, the information specified below. Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. 1. Slope or depth, span and spacing; 2. Location of joints; 3. Required bearing widths; 4. Design loads as applicable; 5. Top chord live load (including snow loads); 6. Top chord dead load; 7. Bottom chord live load; 8. Bottom chord dead load; 9. Concentrated loads and their points of application; 10. Controlling wind and earthquake loads; 11. Adjustments to lumber and metal connector plate design value for conditions of use; 12. Each reaction force and direction; 13. Metal connector plate type, size, thickness or gage, and the dimensioned location of each metal connector plate except where symmetrically located relative to the joint interface; 14. Lumber size, species and grade for each member; 15. Connection requirements for: 15.1. Truss to truss girder; 15.2. Truss ply to ply; and 15.3. Field species; 15.4. Drag truss connection to shear walls for the loads specified (where applicable). 16. Calculated deflection ratio or maximum deflection for live and total load; 17. Maximum axial compression forces in the truss members to design the size, connections and anchorage of the permanent continuous lateral bracing. Forces shall be shown on the truss construction documents or on supplemental documents; and 18. Required permanent truss member bracing location. • Provide 4 x 6 DF 1 post under all girder truss support locations. These supports must follow to foundation to distribute bearing loads • UNLESS NOTED OTHERWISE THE ROOF STRUCTURE SHALL CONSIST OF THE FOLLOWING: 1. Light Weight roof not exceeding 6 PSF. This may consist of: Light weight tile, cedar shakes, composition roof, light gauge metal. 2. 15# felt (or as specified by Architect). 3. 15 / 32 CDX or 2" OSB. Nailed to 2x nominal framing members with 10d @ 6" o.c. Edges & 12" o.c. Field. No blocking is required, unless specified on plan. 4. Insulation per architectural drawings. • No modification is allowed on pre - engineered trusses. • FRAMING /BRACING IS ERECTORS RESPONSIBILITY. • Over framing shall consist of the following: 1. 2 x 4 HF #2 for spans up to 6' 2. 2x6HF #2 for spans up to 8' 3. 2 x 8 HF #2 for spans up to 12' 4.2x10 HF #2 for spans up to 16' • All headers shall be 4 x 10 DF 2 OR 6 x 8 DF 2 (UNO) • All Gluelam beams (GLB) shall be 24F -V4 (UNO) 4 X4 DF 2 (TYP) TYPICAL BEAM SUPPORT DETAIL (UNO) 4 X 8 DF 2 OR6X6DF2 /iii -- --_- - iiii� TYPICAL HDR DETAIL (UNO) (2) 2 X 6 STUDS OR PER HOLD -DOWN SCHEDULE • = POST /COLUMN SUPPORTED BY A BEAM. DOES NOT CONTINUE TO FLOOR. t `171 -� .' TD PER HOLD -DOWN OR STRAP PER SCHEDULE ON S -2 LINE OF WALL BELOW T48 ST48 �1 C OA0, B8 -4 x 4, DF No 1 8' -6" SW -1 14' -0" MST48rSTRAP -7; TO 4 X 4 POST BELOW SW -1 0.42 .42k 2.0014 12214 ///////// /. % /!_'07/ / / / / / /. / / / / /2v,:r IG p 11 HIP JACKS @24 "O.C. DRAG TRUSS LATERAL LOAD = 5600 LB @ 24" 0.C. SW -2 S -2.3 DRAG TRUSS OVEFk SW, LATERAL LOAD = 2500 LB 0 szr IN 2'X4 SKYL • I MST48 -'' HIP JACKS (TYP) TRUSS BLOCKING (3 BAYS REVIE1 E ©R CODE COMPLIANCE: APPROVED SEP 21 2011 21 -5" SW -1 GAMES / B31 PER UPPER FLOOR \. FRAMING PLAN HU310 Gff2 -HIP HU310 \ \I MST48 u. B0 -2 x 10 (2 plies), HF 2 1 LINE OF WALL BELOW SW MARK PER PLAN SEE SW SCHEDULE ON S -2 r_4- .11111117 AMR' Ls-MIN LENGTH OF SW -►1 TD PER HOLD -DOWN OR STRAP PER SCHEDULE ON S -2 SHEAR WALL DETAIL SW = SHEAR WALL TD = TIE DOWN PER SW SCHEDULE @ S -2 MST48 B1 -2 x 10 (2 plies), HF 2 UPPER FLOOR SHEAR WALLS / ROOF FRAMING PLAN 1/4" = 1-0" • L� rJ \ I LINE1OF WALL BELOW] UPPER ROOF VENTILATION CALCULATIONS MST48' City of TuuI '!ii 'LONG Di'VISION ROOF ROOF AREA = 1556 / 150.0 10.37 SQ.FT. OF VENT AREA REQ'D RIDGE VENT 37 X 7.00 sq.in. / in 1.81 sq. ft. EAVE VENT 174 X 3.00 sq.in. / in 3.63 sq. ft. ROOF VENT (12" Dia) 0.78 X 6Vents 4.94 sq. ft. Provided sum 10.37 sq. ft. Notes: Ridge vent = measure and sum all the ridge lines in the structure. Eave vent (Bird blocks) = measure and sum all the eaves in the structure. Roof vents = individual vents added to make up the required venting. RECEIVED AUG 3 0 2011 PERIVIITCENT 'R LL. PROJECT NAME: VN PROJECT ADDRESS: 00 00 00 T 0) Q J I-- UPPER FLOOR SHEAR WALLS L1., CD 0 ROOF FRAMING PLAN PROJECT # L7 -1388 SHEET NO /71/ L 2 1 HOLD -DOWN SCHEDULE - HOLD DOWNS ATTACHED TO CONCRETE MARK TYPE CAPACITY ANCHOR BOLT (MONO POUR) ANCHOR BOLT (TWO POUR) NUMBER OF STUDS / SOLID COLUMN NAILS / SCREWS /BOLTS TD1 STHD14 OR HDU4- SDS2.5 2275 SSTB20 (FOR HDU4) SSTB24 (FOR HDU4) (2) 2 X HEM -FIR 30 - 10d (0.148" DIA) TD2 HDU5- SDS2.5 (SPF /HF) 4065 SSTB24 (FOR HDU5) SSTB24 (FOR HDU5) (2) 2 X DOUG -FIR 38 - 10d (0.148" DIA) TD3 HDU5- SDS2.5 (DF /SP) 5645 SSTB28 (FOR HDU5) SSTB34 (FOR HDU5) (2) 2 X DOUG -FIR 40 - 10d (0.148" DIA) TD4 HDU8- SDS2.5 7460 SSTB28 SSTB34. (2) 2 X DOUG -FIR 20 - z' X 3 - SCREWS TD5 HDU11- SDS2.5 9540 1" 0 X 24 ASTM A307 1" 0 X 24 ASTM A307 (3) 2 X DOUG -FIR 26 - 7" X 3 - SCREWS TD6 HDU11- SDS2.5 11175 1" 0 X 24 ASTM A307 1" 0 X 24 ASTM A307 4 X 8 OR 6 X 8 DF 1 POST 3 X TD7 HDU14- SDS2.5 14925 1" 0 X 24 ASTM A307 1" 0 X 24 ASTM A307 4 X 6 OR 6 X 6 DF 1 POST SEE NOTE 5 NOTES: 1. HOLDDOWNS SHALL BE MANUFACTURED BY THE SIMPSON STRONG -TIE CO, OR EQUIVALENT. 2. ALL BUILTUP STUDS SHALL RECEIVE SHEAR WALL EDGE NAILING. 3. INSTALL HOLD -DOWN BOLTS THRU THE THICKER SECTION OF THE SOLID POST. 4. 5/8" DIA ASTM A36 THREADED ROD EMBEDDED 12 INCHES IS ACCEPTABLE SUBSTITUTION FOR SST20, SST24, OR SST28. 3/4" DIA ASTM A36 THREADED ROD EMBEDDED 12 INCHES IS ACCEPTABLE SUBSTITUTION FOR SST28 OR SST34. HOLD -DOWN SCHEDULE - HOLD DOWNS ATTACHED BETWEEN FRAMED WALLS TYPE (2) CAPACITY (3)(4) NUMBER OF STUDS / SOLID COLUMN NAILS / SCREWS /BOLTS MST37 2010 (2) 2 X HEM -FIR 30 - 10d (0.148" DIA) MST48 3105 (2) 2 X DOUG -FIR 38 - 10d (0.148" DIA) MST60 4800 (2) 2 X DOUG -FIR 40 - 10d (0.148" DIA) (2) MST48 6210 (2) 2 X DOUG -FIR (2) 38 - 10d (0.148" DIA) ** (2) MST60 9600 (3) 2 X DOUG -FIR (2) 40 - 10d (0.148" DIA) ** NOTES: (1) FILL ALL HOLES WITH 10d COMMONS NAILS (EXCEPTION SEE NOTE 3). (2) WHERE DOUBLE STRAPS ARE INDICATED SUCH AS (2) MST37 USE 10d X 1 -1/2" COMMONS NAILS. SEE DETAIL NS -3 FOR DETAIL. (3) THE VALUES ABOVE ARE BASED ON A 16" CLEAR SPAN WITH HEM -FIR FRAMING & WIND LOAD DURATION. ** STAGGER NAILING PER DETAIL B 5.5" OR 7.5" FOR 2 X 4 WALL 7.5" FOR 2 X 6 WALL HDU11 HDU14 ADJUST STRAP TO PROVIDE NAIL SPACING SHOWN TYP NAILING (NOT ALL NAILS SHOWN - FILL ALL HOLES IN BOTH STRAPS (UNO) A POST ALIGNMENT NO SCALE SLIT IN SHEATHING NAILS MAY BE OMITTED HERE (NEAR STRAP) ADD 2 X F LL DEPTH BLOCK @ HOLD -DOWN LOCATION STRAP ON BOTH SIDES OF STUDS DOUBLE STRAP AT EACH -SIDE OF WALL SHEAR WALL SCHEDULE MARK CAPACITY (LB /FT) (1) SHEATHING (PLYWOOD /OSB) (2) NAIL SIZE (3) EDGE NAIL SPACING (4) FIELD NAIL SPACING BOTTOM PLATE NAILING (2ND FLOOR) (6) SILL PLATE CONN. TO FOUNDATION (10) SHEAR CLIP SPACING (LTP4 OR A35 REFER TO DETAILS) TYP FRAMING (U.N.O FRAMING AT ABUTTING EDGES (11) FOUNDATION SILL PLATES PLATES SW -1 213 7/16 8d (0.131" DIA) 6 SEE NOTE 5 16d @ 6" O.C. •" X 10 @ 35" O.C. LTP4 or A35 @ 16" O.C. 2 X 2 X 2 X (2) 2 X SW -2 254 7/16 8d (0.131" DIA) 4 SEE NOTE 5 16d @ 4" O.C. 2" X 10 @ 30" O.C, LTP4 or A35 @ 16" O.C. 2 X 2 X 2 X (2) 2 X SW -3 350 7/16 8c1 (0.131" DIA) 3 SEE NOTE 5 16d @ 4" O.C. 2" X 10 @ 20" O.C. LTP4 or A35 @ 16" O.C. 2 X 3 X 3 X (2) 2 X SW -4 492 15/32 10d (0.148 DIA) 3 SEE NOTE 5 16d @ 3" O.C. $' X 10 @ 24" O.C. LTP4 or A35 @ 12" O.C. 2 X 3 X 3 X (2) 2 X SW -5 631 15/32 10d (0.148 DIA) 2 SEE NOTE 5 16d @ 2" O.C. e" X 10 @ 18" O.C. LTP4 or A35 @ 9" O.C. 2 X 3 X 3 X (2) 2 X SW -6 836 ii BOTH SIDES 10d (0.148 DIA) 4 SEE NOTE 5 i" DIA LAG SCREW @ 4" O.C. i" X 10 @ 18" O.C. SEE DETAIL 1 2 X 3 X 3 X (2) 2 X SW -7 1200 i52 BOTH SIDES 10d (0.148 DIA) 3 SEE NOTE 5 4" DIA LAG SCREW @ 3" O.C. a" X 10 @ 14" O.C. SEE DETAIL 1 2 X 3 X 3 X (2) 2 X SW -8 1540 3 BOTH SIDES 10d (0.148 DIA) 2 SEE NOTE 5 i" DIA LAG SCREW @ 3" O.C. a" X 10 @ 24" O.C. SEE DETAIL 1 2 X 3 X 3 X (2) 2 X NOTES 1 ALLOWABLE SHEAR CAPACITY ASSUMES HEM -FIR FRAMING, AND IS BASED ON THE 2009 IBC WITH INCREASES FOR LOAD DURATION. SW -7 & SW -8 REQUIRES DOUG -FIR FRAMING. 2 UPON ENGINEERS APPROVAL, 19/32" RATED SHEATHING MAY BE USED WITH NO CAPACITY REDUCTION. O.S. INDICATES ONE SIDE OR WALL TO BE SHEATHED, B.S. INDICATES SHEATHING ON BOTH SIDES. 3 8d NAILS = 0.131" dia 10d NAILS = 0.148" dia 4 FOR SHEAR WALL TYPES SW -3 AND HIGHER, ALL PANEL EDGE NAILING AND FOUNDATION SILL NAILING SHALL BE STAGGERED. 5 12" FIELD NAILING FOR STUDS 16" O.C. AND 6" FIELD NAILING FOR STUDS 24" O.C. 6 WHERE LAG SCREWS ARE REQUIRED, SCREW LENGTH MUST BE ADEQUATE TO ENSURE 2 -1/4" PENETRATION OF THE LAG INTO THE RIM JOIST BELOW. PRE DRILL WITH 3/16" DIA LEAD HOLE. 7 ADDITIONAL BOTTOM PLATE ANCHORS ARE ONLY REQUIRED AT WALLS DESIGNATED ON PLANS AS PERFORATED SHEAR WALLS. THESE ANCHORS ARE NOT REQUIRED AT FOUNDATION SQL PLATES. 8 ALIGN STRAPS WITH WALL STUDS AND CENTER AT FLOOR SHEATHING. SHEATHING PER SCHEDULE LTP4 @ 12" O.C. 4' 0 LAG BOLTS PER SCHEDULE 4 X D - DF 2 FOR SAWN JOIST 3.5XD -LVL FORTJ (LENGTH TO EQUAL SW ABOVE) @ LTP4 12" O.C. SHEATHING PER SCHEDULE 9 WALLS WITH OUT SHEAR WALL ID SHALL CONFORM SW -1. 10 3" x 3" x 1/4" GALVANIZED PLATE WASHER IS REQUIRED. EMBED ANCHOR BOLTS 7.5" MINIMUM. REFER TO S -1 TO PRESSURE TREATING NOTES FOR ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED LUMBER. REFER TO FOUNDATION WALL SILL BOLTING REQUIREMENTS WHERE ANCHOR BOLT SPACING MAY LESS THAN SHOWN PER THIS TABLE. 11 REFER TO HOLD -DOWN TABLE WHERE SHEAR WALL EDGE MEMBERS ARE CONTROLED BY THE REQ'D HOLD -DOWN. AS A MINIMUM REQUIREMENT, A 3X MEMBER AT HOLD DOWNS SHALL BE USED. WHERE (3) 2 X MEMBERS ARE REQUIRED PER THE HOLD -DOWN TABLE, USE (1) 3 X & (1) 2 X . TYPICAL UPPER LEVEL SHEAR WALL (SW) PANEL (WHERE IT OCCURS) EDGE OF SW SHEATHING SHEAR WALL EDGE /BOUNDARY MEMBER PER HOLD -DOWN SCHEDULE HOLD -DOWN STRAP PER PLAN EDGE OF SW SHEATHING 2" GAP PANEL BLOCKING 2 X FOR SW -1 & SW -2 3 X FOR SW 3 & GREATER EDGE OF SW SHEATHING HOLD -DOWN TO FOUNDATION (REFER TO PLAN FOR SIZE & HOLD -DOWN SCHEDULE FOR BOLT) 2XPTHF2SILL FOR SW -1 & SW -2 3XPTHF2SILL FOR SW 3 & GREATER SHEAR WALL LENGTH AS DEFINED PER PLAN • EDGE OF SW SHEATHING PANEL BLOCKING 2 X FOR SW -1 & SW -2 3 X FOR SW 3 & GREATER FRAME NON -SHEAR WALLS PER SW -1 REQ'MNTS OR TABLE 1/S -1 HOLD -DOWN STRAP PER PLAN LPT4 OR A35 CLIP SPACING PER SHEAR WALL (REQUIRED FOR SW -4 & GREATER. REFER TO DETAILS 4 & 5). ADD (2) 2 X STUDS OR SAME SIZE MEMBER AS ABOVE WHERE UPPER SW BOUNDARY MEMBER DOES NOT ALIGN WITH LOWER SW BOUNDARY MEMBER. • TOP PLATE MUST HEADER BE CONT.. OVER HEADER (UNO) PANEL BLOCKING 2 X FOR SW -1 & SW -2 3 X FOR SW 3 & GREATER SHEAR WALL BOUNDRY MEMBER (HOLD -DOWN SCHEDULE) • HOLD -DOWN TO FOUNDATION (REFER TO PLAN FOR SIZE & HOLD -DOWN SCHEDULE FOR BOLT) EDGE OF SW SHEATHING EDGE OF SW SHEATHING a 4. SHEAR WALL LENGTH AS DEFINED PER PLAN RIM JOIST (WHERE IT OCCURS) TYPICAL MAIN /LOWER LEVEL SHEAR WALL (SW) PANEL 2" 0 X 10 ANCHOR BOLT @ 48" O.C. IN NON -SHEAR WALLS TYP ANCHOR BOLT SIZE & SPACING PER SHEARWALL SCHEDULE TYPICAL SEGMENTED SHEAR WALLS (SW) NO SCALE 1. REFER TO PLAN FOR SHEAR WALL LENGTH & HOLD -DOWN SIZES. 2. REFER TO SHEAR WALL SCHEDULE FOR SW PANEL SIZE, NAILING AND BLOCKING. 3. REFER TO SHEAR WALL SCHEDULE FOR BOUNDARY MEMBERS. 4. REFER TO HOLD -DOWN SCHEDULE FOR HOLD -DOWNS & BOLTS. SW PER PLAN HOLD DOWN PER PLAN 4 X 6 AT 2 X 4 WALLS 6 X 6 AT 2 X 6 WALLS SW PER PLAN 2 -16d @ 6" O.C. (TYP) 2 XSW PER PLAN HOLD DOWN AT CORNER (WHERE IT OCCURS) SEE VIEW 3B FOR OPTION (SW1 -SW3 ONLY) HOLD DOWN PER PLAN CHORD PER HOLD -DOWN SCHDULE TYPICAL BOTH ENDS OF SW 36 2 -16d @ 6" O.C. (TYP) •'lllia�� �► err,. _ .. _. -- � -- 2 XNON SW HOLD DOWN AT CORNER (WHERE IT OCCURS) SW1 -SW3 ONLY BRACED WALL PANEL PLAN SHEATHING PER SHEARWALL SCHEDULE 2 X BLOCKING TO SPAN FULL LENGTH OF SHEAR WALLS BOUNDARY NAILING PER SW SCHEDULE 1/2" GAP (TYP TOP PLATE & BTM SILL) STRAP J FILLER FLOOR JOIST WHERE IT OCCURS 1A SHEATHING PER SCHEDULE APPLIES TO SW -6 ONLY A35 @ 16" O.C. SHEATHING PER SCHEDULE DOUBLE SIDED SHEAR WALL CONNECTION DETAILS (SW -7 THRU SW -8) 10d NAILING (TYP) 4" 2„ (2) 2 X TOP PLATE SHEATHING CV (2) 2 X STUD EDGE MEMBER NAILING REQUIREMENTS @ 2 X TOP PLATES & EDGE MEMBERS FOR SW -5 & SW -8 STUD WALL FRAMING SILL PLATE NAILING PER SHEARWALL SCHEDULE FLOOR SHEATHING STRAP PER PLAN (IF REQUIRED) DO NOT CUT JOIST BRACED WALL PANEL PER PLAN SHEATHING PER SHEARWALL SCHEDULE (2) 2 X BLOCKS WHERE TD OCCURS A35 CLIP PER SW SCHEDULE (SW -4 THRU SW -7) STUD WALL FRAMING EXTERIOR BRACED WALL AT PARALLEL JOIST BRACED WALL PANEL PLAN SHEATHING PER SHEARWALL SCHEDULE 2 X BLOCKING TO SPAN FULL LENGTH OF SHEAR WALLS BOUNDARY NAILING PER SW SCHEDULE 1/2" GAP (TYP TOP PLATE C.L. & BTM SILL) STRAP STRAP PER PLAN (IF REQUIRED) DO NOT CUT JOIST RE:VIE:VVED FOR CODE COMPLIANCE APPROVED SEP 21 2011 City of Ir��l�wal YZJILLJdNO DIVIS10 STUD WALL FRAMING SILL PLATE NAILING PER SW SCHEDULE FLOOR SHEATHING A35 CLIP PER SW SCHEDULE(SW -4 THRU SW -7) BRACED WALL PANEL PER PLAN SHEATHING PER SW SCHEDULE STUD WALL FRAMING CEXTERIOR BRACED WALL AT PERPENDICULAR JOIST HD PER PLAN (TD1 -TD4 ONLY) ANCH BOLT TO ATTACH HD PER HOLD -DOWN SCHEDULE. AND PER DET 7. SW BOLT SPACING PER SHEARWALL SCHEDULE BTM PLATE PER SHEARWALL SCHEDULE SLAB PER PLAN CONFINEMENT REINF. PER DET 7 BOLTED /LAG BOLTED HOLD -DOWN INSTALLATION WHERE SLAB OCCURS ANCH BOLT PER SHEARWALL SCHEDULE STHD14 8" MIN FROM CORNER OF WALLS (INSTALL BETWEEN STUD & SHEATHING) ADD ADDITIONAL STUDS AT CORNER WALLS TO FULLY ATTACH STRAP TO SHEAR WALL WHERE STRAP IS INSTALLED 8" FROM EDGE. STITCH STUDS WITH 12d @ 4" O.C. X 2 STAGGERED ROWS SLAB WHERE IT OCCURS ADD 1 -No 4 RE -BAR 24" LONG AT HPA STRAPS OPTIONAL STHD14 INSTALLATION WHERE SLAB OCCURS (TD1 & TD2 ONLY) TYPICAL HOLD -DOWN ATTACHED DIRECTLY TO CONCRETE 4" MIN CONC. WALL & SILL PLATE HOLD -DOWN PER PLAN SHEAR WALL BOUNDARY MEMBER TIE ROD TO FOOTING VERT. REINF. (2) BARS REQ'D @ ANCHOR ROD ANCHOR ROD PER HOLD -DOWN SCHEDULE GRADE CONFINEMENT REINFORCEMENT (2) #4 BARS @ 3" O.C. PIA-- AliAL 4 Q 4 BEND BARS & EXTEND 40" BEYOND TYPICAL FOUND.HOOKED BAR INTO FOOTING (REFER TO FOUNDATION DETAILS) -4 4. .4 SILL PLATE 4 4' - - - -4- .L 4 1 • EDGE MEMBER PER S.W. SCHEDULE BOLTED -HOLD DOWN PER PLAN (2) 2 X PLATES RIM JOIST (TYP) ROD PER HOLD -DOWN SCHEDDUL FAILURE PLANE ` TYPICAL FOOTING (ENGR. REF) REINF. PER FOOTING 40" ■ DETAILS. THREADED ROD HOLD -DOWN REQUIREMENTS 1. THIS A TYPICIAL DETAIL IS APPLICABLE TO HOLD -DOWNS TD1 -TD4. AND FOUNDATION WALLS AT LEAST 48" LONG. REFER TO SPECIFIC DETAILS FOR OTHER CONDITIONS. 2. THIS DETAIL IS APPLICABLE TO FOUNDATIONS WITH CRAWLSPACE. EXTEND THREADED ABOVE FLOOR RIM. MST48 STRAP MST48 STRAP (2) 2 X STUDS @ STRAP LOC (EACH -END) (2) 2 X STUDS UNDER HDR (TYP) FOR STRAP INSTALLATION TYPICAL HOLD -DOWN OVER HEADER BEAM EDGE MEMBER PER S.W. SCHEDULE 8A STRAP HOLD -DOWN PER PLAN RIM JOIST (TYP) (2) 2 X PLATES HDR PER PLAN STRAP OPTION crNOFTRALn AUG 0 2 2011 PERMIT CENTER STRUCTURAL ANALYSIS & DESIGN LA, WA 981 S.I DRAWN: AM UC1 • oU' ,j 2.2 ,,,,n 44' p 2iEii ..> C? �L l SSIONAL s4� PROJECT # IO,fl L7-1388 SHEET NO s 3 B.N. PER ROOF DIAPHRAGM PLAN SOLID 2x BLOCKING RIP AS REQ'D SHEATHING PER PLAN SHEATHING PER SW SCHEDULE EDGE NAILING PER SW SCHED SHEATHING PER SW SCHEDULE B.N. PER SW SCHEDULE SW PER PLAN A35 @ 24" O.C. H1 CLIP @ EACH TRUSS TRUSS PER PLAN TYPICAL (2) 2 X TOP PLATE TYPICAL ROOF DIAPHRAGM TO SHEARWALL CONNECTION NO SCALE 2 X SILL PLATE 2X RIM JOIST 2X OR 3X PT SILL AS REQ'D PER SW SCHEDULE JOIST PER PLAN A.B. PER TABLE 2/S -1. IN NON SW AREAS, INSTALL X10 "A.B. @48 "O.C. METHOD 1 - SHEATHING TO SILL CONNECTION SHEATHING PER SW SCHEDULE ABUTTING EDGE EDGE NAILING PER SW SCHEDULE SHEATHING PER SW SCHEDULE 0 ' A ate/ 2X OR 3X PT SILL AS REQ'D PER SW SCHEDULE 2X RIM JOIST 2X OR 3X PT SILL AS REQ'D PER SW SCHEDULE JOIST PER PLAN A.B. PER TABLE 2/S -1. IN NON SW AREAS, INSTALL i "fDX10 "A.B. @48 "O.C. METHOD 2 - SHEATHING TO SILL CONNECTION STRAP TYPE HOLD DOWN PER PLAN A.B. PER SW SCHEDULE Iwt SHEATHING SPLICE PER METHOD 1 OR 2 ABOVE ADD 2 X FULL DEPTH BLOCK @ HOLD -DOWN LOCATION #4 BAR AT STRAP REFER TO FOOTING DETAILS FOR REINFORCEMENT STRAP TYPE HOLD -DOWN @ FOOTING REFER TO HOLD -DOWN SCHEDULE FOR LIMITATIONS 01 A ' IwYgeg HOLD DOWN PER PLAN COUPLING NUT THREADED ROD PER SW SCHEDULE ADD 2 X FULL DEPTH BLOCK @ HOLD -DOWN LOCATION REFER TO FOOTING DETAILS FOR REINFORCEMENT HD OR PHD TYPE HOLD -DOWN @ FOOTING REFER TO HOLD -DOWN SCHEDULE FOR LIMITATIONS r--A TYPICAL HOLD -DOWN ATTACHED ABOVE FLOOR FRAMING \ ./) NO SCALE TRUSS BRACE (TYP) TRUSS (TYP) (6) 12d COMMONS TYP SHEATHING -�, TO MATCH WALL BELOW 2 X 4 BRACES (6) 12d COMMONS TYP MST27 END TRUSS (TYP) 2 X 4 BLOCKING @ E.S. OF BRACE LTP4 @ 24" O.C. ENTIRE TRUSS LENGTH B.N. PER SW SCHEDULE SHEAR WALL PER PLAN TYPICAL WALL BRACES @ 48° O.C. (TRUSS PARALLEL TO WALL) NO SCALE TRUSS LOWER CHORD FLAT CHORD SHOW. FOR SLOPED LOWER CHORD. ABUTT TOP PLATES OF SHEAR WALL & ATTACH LPT4'S AS SHOWN TRUSS PER PLAN LPT4 @ 16" O.C. ALONG LENGTH OF SHEAR WALL SHEAR WALL PER PLAN (2) 2 X 6 PLATES TYPICAL TRUSS CONNECTION - TRUSS PARALLEL WITH SHEAR WALL 5 E.S. = EACH -SIDE INTERIOR OR EXTERIOR APPLICATION SHEAR WALL ABOVE • BOUNDRY MEMBER STRAP PER PLAN RIM JOIST C.L. STRAP ADD MEMBER(S) BELOW. MATCH THE BOUNDRY MEMBER ABOVE. ATTACH TO SHEATHING WITH 12d @ 3" O.C. BY (2) TWO STAGGERED ROWS ° NON -SHEAR WALL BELOW HOLD -DOWN DEVICE TO MATCH THE HOLD -DOWN AT ABOVE SHEAR -WALL Eii::3� STRAP TIE AT SHEAR WALL BELOW NO SCALE HDR BM PER PLAN (2) 2 X TOP PLATE POST PER PLAN c 2 X BTM PLATE (3) #5 @3 "O.0 #5 BAR (TYP) wir IIa timilmelit vistrasnaT MEV M 3" EQ CODE COMPLI OIL AIV ... PP;, CE APPROVED SEP 21 2011 MST37 STRAP (TYP) HOLD -DOWN TRAP PER PLAN #5 @ 12" O.C. (TYP) c 10 STD HOOK r EiII:: RAISED FOUNDATION & HEADER STRAPPING DETAIL 12" E.S. = EACH -SIDE INTERIOR OR EXTERIOR APPLICATION o Tukkevlla rposI oN CIiY OAIA AUG 0 2 2011 PERMIT CENTER STRUCTURAL ANALYSIS & DESIGN 73-1604TI-1 5 LA, WA 981 S.I DRAWN: AM C1 h�" ; ,y o • •r ' tip • , i ;; 1- v4zPstONAL ' PROJECT # L7-1388 SHEET NO 1 of 11 S 3.1