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Permit D17-0100 - OSTERLY PARK - B15 SINGLE FAMILY RESIDENCE
OSTERLY PARK - B15 14412 34T" LN S D17-0100 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 14412 34TH LN S Project Name: OSTERLY PARK - B15 COMBOSFR PERMIT Permit Number: D17-0100 Issue Date: 7/13/2017 Permit Expires On: 1/9/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TUKWILA CITY OF 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 MIKE OVERBECK 4620 S 148th St , TUKWILA, WA, 98168 JMO CONTRACTING LLC 13975 INTERURBAN AVE , TUKWILA, WA, 98168-4721 JMOCOCL865C4 WADOT CAPITOL INC 5413 MERIDIAN AVE N - SUITE C , SEATTLE, WA, 98103 Phone: (206) 787-0259 Phone: (206) 787-0259 Expiration Date: DESCRIPTION OF WORK: NEW SFR - 1452 SF LIVING SPACE, 0 SF GARAGE, 60 SF DECK Project Valuation: $199,684.88 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $7,589.63 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Volumes: Cut: 50 Fill: 50 Number: 0 Water Main Extension: Water Meter: Permit Center Authorized orized Signature:No j0;i1:----0 Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and a, a to co.:'t'ons attached to this permit. Signature: Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approvedconstruction documents, and any changes made during construction that are not in accordance with the approved constNction documents shall be resubmitted for approval.p� ., 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 11: ***MECHANICAL PERMIT CONDITIONS*** 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 13: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 14: Manufacturers installation instructions shall be available on the job site at the time of inspection. 15: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 16: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 17: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 18: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 19: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 20: 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. 21: 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. 22: 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. 23: 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. 24: 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. 25: 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. 26: 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. 27: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 28: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 29: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 0 0 30: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence -without approved drawings. (City Ordinance No. 2436). 32: 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) 33: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 34: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 35: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 36: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 37: Fire hydrant installation requires a Public Works permit. 38: For all commercial, multi -family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 39: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 40: Fire hydrants shall be oriented in the direction of fire apparatus access. 41: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2,feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 - foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 31: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 44: This project was approved by the City's Board of Architectural Review or the Department of Community Development Director and no changes are allowed without prior approval of the Planning Department, these include no changes to the exterior finishes of the building, landscaping (both design and plant species), site plan, and site finishes. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 0 0 45: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 46: A soils inspection is required after amending the soil, but before any plants are installed 47: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 48: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 49: Individual meters, electrical boxes, and similar equipment necessary for project or building infrastructure shall be screened. This screening shall be reviewed during and inspection by the Planning Division. 50: Groundcover plantings are indicated on the plant list, but the quantity and spacing have not been provided. Groundcover plantings shall be installed where shrubs and trees are shown on the planting plan, and shall be spaced 18 inches on center. 51: ***PUBLIC WORKS PERMIT CONDITIONS*** 52: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 65: APPLICANT SHALL OBTAIN A SANITARY SIDE SWER PERMIT FROM VALLEY VIEW SEWER DISTRICT @ 206 242 -3236 and WM/WATER SERVICE PERMIT FROM WATER DISTRICT#125. 53: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 54: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 -hours in advance. 55: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 56: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 57: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 58: 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. 59: Any material spilled onto any street shall be cleaned up immediately. 60: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 61: 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. 62: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 63: 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 64: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 0 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 0502 LATH/GYPSUM, BOARD 1800 MECHANICAL FINAL 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 0702 SMOKE DETECTOR TEST 5090 STORM DRAINAGE 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.Tukwi I aW A. Dov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: 1 (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: King Co Assessor's Tax No.: l' 1 •433600090 104 1441' 34 ane South Tukwila WA 981.68 PROPERTY OWNER Name: Mike Overbeck Name: 144th st REO Partners LLC City: Tukwila State: WA Zip: 98168 Address: 13975 Interurban Ave S Email: mike@unicornmortgage.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON - person receiving all project communication Name: Mike Overbeck Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 Phone: (206) 787-0259 Fax: Email: mike@unicornmortgage.com GENERAL CONTRACTOR INFORMATION Company Name: JMO Contracting LLC Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 Phone: (206) 787-0259 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Name: WADOT Capitol inc. Company Name: Address: 5413 Meridian Ave N, Ste C Architect Name: Jim Barker City: Seattle State: WA Address: 8715 NE 119th St City: kirkland State: WA Zip: 98034 Phone: (425) 821-7601 Fax: Email: ENGINEER OF RECORD Name: WADOT Capitol inc. Company Name: Address: 5413 Meridian Ave N, Ste C Engineer Name: Bruce MacVeigh City: Seattle State: WA Address: City: Tukwila State: WA Zip: 98168 Phone:(206) 571-8794 Fax: Email: Bruce_engr@Comcast.net LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: WADOT Capitol inc. Address: 5413 Meridian Ave N, Ste C City: Seattle State: WA Zip: 98103 n:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 0-9-1 I.docx Revised: August 2011 bh Page 1 of 4 tATI Valuation of project (contractor's bid price): $ 260,000.00 Scope of work (please provide detailed information): 3 Story Zero lot line townhomes, Part of Osterly Park townhomes plat A LED 'ORAMTIDI' Basement 250 151 floor 600 2"d floor 6,02 Garage m carport ❑ 350 Deck — covered ❑ uncovered 111 60 Total square footage 7,280 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. LtQUIPMrNTT AND FIX' INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 6,500.00 fuel type: ❑ electric gas furnace <00k btu appliance vent ventilation fan connected to single duct thermostat 1 wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 8,000.00 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain shower 2lavatory (bathroom sink) sink water closet 1 water heater (gas) 1 lawn sprinkler system gas piping outlets H.\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised.8-9-I 1.docx Revised. August 2011 bh• Page 2 of 4 PLI IT IN1 R IAT Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to,:Public,Works :Bulletin .#1' for fees°and estimate'sheet.. WATER DISTRICT ❑ ...Tukwila ®...Water District #125 0 ...Letter of water availability provided SEWER DISTRICT 0 ...Tukwila 0 ...Sewer use certificate ❑ .. Highline ® ...Valley View ❑ .. Renton ❑...Letter of sewer availability provided 0 .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ® ...Total Cut 50 Cubic Yards 0 .. Work In Flood Zone ® ...Total Fill 50 Cubic Yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements ❑ .. Pavement Cut 0 ..Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # 11 11 0 ...Sewer Main Extension Public 0 - or - Private ❑ ❑...Water Main Extension Public 0 - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line 0 ...water 0 ...sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) ❑ ...sewage treatment Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 AP OCAwj [S M PLIC Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND.I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR ORIZED AGENT: Signature: Print Name: Mike Overbeck Mailing Address: 4620 S 148th St Day Telephone: Tukwila City Date: LOP/ 24I 7 (206) 787-0259 WA 98168 State Zip PkfkSe._ No`d`e— —7 S> ev- —7 -i o 13y I (Ql Lush'+ -t Irck Mt tiv o f ro rev -4i ro„v, 0�1 r,5c 6)0 titi(efei.) Po w ee 7 ..DtiT - Gv z.,, es Frown r( o'r%-c -2 1� --? +0 r Po fe"4-1 FIAApplicationsTorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 0 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME O'e411 Pig r�c ..a t , PERMIT # I -oto 0 / oo9 O 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 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 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) 7%t) V> 5. Enter total excavation volume cubic yards Enter total fill volume 90 cubic yards -7 y5 0 $250 (1) Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes: 2_Z17,1-0 (4) QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 18r 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ P'?, 5-0 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 71 it DO MVO The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 QAREC` N LTA# 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 $ eSZ (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 Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 107i 5-0 (8) 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 el; rel (9) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 L 101 — 1,000 t)Q $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,!!! $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 el; rel (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) 0.00 (10) $� 5 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014 — 12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY I PAID $11,897.18 D17-0099 . Address: 14410 34TH LN S Apn:. $5,948.59 DEVELOPMENT $2,557.33 PERMIT FEE R000.322.100.00.00 0.00 $2,408.83 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $144.00 IMPACT FEE , $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 . PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00. PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $458.59 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 TECHNOLOGY FEE $143.67 r . TECHNOLOGY FEE R000.322.900.04.00 0.00 $143.67 D17-0100 Address: 14412 34TH LN S Apn: $5,948.59 DEVELOPMENT $2,557.33 PERMIT FEE R000.322.100.00.00 0.00 $2,408.83 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $144.00 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $458.59 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 TECHNOLOGY FEE . $143.67 TECHNOLOGY FEE 1 R000.322.900.04.00 1 0.00 1 $143.67 Date Paid: Thursday, July 13, 2017 Paid By: MIKE OVERBECK Pay Method: CHECK 1174 Printed: Thursday, July 13, 2017 3:00 PM 1 of 2 CARWSYSTEMS • Cash Register Receipt •Receipt Number City of Tukwila TOTAL FEESPAID BY RECEIPT: R11909 • $11,897.18 Date Paid: Thursday, July 13, 2017 Paid By: MIKE OVERBECK Pay Method: CHECK 1174 Printed: Thursday, July 13, 2017 3:00 PM 2 of 2 CLIWYSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT I QUANTITY PAID $3,282.08 D17-0099 Address: 6300 SOUTHCENTER BLVD 209 Apn: 0003200005 $1,641.04 DEVELOPMENT $1,391.04 PLAN CHECK FEE 1 R000.345.830.00.00 0.00 $1,391.04 PUBLIC WORKS $250.00 BASE APPLICATION FEE 1 R000.322.100.00.00 0.00 $250.00 D17-0100 Address: 6300 SOUTHCENTER BLVD 209 Apn: 0003200005 $1,641.04 DEVELOPMENT $1,391.04 PLAN CHECK FEE 1 R000.345.830.00.00 0.00 $1,391.04 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 $3,282.08 TOTAL FEES PAID BY RECEIPT: R11300 Date Paid: Tuesday, April 18, 2017 Paid By: MICHAEL OVERBECK Pay Method: CHECK 2138 Printed: Tuesday, April 18, 2017 2:51 PM 1 of 1 C! SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ` J -Oto few f V POS -few -II 13� 136 7y tAls16 1 /4. t/NAL Address: 4123 nJ, Date Called: Special Instructions La-f-((� La -f - anted Date Wanted - ! 2.1 l� a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: c Date,/7- 0/00 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. bri-otoo CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ect � T e of In pe tion: tku ,41 Vii - L \& 5 Address: L� I' -I'4 EZ 3N L . Date Called: Special Instructions: Date Wanted: `O /175 -/en, ap.m: RequesterM t Phone No: — 7g7_6257 Approved per applicable codes. 'Corrections required prior to approval. COMMENTS: Ple444013 FHtie.z. ri4.41/ 4D/vi Arty a✓ 7,wrt.ri Akio. 40t/use- /.... Inspector: / Date: /�0/5. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit w7- 8'1,o INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 &l� / P/ � 81 j. qe of,In. sRei A) F 1 /1}g 1 Address: d 'Date atejlifoCalled: Called: (� Special Instructions: Le2( /7).Requester: Date Wanted: % �J ice/ 4 iii a.m. p.m. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4/16/ Pf ✓T /. Aid D4 CGcSS ZJAek-,/ (--744-e Le). -(C Lax Inspector: C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)417-OJ0) P�yect• ll�ll� vi /� Ty LLI A n30 / //lha` Address: Date Called: Special Instructions: l �, /D # !� Date anted? ✓ Z0� a.m. p. Requester: Phone No: ❑ Approved per applicable codes. COMMENTS: Corrections required prior to approval. AJO 141)445-4(1/R) .vim �c-�'e7*Cif-L .deA lar LA TS T&'i' C I 'L -kr p /uArgas- 791-/9>t)5/ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 n too Project: os ---r Cq f4& Type of Inspection: M.soi-E' b zz6r Address: / yil iz LP' .6 Date Called: X34 Specie Instructions: (IJ� f S Date Wanted: a.m. .5- ^-%" II (p.m. \\\ Requester: y4 ye Phone No: /61 dZS n Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0rJ A CL Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Ni17-OIOa Pr0.ct: ? l (S TYpi-p Inspection: LAA,vwl0tiaf.in- n 'lett Address: /'NIZ 31/1-91A) St Bete-Cattett' c Sr+.oic•r- C f Special Instructions: Date Wanted: 6- «- IC 8"--- p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ( Lu ►� bel F -i it .03 Inspector: Date:/ `/ c4., REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N. CITY OF TUKWILA BUILDING DIVISION iii- oiot 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit. Inspection Request Line (206) 438-9350 (206) 431-3670 Project: i0s-±erit 45 i5 Type of Inspection: groS,'on f'p r / Address: Date Called: Special Instructions: Date Want�6 /f3�/ Y O �p r{� Reques er: _ fhiK Ove/&ecK Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: UMW .l4 - C -t • I Ins ect Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D�7�ofva PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ® ),r•(-,!�4>t Type of Ins ection: PspC b1Jai_ A„dojeecstis: ifLiIZ 40e t kt Special Instructions: ....=_. cli, S Date Wantf CQ`/2—z&lr a.m� p.m. Requester: 6 Phone No: NApproved per applicable codes. L Corrections required prior to approval. COMMENTS: xe),e F tAgriA0.0(Ctce21, bctkv,,t inspector: Date: 6 . /z_ ei r/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro_ jecto� ier- ?nit T e of Inspecti r Address: 1Liy12N-i L . g. at gre-rk-cr-- .' Special Instructions: ID \ 5 Date Wanted: ( a.rA. 6- f2-� p.m. Requm�� r Phone No: ? - 7— O2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Effi oe_A- colc /4'11,011c., T,A)se.-1- Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Dn-oloo 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: SAddress: TA k 1315 Type of Inspectiorb c , % � ri rJ cd.. 11 c .r 1 Li'l 17-.d 3 `��' L, i. S . 0 ,e- c,,,p vP pl&c 011 6AS PIPE Final... Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: LJApproved per applicable codes. Corrections required prior to approval. COMMENTS: t-- ---: ®G4rsP Find, -0o • GAs P 0 ,e- c,,,p vP pl&c 0 retssV: , ams e -cz A 0 i`'ler.lnc.rl t c Fit.i L— -le i m 5 or- tictivc ,,,,t Arepldtcr gilt, ,sci ..5;44,4 t tp 01P'i-7L1/9 C/4$ S7L-dVV . D_P_r_z%1 S, 1-d JoiI 7-.leD L 6_:LL ba t1-) /ts 5• Dry ,, J i r f) T (Pan) r eeoes J� 'm 1 r -t c4 ,de Inspector REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 117-0/40 Project: arrow //Ali< Type of Inspection: Address: / /yy/2 , O' /v, 0; Date Called: Special Instructions: /3/5- XOOF/67474- 4ls /IYS(114764/ Date Wanted: /..-e;24."-/7 a.m. p.m. Requester: inik Phone No: 2-7e7-'2 51 Approved per applicable codes. E Corrections required prior to approval. COMMENTS: e>K Roo(' /L J/V6 //45-V-4-717 64/ 61- y/05-1444,riz6.6A-LA"40 Inspector: R3 -5 - Date: ( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di -j- NCO Project: '?"s77r•:LY PitlizK Type of Inspection: ./WSVi-4-77071.1 Address: /qW2. 0'7ii Zn. 0 Date Called: Special Instructions: 4/9?L4 /11.5-01f4777 N" Date Wanted: 11-277/7 (a.m P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: p_2.7_I7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD Retain a copy with permit INSPECT ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 A[7-- ni00 Project: okrzflf / k Type of inspection: fRflt 1i/VC- Address: /51/Az 3 Air s Date Called: Special Instructions: BLS—Date Wanted: i1 2.l — /7 a.m. p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: 9k- fjQ--vi4/iCG Inspector: Date: //-47%/77 /n//7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-0/00 Project: 6,51—(RLY Pok Type of Inspection: / V //Y Cif. PiP4- Address- %9//2 g ,4/'e S Date Called: Special Instructions: mtm% 1316- Date Wanted:j /b /! 1 7 a.m. p.m. Requester: Phone No: pproved per applicable codes. D Corrections required prior to approval. COMMENTS: O K -- iRCW H- Pir. Inspector: -0s Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17 -0/b0 Project: OJ/ fm1d Type of Inspection: Addre s: j'4 / a -397-# 4 5 Date Called: Special Instructions: Date Wanted: X5---2(9 / 7 CZ p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: eg-R...60 'I» " Cf AI) L 1 C 8 s -N506 -0 --iv PLOM a/N Inspector: 3rx Date REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 t»7 /60 Project: 0/Sit-MY' A1..!C Type of Inspection: m - s c4c Address:� )4'4//2 3 �Ant Date Called: Special Instructions: Date Wanted: % m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: f /0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: (X702:1:4 Lij P Typ f Inspection: ta; ' 5/11t t 7-1>iu'Z= Address: .-� 14/4'/ 341/ZAJ S Date Called: Special Instructions: Date Wane: 7 Requester: Phone No: Nn4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /00g 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ii7- c/' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ,j of Inspectiionn:i 1 - + .Mar74 Address: 1442 3zi1 Date Called: Special Instructions: d j % S Date Wanted' % I% 17 Awl a. m. Requester in Ike Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: Awl -4 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D/7 -0/6O Project: iu.dy Type of Inspection: ;fir 1�rrdli97ldl146L la Address: / /2 3f �_ //� 3 Date Called: Special Instructiods: Date Wanted: 7-257- / 7 a.m. p.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: r PXA/1444q s AaA-I Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D)7-cNao Project: os -mi PAK k Type of Inspection: AotiiJ1i) U R Address: /Vii/2 ,t 4/, Date Called: Special Instructions:Date Sig- Sl Wanted: `7-2t -17 •m. Requester: Phone No: ElApproved per applicable codes. I Corrections required prior to approval. COMMENTS: P4 11- Abr PWry Lfre Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di7-0/00 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: esr ,Z+ fr "U TyInspectio . ,fig t4tali Address: /0/2 3.417S Date Called: Special Instructions:-'. Date Wanted: i 2e) /I p.m. Requester: Phone No: IXApproved per applicable codes. O Corrections required prior to approval. COMMENTS: Inspector: Aotiei, Date: 717 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION br? -WOO OO' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431;3670 Project: Typeof pection: Address:1 lliq la 34 Date Called: Special Instructions: �� Date Wanted: - /7 /f a.j m. Requester: b44 Phone No: 7e7— 7 7- ® Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION !RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 7-01/V4 4LLMe. OA 14-- Type of Inspection: &v /13Uc Address:Contact Suite #: (44(7,-. S.k Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood& Duct: Monitor: Pre -Fire: - p b COV -f,',' $ (iAtsc a vkd c ` -mi 4 r-- 0 lc-.. Occupancy Type: L1 ov O - t a r 13-1A t,CA,4 r -e (ffi Pe 55-.eLece-a' . ,a t /50 04- ' t act ( 3n i 2 exid . 1 / '21-(ec-( Needs Shift Inspection: Sprinklers: Fire Alarm: Hood& Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:N1' Date: 'Z / 1 ii . Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call•to schedule a reinspection. Billing Address Attn: Company Name:'., Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 INSPECTION RECORD Retain a copy with permit 14 -0106 PERMIT NUMBERS Project: fType rad / Fire Alarm: of Inspection.:,.- /-i /9. ---- Address:�� Suite #: ! '4Ay 2j 34 &f..) &f..) � Contact Person: Special Instructions: Phone No.: .., proved per applicable. codes. Corrections required prior to approval. COMMENTS: )(1,pP(2-rfv6---13 Needs Shift Inspection: Sprinklers: Hrs.: Fire Alarm: Hood & Duct: (,/ Monitor: / /J Pre -Fire: Permits: '1/4._.-t` Occupancy Type: s Inspector: ( Date: Lit 21//k- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 �(fJ 1. ( rch 2) (M.0k : 6.0(;‘, (coca S,') *vet -- (t C� PTS GSL p hl 5' 4' 50 Q tir 7C7 X60' Q&' 70)-edo (Ms 15/.147k /1 RECEIVED CITY OF TUKWILA JUN 192017 PERMIT CENTER CORRECTION LTR# Prescriptive Energy Code Compliance for An Climate Zones in Washington Project Information Contact Information 0$ .e.rl 4s,r-Ic 1,4) j ,tet C Uwi=- 0 '- Z. W ctg fkc fie/' I_.Dco • ?¢, 7 ' This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked a chosen by the permit applicant. Authorized Representative All Climate Zones .1.1 and Table 8402. R-Valuea U-Factora Fenestration U-Factorb _ n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceilingk 49' 0.026 Wood Frame Wallg.m.n 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall°"' 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a 1.3 Footnotes included on Page 2. Date 6/(417- ‘E RECEIVED CITY OF TUKWILA JUN 192017 PERMIT CENTEH Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. • i2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving:R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits CORRECT IN LT R #. Table R406.2 Summary Option Description 1 Efficient Building Envelope 1 a. Credit(s) 0.5 1b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope 1c 2.0 1d Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b 2c 3a 3b Air Leakage Control and Efficient Ventil tion Air Leakage Control and Efficient Ventil irk �CoM ���� C�A,9�'Lt .CE High Efficiency HVAC 3b �P+ ��^vt .0 High Efficiency HVAC 3a 3c High Efficiency HVAC 3c 3d High Efficiency HVAC 3d JUL 1 0 '0t115 4 High Efficiency HVAC Distribution Systrh 1.0. 5a Efficient Water Heating 5a 5b 5c Efficient Water Heating 5b Efficient Water Heating 5c 5d Efficient Water Heating 5d Ci ILDING C iVi6 h 0.5 6 Renewable Electric Energy .: 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions ke rt- 10 ❑ _vS+Vj°e`e 111/L) (6kl`c? ,f GiC sem ❑ IaloDe 4 *1200 kwh P11610100 0.0 0.00 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. g Reserved: h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with heade-rs insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. } ' ►lrt\ t Osterly Park Townhomes FIL Building 5 plants list 1. Bowhall Maple (2-3 cal) 2. Blue wave Hydranga (5 gal ) 3. Yaku Princess Rhododrendron (5 gal) 4. Big Blue Lily Turf (1 gal) 5. Wheelers Drawf (5 gal) 6. Firepower Heavenly Bambo (2 gal) 7. Feather reed grass(1 gal) 8. Plum passion heavenly bamboo (5 gal) 9. Eddies whit wonder dog wood Ground coverper approved plan: 1. Beach Strawberry (4 in pots) 2 Japanese Spurge (4 inch pots) REVIEWED FOR CODE COMPLIANCE APPROVED JUL 10 2017 City of Tukwila BUILDING DIVISION 1ct 6ct 9ct 13ct 3ct 9ct 10ct 5ct 1 ct RECEIVED CITY OF TUKWILA JUN 192017 PERMIT CENTER JORRECT GN ,.TR# 1)11-0100 --or^ V(�` r✓ 1 ( -to r tech CI h-eir f 2� (Matk 45, (((- f4ock.5 1( Vet— -°vJ`./-e 1't r ( GPT 6L D le S'" 5'000 -707 Poi ero w- • 00 )(PO (1,1-05 /54ck REVIEWED FOR CODE COMPLIANCE APPROVED JUL 10 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 19 2017 PERMIT CENTER RECEIVED CORRECTiON JUN 202017 TUKWILA PUBLIC WORKS Dl'I - 01 op rF BIP f; Fi REVIEWED FOR CODE COMPLIANCE APPROVED 4 CT IGIIVEERING' INC. SIL Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) #10014 STRUCTURAL CALC,,LATIO\S Osterly Park Townhomes — 3Idc. Type 3 3429 S. 144th St. Tukwila, WA Design Criteria: I3C 2015 Wind: 110 mph (ULT) 85mph (ASD), <zt=1.0 Seismic: Ss=1.49, S1=0.56, SDC=D, R=6.5 REVIEWED FOR CODE COMPLIANCE APPROVED IJUL 10 2017 City of Tukwiai BUILDING DIVISION Architect: . oof Snow Load = 25 psf. 3arker Architects A.I.A. 8715 \E 119th St. <irkland, WA 98034 Ph: 425.821.7601 Dm 0100 RECEIVED CITY OF TUKWILA APR 1 6 2017 PERMIT CENTER SHEET TITLE: DEAD LOAD"SUMMARY' CT PROJECT # : 10014 - Osterly Park - Building B ROOF Roofing -ashphalt shingles 3 5. psf .Misc. 0.9= psf 5/8" plywood (0..:S.B) 2 2 psf Tr'usses;at 24" oc fr 3 0 psf Insulation• 1`0 psf .(1) 5/8" gypsumgceiling " , ... 2 8: psf psf 15.0 PSF FLOOR Mite:/Mach.': ROOF DEAD LOAD floor finish, •NO gypsum cor trete 31:4.",'P!9#00'4';(9.;$:.B" 2x10 at 12" Insulation .,.., psf psf psf psf psf (1) 5/8" gypsum ceiling 2 8;` psf Mise 22 psf FLOOR DEAD LOAD 15.0 PSF 3truotural Englneere C T ENGINEERING .; : _ 180 Nickerson Street Suite 302 98109 Seattle, WA INC. 208.285.4512 (V) 208.286.0818 (F) 401) oP igi, 0 : . : : (2)2XB HDR ■PM (2) 2X8 DR MINIM- A di _ :�-,i ' \:1 Ill Ala NI Wrilal II lili c:- TRUSSES AT 24. 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N t0 ... = t= N N W N mom N m± 0000dd dd0000 ood coo 0 Pw 0o' eNm n vNi rg MM rli o rmc, f: T. vN•i t�u� �3 vri MN, o m M R 1-,, t�, umi fimv �i 0 0 0 U tornRtotir ddddddAA SARRE:P doa000 `M moo rfo) ° vowm 001+0 o o 44 000 OF•-".•"0 •�i ' N.T P N (6,:n NNN NINm�j Oul`a N.-NNNN V g^rm0 tDa. WOW ofao 22)22 N010! )MO88 t� 1� �p Or) tam ,_.0) lh m U W 4. mmmrnl. V 26 t7 fmAM MOmmmm V �tNt){nr)f^r)t~•1 di fcn Om� Mp,M„ MOOM mOmm 2 .- w0 NN MN LV v N 44 o1'l a^l''1 wrn wv 4 )000) 'l'7t•VV or) 0 000 aON ai my Nv1 ^ 0 NN LL W . mm.. p nr.m60 1 N000 N �� NtOtO NNL N Nq m • N.rytfNto o. mmm mamma..p {mmo 222 8 N a) ULLn.0 00 LL fO S N t•) tmOO {.l l�MO)M O CO ttOO t0 t0 M {7 tO(p [?O!M ro O t? coma a,4,4 000 NOiN l•) r o O SEE SECTION: mAo-n 0-00-0 _O=OO�S o- 01 o 01 0 N o 0 N 000000 SS$000 o 0 0 N NNNN dde 0 0 o o N 888 0 o a M 0 Q t.� g IL m m m m r n r r I m - LI! W a mp < if/ Y O a !;1=1 N O N N V 4 O 'Q N ..- LLA m • m m A m m 1` m m r m mm ti, m m ,...1,-, m m m m m o m m m A m N Q20120 ,..,:g, K 0 U ` .- Mtn .- – W .4. m.N .- .- .- v,g .- .4 m .- m m N O 6 m N 0.0!a m m m m am m RR. m m O .- N o m LL Q ado y ULL.- c� ,-.4 , r .-�� M .- t? (BASED ON ANE E=LL —00 a 8 88 8 8$080 0 o O L".5.2. Oa m m m no tom m omme ,, m D G J m N m m mm m N N ::: N N< v nNi M m Ol N am m ry y N meNM m II mmm dGOO rm o d O LOAD CASE 1 NO Jummm O S nvv.-� mmMMM 000 mmMM� Irv000 m m ram m0 e...4,_ nmm ddd 0(00 mM m 0 m I1n MN N J�'....-'112 - J rm r 1� V nNl0 t8ONt8O l".-m`N N 222 M t7 t•1 m 2,42 m m A mO m 1D 1 CT# 10014 - OSTERLY PARK 1 1 Factor Section 3.7.1.5 Section 3.7.1.5 Section 2.3.10 O K ttioommo NMMNNN m O) M M M a m 000mm So m M MNNN M M m tri o o m ' 00)0 d v- mm m o mN RR .4.,* z mmWNryNmamNmNNmNmmmN F n m m m r n m m Or r m A A m 22 Design Buckling (Constantl > 1 A A _ C B Q N 01 N to C 0 0 N m N m m m N m N m mmm mmm m OW 'L.' . m .ol'g m m Rl m m of Pi:: m m m Loi M m m [) [7 m m tri ll m 2 m m Ti: N N N N N UI m 6 .. on R.01 V )l) m)q 0 N N (0010(0•0)0) N V) V) 0(0)01 m m N m v Y W O y�i ) m 90 g 0 2 W R>? m W Y==111 0 0 m m LL W 9 0 B 2 m m LL W 0 i? m 4t� 0 "0.0.'° m7)mm0m LL LL aWWnaW mWWWWW LL W 0 D LL LL N ### W SSS N N W W #Ot(0 W MMM WWW W. 0 m 11. a to W a ms 000000 666666 F e u`i10000' 666066 0 m.00 066 71222 000 ddb God 0 nn Eannmmcim 0mm0Imp6 Au0mI+n)•00 m*MmmNm OM.-.NV)• frim 0rymi• .M-mV a o0 00 o 22 606666 o2 3Gi,r"d1til: 600000 .2k'22 odd M22 600 :2 o 00 0 aammOOnno)`vrmoo` N 0 m ry0.-ryv ^NNC m d m 0 N* N0.mmW N.-NNN N m m N 1000 mmm .. (C WWW M m n n n mm m o4o m E^ tar; mW rymp6`ry ri k,4AA222 Nr.n": 42222mm m vm omd Y�m. o2 g°f"g O N et 1.7 v 0) Nmo)mmm V m0)n 00 V 0 '7 NO)mmmm 6 0 In 0)n 0 m m m V 0M' 'oN "4:,". 000 mmo VON 0 N 0 OV NN N SO �� �4 UU Io001olom • •ymmmmmm )i a "a,a•",a,",�2 ocomcom vimntiAA �fv mmmm mmm meow^ meow rnn .1 2 n m '1 n N 0 0 m y 0000000 .a a LL 0 W W WW 000 NN W N W a) d V Sp t,- 00 m ...... yy- LL6^^^^^^ mmmm nnnl? W m m m m m m m mmmmmm ""'^ m m m m n n 000 aaa n n n n m .0. coo NNIV l• 1 t')• 2 n ^ C' 1 m OI 0o NN SEE SECTION: 060000 000`8'.0 (010660000 a 0 NNNNNN O O O O 000000 000000 0666 x 0 0 0 od 0 0 000 000 ooc 6 n 0 0 nm 000 000 g0. OpOod 0 6 0 N 00 0o 00 V_M c Iq 0 LLammmmmm 0 0 0 0 0 ANON N N nn �NON.NON N nrr N N 0 __rr 0 0 as ^,-^ s N n N. ;"4 0 0-000000 D a d LL V V v V v �O m N N d V m N N V V m m N N v V mmm 000 V V V mmm N V N N d V m N V 00 NO V* R L .-0 ldm,0mm 0r tiff 011,0000 mA1f�O Omt 0m mm W mOm 0Nnr mm 00mN mm O) ch 0 Q LL mm U� _ �mmmm r�m��������O � �� d 0_^ CO3 mmmmmm U LL o 0 0 0 0 0 mmmmmm 0 0 0 0 0 0 000 ^^^ . 000 ^rrr ^^ u] :2g LL N Ow� 0,673,7,-.. G��•-^ 0)00) mm ^ n^ (BASED ON ANS. E a)L .-,-,,-.m- .s.—. .— mmm ,-,-r n r'� E-- =[<t common m mmmm mm 0 0 m 0 0$ m m 0 m 6 comm 6 0 0 m 6 6 m m O m mo m m T.2 w avmvmn .1r"n.n o nmmmm m '0',-.-N.-Nm O m m N.-N rf`im m m m 0) mm^m.-m -,,m-mg 00,0,- NN NNNd V vdd mmm Mt717 ^^.- mmm N MMM N N m m O N .-v mm M N.- MM .•,.�I N_ W N 2R 20 Z m ^s} m d 2 Imp 0000d 00000 m 2 E 2242,712 .?.1.1.1...1 o O o 0 mm 0 m $and 0 M o 0 6 ti 01.?,. 00 m Y N Om) d .4.- �N d6 LOAD CASE 1 a B I:ve^^ .a 0 x 44°2(0 0100 m1"nn 0 nv tan �v tan m v oo a m lia { p o)om V o N 01000=0 N mmm p p Cu NAA n n n O 1000 m m CT# 10014 - OSTERLY PARK I .0:..0000 f0 ZN Omm f 0 n N N 0 N *001101010 ddmiddm N n m N N N� 10)00 m W m 0)00 IUtom O O m 11)1)) a 0 Factor Section Section Section L mW 'y C)i` x r OI °NNN mIU D mm r n m N 000 1 NN mmN n m I^y m ^ 1.- mm 0 * m`) •- 3ucklin nt) > nt > e c a.2:2.1^ N C.m-m.N-m N ^ m mm :2(g:9. mmm CO CO CO IgM B.2 U' p.n.... O ._ n IO 0) Ih 01 0i mmmmmm 0) 0) 0f 01 01 0) mmm IN tri 1U mmm OI 10 (11 m 0) .. dui 6 G 000 G V d'0'0°.' m mmmmmm .mmm m^ m m (0)0 o} Y °Y0 m a fOA 2 LLLLLLLLLLLL m ±±1±±± a a co a a u)U1 a co a a 014 aaaaaa m m a• O W 0)00) m mmm a gu## ILILLL ='I N 2 **1 aaa mom 1 a m *i! a, ta x T33a oddodo E §cSry �73on�lgry 000000 000 000 000 odd u 0 c 235.321 1bl.11 1.1.1241 440.1.01 220.141 139.801 0.84 463.51 0.594 •U aanvons _tm7 �NVp r07^2.^ fON121M /+m]{Tm. 0N�mNm N ^m 1100 Y14 NIOr AO01r N Ami2 fppG� 7 `i` 6 f odoodo nmm I2nrm2 0o0000 amvi 000 fa odd 22 a i 0 •� cl 610N04�01 ,,. to et . 00 l0 et try? (0r ) 01 011 l�1 NN 0 NM . 00 co E0 000303 OI Y .- 1!1N Pi INfI N Pi NV) n coi U)r m"• 10 f1 L Rimrn"!�'Y .} 6V d O1A000 (nNN 2�.A-.342..2 1p V 010(70101 triadmm 9103, 0001 trig r0 a.2 ri 000 r `R d S m I ."- r t7 LL a 6.121 N170 0 0 rropp)0 m 0) Y4 m a 0 N101000�} N t7 0 m f7 m m yy0 V'R 03 0 ^ v � 10 O N' m Nmm 'O_2- ni (07, CO ( 0 m 0 NN al U. U 0 U LL 0.0.0.0.0 00 01 0 00100) 0 00 10 00 0100000 OIt1 0 a0O NN m m {00 to EAm 000 � 10 00000 OI/A 2-- 2- 0 0 P. aN{ 0 06 2 -- et r N alLL U QCOp U HN100 n .p labp 2p0 fp N 1210 on0 1y 17 01210110 0+J 0Y1 0 V(10121 pCOO Op 07 N t7 Ni� VI 0 0 0 N 1V a 0 LL 6 ._ 000000 0 P. 6.-'- 0 0 P. P. r 0 0 P. P. r .-r 0 000000 0 P. P. r r 0 r r 0 0 N)M r r 31031 000 0V N i 7 N al 0 m 000 N MM m 02 N N 0 t7 .- 3710 m O 00 N 1V Z 0 r --"Not U a.1 W W 10 N w-d0doo 000000 0 600000$ r 0 0 0 0 N r r 0 0 0 0 N r 0 0 N. - 0 0 0 0 ddc(oo (00000 N.N.NN r r 0 0 0 0 r r 0 0 0 0 ^N r Q.00 0 odo aoo N r 0 0 0 0 t? l7 r r 0 C300. do V. r 0 0 008 "u V; r r O O o 0 H r S C tag 0 v? C1 r .- 60000.0 0 0 0 0 0 0 NNNNNN 0-0-0- AA A M.. 000 r N A o R�. 1`r)m r 111 0 6) LL - 0 6 V 0 0 O V. 0 0 0 (V 0 O V) 0 a V 0 0 V Y 0 0 V VN' 0 a 0 0 d R 1N1Nn21 V' 0 1fn.1 Ar V 0 < 0 0 a R. .6 LL -In 6gtpm O N 001010� tic NfO 1001000000 0 fD rOmAO m 00 0000 N 000 000 A 0 00 00 m fn 0 2 Qa °° Id=` LLOU 0 000000 rr 00 r 000 r r r 0 1^0000 r r r r r r 0 r ' r r 000 r r r 0 r 0 � r r coa `a W Ti 0 0 V 0 0 0 0 0 0 0 RR'? r 0000000 0 999999 r 0 0 0 0 r 0 rrr 0 0 0001 rrr 0 0 0 0 rr H 0a $1-6 •E rrrrrr .1 rrr .1 O) ' 10 0)) r 00 r (BASED ON ANS 6.g M .0r 00 020"'� r r 00 rr r 0 00 rrr r r r 0 r 0 r r ' I0 r 0 - r r 0 r 20 En r r 0.00 g 00000000000 1C r 10 0 r r 0 0 r r 0 r 0 0 r r 0 0 r r 0 0 r r 000 0 r 0 0 r r 0000 r 0 0 r r 0 0 r C 00 O r r Na >21%¢02 .a .2401d70A 2- m no ED C'4' 2- Nr ran CV 002 00,0(077 00 N N A 0A NNNY 0 71. 170107 00) A. A. 7 r. 00010100 i7 - r 0. 01 m 0 01 r< N0) V117 N} L� N y O N 100 N 0 II 0V Z to mmmmam 0 (ddddd M0000 EA00 02 Cn00 000 m CO 10 cicidddd 0 10 ma 107 cidd 10 N ddd $ 10 m m d 1210 N 0- mm cid LOAD CASE a 2'�4ado-o 0 ` S 0 nv 0 17 0 0 a4v 0 !� 17 r"b d 4 17 0 d'0 V' 0 0 *° 7v1' 360(0 of 17 0 4 0 (da d 17 0 4 17 d m� 4a 0 O J'r m 7 0.0.-)00 m r m 001117..--m CO N 10 9 010'^00 0 0 0 0 N 37 0000 CO 04 0. NN 000 0. gq m N � N 10 03 010 ICT# 10014 - OSTERLY PARK 11 Design Bucklin Factor 1 (Constant) > �Section3.7.1.5 (Constant) > Section 3.7.1.5 INaries) > Section 2.3.10 D JN -.-0R000 O ci o 1707 cci flim NNN V'010000000 foci CV VI da)mm .NNN to 0) @I 000 0o ai of 0 O 0 10 V) V d «r S �l�mmmmlr� A ommu�m A u) Y 0010 r 0, A on a mm o a1 cm 10 3—CD OA 0 CD mDI0^f0 DU C— CV 000 0 00 001000000 O •0 Oi 17 l7 1') Ci 0 000000 10! Vl 01 07 01 0 000 Vj 1A 1N 000 t!) 0 0 V) Pi 00 )f) 1N oOQG r t ti.�r C0001AN .-r r r.- V) In NN rr r 9r' 000 rrr T'0 0 r 121 U) rr- ''.""0 Y a v CO WEBETEB33. yMaNNtO U. S=S=SS IL LL LLLL1- 0Na000 U- U- CL0-CL Ut0 LLLLLL 3in 2 LL CLLLLLLL to y#N LLLLLL SS S # LLLLLL wow NN 2 co LL a a) tN# IL 1, a. 02 w N + 1 ,•2•015 Doc ar 2 0 0.376 0.315 N o N;v�'rmiOiFy'oa 000000 060 8o 000 0 voi(a co r0 00 R2FdmOo 6.�-mr ; co,- 7i ~ Fr%midmuoty VIto ^ Ulr)r 24N NAco nary N co 6 a w03 A A 0 m 000mmooc n n r oo W m m oc(oi�coo m � R W V ooc w R {N1� 10 coo N CO 10 10 R v1.N 6 V N vc -Pm 1 yN O9I 00010 Nm co coin 0O 10 mr 010^^0 CO 0NN 0NN cop t9 ti uo�.o em} A f0 .- M co," ��p mW {1.0/ Nyy ad'�17 OO1 OO)N 1')I /�ONN1 pmi lm7 (10 t7 tN�4����m�m V Nt2•12 ir.,{•l I� 6' {N�1� m W ��l+ml 028 r O : M.- NN . 4mMR i) 00 VO V g00 amavn010 N4~1QQYV m C9 nONm °1 V 03 ON i a a00 m vcNC] 1.1 ``2 9 U U 0301210603 • — mmmmmm �-�' - mm 444444, nn m mmmm mmmm n 0 -AN m 6010 44/ mmm mLCIN N..`.2 :f of ui m 0 (0 m .to a d U `-88888 n LL mm CO mm 12 532222 mmm 222 r RRR r r r R r CO RN N V` U. -v U U mmmmmm yy �n tm. LL�,rrrrrr 0. m0 (.m)Cm]M mmmmmm (n 11) rrrrrr o ( to 00.1 Im•)_ c�rccco ...... 000 N1VN 2218 000 0111110 (0 0 ao 0 (VN O N U IIIco w w N 8888888 goo W000000 a 0 N rr 0 0 N N. r 000. o a N r rr o N 888888 0.0.0.0.0.0 0 0 N. N rrrr 0 o a 0L 0 o 0 N N r 000 000 E 0. S o 0 N 17 rr 000 0 o V rrr Q0 0 0 n o Y ON 0 0 0 0 r 00 88 o O 0 V 0 Io 4880008 mmmmm m NNNNNN FY -P.1 -11-P- h r 0100 O NR2 rr r 0 n R1.0) r o.- 0 O 0-0- LL 0 0 V V tn 0 co V V co V co co V V (� N N V V N m V 1p0 V O 0 V v N1� V N N V V N V m N op V V r W Z R co LL 0000100 am tO lr00fr0 12121.'2 CO 1D mm 13 m m m tm 0 mm 0 CO m ti mmm (0 01+ 0 m r R mm 10 0 000000 U r r r r r r 00)10 r r m r r m m r .- 000 r r r 000 r r r N r 0(0 r r ,AO -Vy000 6 a „- ^ m m m m m 000 m m mmmm 000000 r r m r 0 r 0 F. r r 0 r 0 0 r r (0 0 .= 0 0 • • r 11. ma pp Z.3 Er rrrrr rrrrrr c)M17 rrr 10(017 rrr r .1' r (BASED ON AN: 00 0-0 u. 01000010 rrrr rr 01000100 rr r rrr moo rrr (01010 rrr in r m m rr C O . E m D W 000000 m U r m m r r 10 m r r m r 000000 m mmm r r r r m 10 r r 000 r r r m 000 { m m r 0 r Som r r N 1fyGmm 14 a V 6 a r+ J V m 7 -Mr V m m�N N17 A m m § W NNNNNV r m mRmN l m r m V 1- 72:2 V V N N 0 r C- N N r r r-: 1--: mm 17 N m r Om0 N r a0 a N r 0 0 m^ r,N N V �, } J N m mr m O z 0 m mmmm 0 000 0 1.. c7mv 0 0 r n mom 0 0 m m gp� 0 v CO mr ppp�m mm O o N N mlv rn m 0000 0 o m 1nm C C VV V ryig O yV 0 0 C o p m c�cm 0 03 ti 0 0 m m O +- 16 mm O C LOAD CASE 1 iN, 0 8 n 2 l.iMMM 1•i a a1.f 1d m)' 1�•iMM mnr�) m of of 190 0001�0{y00 o a J'- t n O rrr NI. -r rN 0000000 tm78^`Im0 f20 N NNN a•) (7 1 07 A .710 rnr• co N NN t0 (7 N co 0 m O N C7410014 - OSTERLY PARK 1 1 `°. o I� 1') co 1J 400171•)17 9 106 0 N J a coo m m N NN m .400000 (O GOm N1C)NNN Circ 0(00 m r m m 000 co r aim r 0 pp 10 10 m 4 V C C O O ' U fq 0) t mmocmmN yC)rs 2 n N N m(L N of (•) mm m 0. m N m 0110 04 v., mm 1.)010 m 0 n N m ° M1 r 0) m N ca W to Design BuckOng (Constant) > _� A n c_ rn c 10.E 1{(O.vmTm 0. 102 mf'aco'm m m m m m m rr m mm dC of co Q 0) m mmm 617171717 N m mmm 101•)601h17 m m m N010 m m CO In 1(I CO a a N ni m m 1011) .- m0 p0 o . .l0 - r 000100 r r r r r (0 mmm r •r r r NN r r 0.10 V) 10NN r r m r 100) Y OY LSI U 01 9 a .2 LL V) 222222 9 9 .2 cn LL LL 9 9 cnocn LL 9 ))r 9 9? 00(1000 if LL n.n.aaLL <n N 9 LL LL 10 m m 9 9 LL LL m m unttrg LL 222 ,N1 xt LL LL iNt LL an.LL 1/)0)1/) kiNk LL LL CO a LL n. m 04 It al LL LL a 6 2 Rev: 580006 User: KW -0602907 Ver 5.8,0, 1 -Dec -2003 (c)1083-2003 ENEACALC Engineering Software Title : Dsgnr: Date: Description : Scope : Timber Beam & Joist Description BLDG 131/B3: GT Reactions Job # Page 1 10014.ecw:CalculatIons Timber Member Information Timber Section Beam Width In 3.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length ft . 0.00 0.00 TI mber Grade Douglas Fir - Douglas Fir - Larch, No.2 larch, No.2 Fb - Basic Allow .. psi 900.0. 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Grid E 2.5 Grid E3 4x10 4x10 Center Span Data Span ft Dead Load #Ift Live Load #x/ft LResuits 5.00 8.00 165.00 275.00 165.00 275.00 Ratio = 0.2662 0.6814 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 16.50 2.50 330.6 1,242.0 Bending OK 35.5 207.0 Shear OK 42.24 4.00 846.3 1,242.0 Bending OK 65.9 207.0 Shear OK Reactions @ Left End DL lbs 412.50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 @ Right End DL lbs LL lbs Max. DL+LL lbs 412.50 687.50 1,100.00 660.00 1,100.00 1,760.00 Deflections Ratio OK Deflection OK Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio -0.006 9,551.0 -0.010 5,730.6 -0.017 2.500 3,581.6 -0.041 2,331.8 - 0.069 1,399.1 - 0.110 4.000 874.4 Title : Dsgnr: Description : Scope: Date: Job # Rev: 580008 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 • 10014.ecw:Caleulatlons Description BLDG B1/B3: Roof Framing [I,Timber Member Information Timber,Section Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No,2 Hem Fir, No.2 Hem Fir, No.2 liem Flr, No.2 Hem Fir, No.2 Grid 1 Grld 3 Grid A/E Grid 4 Grid 5 2-2x8 2-2x8 2-2x8 2.2x8 2-2x8 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksl 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft Dead Load #/ft Live Load #/ft 3.50 2.50 3.50 2.50 3.50 30.00 50.00 30.00 50.00 30.00 50.00 30.00 50.00 30.00 50.00 Results Ratio = 0.0477 0.0243 0.0477 0.0243 0.0477 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Reactions @ Left End LL Max. DL+LL @ Right End DL LL Max. DL+LL DL lbs lbs lbs lbs lbs lbs 52.50 87.50 140.00 52.50 87.50 140.00 37.50 62.50 100.00 37,50 62.50 100.00 52.50 87.50 140.00 52.50 87.50 140.00 37.50 62.50 100.00 37.50 62.50 100.00 52.50 87.50 140.00 52.50 87.50 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 UDefl Ratio 51,354.9 140,917.9 51,354.9 140,917.9 51,354.9 Center LL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 UDefl Ratio 30,812.9 84,550.7 30,812.9 84,550.7 30,812.9 Center Total Defl in -0.002 -0.001 -0.002 -0.001 -0.002 Location ft 1.750 1.250 1.750 1.250 1.750 UDefl Ratio 19,258.1 52,844.2 19,258.1 52,844.2 19,258.1 Title : Dsgnr: Description : Scope : Date: Job# Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 _ (c)1963-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculallons Description BLDG B2/B4: GT Reactions Timber Member Information Timber Section Beam Width in 3.125 3.125 Beam Depth in 15.000 12.000 Le: Unbraced Length ft 0.00 0.00 Timber Grade uglas Fir, 24F - Douglas Fir, 24F - V4 V4 Fb - Basic Allow ' psi 2,400.0 2,400.0 Fv - Basic Allow psl 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Grid 2 Grid 4 3.125x15 3.125x12 Center Span Data Span Dead Load Live Load ft #/ft #/ft 16.00 12.00 340.00 425.00 340.00 425.00 Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Ratio = 0.9082 0.7983 in -k ft psi psi psi psi 293.76 8.00 2,506.8 2,760.0 Bending OK 166.1 276.0 Shear OK 165.24 6.00 2,203.2 2,760.0 Bending OK 154.2 276.0 Shear OK Reactions @ Left End DL lbs 2,720.00 2,040.00 LL lbs 3,400.00 2,550.00 Max. DL+LL lbs 6,120.00 4,590.00 @ Right End DL lbs 2,720.00 2,040.00 LL lbs 3,400.00 2,550.00 Max. DL+LL lbs 6,120.00 4,590.00 Deflections Ratio OK Deflection OK Center DL Deft UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in in ft -0.317 605.9 -0.396 484.7 -0.713 8.000 269.3 -0.196 735.3 -0.245 588.3 -0.441 6.000 326.8 Title : Dsgnr: Description : Scope: Date: Job # Rev: 580008 User: KW -0602997, Ver 5.8,0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculallons Description BLDG B2/B4: Roof Framing Timber Member Information Grid 1 Grid 3 Grid NE Grid 4 Grid 5 Timber Section 2.2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width In 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft Dead Load #/ft Live Load #/ft 3.50 2.50 3.50 2.50 3.50 240.00 400.00 30.00 50.00 30.00 240.00 50.00 400.00 30.00 50.00 Results Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable Reactions psi psi 11.76 1.75 447.5 1,173.0 Bending OK 50.7 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 6.00 1.25 228.3 1,173.0 Bending OK 28.7 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK @ Left End " DL lbs 420.00' 37.50 52.50 300.00 52.50 LL lbs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 140.00 @ Right End DL lbs 420.00 37.50 52.50 300.00 52.50 . LL lbs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in in in ft -0.007 6,419.4 -0.011 3,851.6 -0.017 1.750 2,407.3 -0.000 140,917.9 -0.000 84,550.7 -0.001 1.250 52,844.2 -0.001 51,354.9 -0.001 30,812.9 -0.002 1.750 19,258.1 -0.002 17,614.7 -0.003 10,568.8 -0.005 1.250 6,605.5 -0.001 51,354.9 -0.001 30,812.9 -0.002 1.750 19,258.1 Title : Dsgnr: Description : Scope : Date: Job # L( Rev: 680006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 01983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014. ecw:Calcula Ilons Description BLDG B: L3 Framing ('I of 2) Timber Member Information Timber Section Beam Width In Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow ps Fv - Basic Allow ps Elastic Modulus ks Load Duration Factor Member Type Repetitive Status GR 1 GR 2 GR D2 GR 4 GR 5 STR XFER 2-2x8 2-2x8 2-2x12 2-2x8 2-2x12 2-2x12 3.000 3.000 3.000 0.000 3.000 3.000 3.000 7.250 7.250 11.250 0.000 7.250 11.250 11.250 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Flr, No.2 Hem Flr, No.2 Hem Fir, No.2 Hem Fir, No.2 850.0 850.0 1,000.0 1,000.0 850.0 850.0 850.0 150.0 150.0 95.0 95.0 150.0 150.0 150.0 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.000 1.150 1.150 1.000 1.000 Sawn Sawn Sawn Sawn Sawn Sawn Sawn No No No No No No No enter Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @X ft #/ft #/ft #/ft #/ft ft ft lbs lbs ft 2.50 3.50 4.00 2.50 3.50 3.50 16.00 20.00 53.30 130.00 50.00 20.00 53.30 130.00 50.00 120.00 320.00 20.00 53.30 130.00 50.00 20.00 53.30 130.00 50.00 120.00 320.00 15.00 40.00 210.00 560.00 1.500 Results Ratio = 0.0770 0.1510 0.2207 0.0000 0.1510 0.1503 0.5320 Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable in -k ft psi psi psi psi 2.37 1.25 90.4 1,173.0 Bending OK 11.4 172.5 Shear OK 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK 10.56 , 2.00 166.9 1,000.0 Bending OK 21.0 95,0 Shear OK 0.00 0.00 0.0 0.0 Bending OK 0.0 0.0 Shear OK 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK 8.08 1.75 127.8 850.0 Bending OK 16.2 150.0 Shear OK 28.62 6.66 452.2 850.0 Bending OK 48.4 150.0 Shear OK Reactions @ Left End DL LL Max. DL+LL lbs 187.50 lbs 129.12 lbs 316.62 262.50 180.77 443.27 240.00 640.00 880.00 0.00 0.00 0.00 262.50 180.77 443.27 210.00 560.00 770.00 310.31 827.50 1,137.81 @ Right End DL lbs 187.50 262.50 240.00 0.00 262.50 210.00 139.69 LL lbs 129.12 180.77 640.00 0.00 180.77 560.00 372.50 Max. DL+LL lbs 316.62 443.27 880.00 0.00 443.27 770.00 512.19 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in in ft -0.001 -0.004 -0.001 28,183.6 10,271.0 39,551.8 -0.001 -0.003 -0.003 40, 924.8 14, 914.3 14, 831.9 -0.002 -0.007 -0.004 1.250 1.750 2.000 16,689.8 6,082.3 10,786.9 0.000 0.0 0.000 0.0 0.000 0.000 0.0 -0.004 10,271.0 -0.003 14,914.3 -0.007 1.750 6,082.3 -0.001 47,969.5 -0.002 17,988.6 -0.003 1.750 13,082.6 -0.067 2,886.5 -0.177 1,082.4 -0.244 7.680 787.2 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8,0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014. ecw,Calcul ailons Description BLDG B: L3 Framing (2 of 2) Timber Member Information Timber Section Beam Width in 5.500 5.125 3.000 Beam Depth in 7.500 7.500 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir - Douglas Mr, 24F - Hem Fir, No.2 Larch, No.2 V4 Fb - Basic Allow psi 900.0 2,400:0 850.0 Fv - Basic Allow psi 180.0 240.0 150.0 Elastic Modulus ksi 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 Member Type Sawn GluLam Sawn Repetitive Status No No No A/E2 A/83 A/E 6x8 5.125x7.5 2-2x8 [enter Span Data Span Dead Load Live Load Dead Load Live Load Start End ft #/ft #/ft #/ft #/ft ft ft 5.00 150.00 400.00 8.00 2.00 180.00 480.00 150.00 400.00 250.00 250.00 Results Ratio = 0.4444 0.5495 0.2044 Mmax @ Center in -k @X= ft fb : Actual Fb : Allowable fv : Actual Fv : Allowable psi psi psi psi 20.62 2.50 400.0 900.0 Bending OK 37.6 180.0 Shear OK 63.36 4.00 1,318.7 2,400.0 Bending OK 87.4 240.0 Shear OK 6.30 1.00 239.7 1,173.0 Bending OK 29.0 172.5 Shear OK Reactions @ Left End DL lbs 375.00 720.00 400.00 LL lbs 1,000.00 1,920.00 650.00 Max. DL+LL lbs 1,375.00 2,640.00 1,050.00 @ Right End DL lbs 375.00 720.00 400.00 LL lbs 1,000.00 1,920.00 650.00 Max. DL+LL lbs 1,375.00 2,640.00 1,050.00 Deflections Center DL Defl 1./Defl Ratio Center LL Defl UDefl Ratio Center Total Defl in Location ft UDefl Ratio In in Ratio OK Deflection OK Deflection OK -0.007 8,800.2 -0.018 3,300.1 -0.025 2.500 2,400.1 -0.051 -0.001 1,876.9 20,642.3 -0.136 -0.002 703.8 12,702.9 -0.188 -0.003 4.000 1.000 511.9 7,863.7 Title : Dsgnr: Description : Scope: Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014,ecw:Calcula0ons Description BLDG B: L2 Framing (1 of 2) Timber Member Information Timber Section Beam Width in Beam Depth In Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status GR 1 2x12 GR 2 6x8 1.500 5.500 11.250 7.500 0.00 0.00 Hem Flr, No.2 Douglas Fir - Larch, No.2 850.0 900.0 150.0 180.0 1,300.0 1,600.0 1.150 1.000 Sawn Sawn Repetitive No GR E2 2.5 STR XFER GR E 2-2x12 2-2x12 2-2x12 2-2x12 6x8 3.000 3.000 3.000 3.000 5.500 11.250 11.250 11.250 11.250 7.500 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 850.0 850.0 1,000.0 1,000.0 900.0 150.0 150.0 95.0 95.0 180.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 1.600 1.000 1.000 1.000 1.000 Sawn Sawn Sawn Sawn Sawn No No No No No Center Span Data Span Dead Load Live Load Point #1 DL LL @ X ft #/ft #/ft lbs lbs ft 4.00 •20.00 53.30 3.50 570.00 465.00 4.00 20.00 53.30 16.00 37.50 100.00 • 3.50 120.00 320.00 16.00 15.00 40.00 210.00 560.00 1.500 3.50 165.00 440.00 L antilever Span Span ft 2.00 2.00 2.00 Uniform Dead Load #/ft 20.00 20.00 20.00 Uniform Live Load #/ft 53.30 53.30 53.30 Point #1 DL lbs 320.00 LL lbs 150.00 3,270.00 @ X ft 2.000 2.000 Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 in -k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 Mmax @ Center @ X = ft 0.00 1.75 1.86 8.00 1.75 6.66 1.75 Mmax @ Cantilever in -k -13.04 0.00 -80.24 -1.76 0.00 0.00 0.00 fb : Actual psi 412.1 368.8 1,268.0 830.6 127.8 452.2 215.6 Fb : Allowable psi 1,124.1 900.0 1,360.0 850.0 1,000.0 1,000.0 900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 48.8 42.7 148.9 43.8 16.2 48.4 24.9 Fv : Allowable psi 172.5 180.0 240.0 150.0 95.0 95.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs -130.00 997.50 30.00 297.50 210.00 310.31 288.75 LL lbs 106.60 813.75 -1,555.05 800.00 560.00 827.50 770.00 Max. DL+LL lbs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 @ Right End DL lbs 570.00 997.50 90.00 342.50 210.00 139.69 288.75 LL lbs 464.85 813.75 5,144.85 913.26 560.00 372.50 770.00 Max. DL+LL lbs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl IJDefl Ratio Center LL Defl LJDefl Ratio Center Total Defl Location L/Defl Ratio 0.005 10,146.9 0.002 25,855.6 0.007 2.400 7,303.4 -0.006 6,751.7 -0.005 8,276.3 -0.011 1.750 3,718.4 -0.000 463,567.3 0.025 1,933.0 0.025 2.320 1,939.9 -0.117 1,639.6 -0.319 602.5 -0.436 8.000 440.6 -0.001 59,039.4 -0.002 22,139.8 -0.003 1.750 16,101.7 -0.054 3,552.6 -0.144 1,332.2 -0.198 7.680 968.9 -0.002 23,324.2 -0.005 8,746.6 -0.007 1.750 6,361.2 Rev: 660006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 _(c)1983.2003 ENERCALC Engineering Software Title : Dsgnr: - Description : Scope : Date: Job # Timber Beam & Joist Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl in Cantilever LL Defl In Total Cant. Defl in UDefl Ratio -0.019 -0.010 -0.029 1,645.2 -0.000 -0.098 -0.098 488.4 0.046 0.122 0.168 285.5 Page 2 1001 A.ecw:Celculs6ons Rev: 580006 User. KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Date: Job# Timber Beam & Joist Page 1 10014.ecw:Caf culatIons Description BLDG B: L2 Framing (2 of 2) [Timber Member Information Timber Section Beam Width In 3.125 3.000 5.125 5.125 Beam Depth in 12.000 11.250 13.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Tlrnber Grade ugias Fir, 24F - Hem Fir, No.2 Douglas Flr, 24F - Douglas Flr, 24F - V4 V8 V8 Fb - Basic Allow psi 2,400:0 850.0 2,400.0 2,400.0 Fv - Basic Allow - psi 240.0 150.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,300.0 1,700.0 1,700.0 Load Duration Factor 1.000 1.150 1.300 1.150 Member Type GluLam Sawn GluLam GluLam Repetitive Status No No No No GR 3.7 ES GAR HR 0+1+5+E GAR HR D+L+5 3.125x12 2-2x12 5.125x13,5 5.125x13.5 [Center Span Data Span ft 19.50 4.00 16.50 16.50 Dead Load #/ft 45.00 20.00 20.00 20.00 Live Load #/ft 120.00 53.30 53.30 53.30 Point #1 DL lbs 2,040.00 2,040.00 LL lbs 2,550.00 2,550.00 @ X ft 6.500 6.500 Point #2 DL lbs 665.00 665.00 LL lbs 2,203.00 2,203.00. @ X ft 6.500 6.500 Point #3 DL lbs LL lbs 1,200.00 @ X ft 6.500 Span ft Uniform Dead Load #/ft Uniform Live Load #/ft Point #1 DL lbs LL lbs @X ft 2.00 250.00 118.30 1,200.00 2.000 Mmax @ Center in -k 94.11 0.04 436.53 380.00 @ X = ft 9.75 0.29 6.53 6.53 Mmax @ Cantilever in -k 0.00 -37.64 0.00 0.00 fb : Actual psi 1,254.8 594.8 2,804.2 2,441.0 Fb : Allowable psi 2,400.0 977.5 3,120.0 2,760.0 Bending OK Bending OK Bending OK Bending OK psi 58.2 71.0 125.1 109.3 psi 240.0 172.5 312.0 276.0 Shear OK Shear OK Shear OK Shear OK fv : Actual Fv : Allowable Reactions @ Left End DL lbs 438.75 -85.00 1,804.39 1,804.39 LL lbs 1,170.00 -552.55 4,047.60 3,320.33 Max. DL+LL lbs 1,608.75 -637.55 5,852.00 5,124.72 @ Right End DL lbs 438.75 665.00 1,230.61 1,230.61 LL lbs 1,170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL lbs 1,608.75 2,867.35 4,015.45 3,542.72 Ratio OK Deflection OK Deflection OK Deflection OK Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602097, Ver5.8,0, 1 -Dec -2003 `(c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 2 10014.ecw:CeiculetIons Description BLDG B: L2 Framing (2 of 2) Center DL Defl In -0.181 0.002 -0.249 -0.249 UDefl Ratio 1,294.7 28,644,9 794.4 794.4 Center LL Defl in -0.482 0.009 -0.557 -0.455 UDefl Ratio 485.5 5,072.6 355.4 435.3 Center Total Defl in -0.663 0.011 -0.806 -0.704 Location ft 9.750 2.336 7.788 7.788 UDefl Ratio 353.1 4,309.6 245.5 281.2 Cantilever DL Defl in -0.006 Cantilever LL Defl In -0.038 Total Cant. Defl in -0.044 UDefl Ratio 1,079.2 Title : Dsgnr: Description : Scope : Date: Job # Rev: 680006 User KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014,ecw: Calculallons Description BLDG B: Deck Framing Timber Member Information Timber Section Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600,0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive No No jst Jst bm 2x10 2x10 6x6 Center Span Data Span ft Dead Load #/ft Live Load #/ft 4.00 20.00 53.30 2.00 8.00 20.00 53.30 125.00 333.00 Cantilever Span Span Uniform Dead Load Uniform Live Load ft #/ft #/ft 3.00 20.00 53.30 3.00 20.00 53.30 2.00 125.00 333.00 Results Ratio = 0.1721 0.1979 0.9154 Mmax @ Center @X= Mmax @ Cantilever in -k ft in -k fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable ps ps 1.26 1.70 -3.96 0.07 0.38 -3.96 42.48 3.94 -10.99 185.0 185.0 823.9 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK 18.7 150.0 Shear OK 19.7 150.0 Shear OK 60.7 180.0 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 17.50 106.60 124.10 122.50 326.46 448.96 -25.00 468.75 -66.62 1,332.00 -91.62 1,800.75 125.00 781.25 333.12 2,081.25 458.12 2,862.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in 0.000 0.000 -0.032 UDefl Ratio . 113,250.3 93,648.8 3,031.1 Center LL Defl in -0.002 0.001 -0.099 UDefl Ratio 20,108.6 35,140.3 967.8 Center Total Defl in -0.002 0.001 -0.131 Location ft 1.856 1.192 3.968 UDefl Ratio 22,985.7 25,552.2 733.7 Cantilever DL Defl in -0.005 -0.005 0.021 Cantilever LL Defl in -0.014 -0.013 0.056 Total Cant. Defl in -0.020 -0.018 0.077 UDefl Ratio 3,629.1 4,036.0 625.2 Title : Dsgnr: Description : Scope: Date: Job # Rev: 680008 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Catcuiatlons Description CODE MAX JOIST SPANS LL=40PSF Timber Member Information Timber Section Beam Width In 1.500 1.500. 1.500 Beam Depth In 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Flr, No.2 Hem Fir, No.2 16" OC 12" OC 8` OC 2x12 2x12 2x12 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn' Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span ft Dead Load #/ft Live Load #/ft =16.75 19.25, 23:50 20.00 15.00 10.00 53.30 40.00 26.70 Results Ratio = 0.9974 0.9884 0.9829 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 30.85 8.37 974.9 977.5 Bending OK 48.9 150.0 Shear OK 30.57 9.62 966.2 977.5 Bending OK 42.5 150.0 Shear OK 30.40 11.75 960.8 977.5 Bending OK 35.6 150.0 Shear OK Reactions @ Left End DL lbs 167.50 LL lbs 446.39 Max. DL+LL lbs 613.89 @ Right End DL lbs LL lbs Max. DL+LL lbs 167.50 446.39 613.89 144.37 117.50 385.00 313.72 529.37 431.22 144.37 117.50 385.00 313.72 529.37 431.22 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Deli UDefl Ratio Center Total Defl In Location ft UDefl Ratio -0.153 1,312.9 -0.408 492.7 -0.561 8.375 358.2 -0.200 -0.297 1,153.3 950.9 -0.534 -0.792 432.5 356.1 -0.734 -1.088 9.625 11.750 314.5 259.1 Title : Dsgnr: Description : Scope: Date: Job # L.,. Rev: 580005 User: KW -0602997, Ver 6.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculatl ons Description CODE MAX JOIST SPANS LL=30PSF Timber Member Information Timber Section Beam Width in 1.500 1.500 1.500 Beam Depth In 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 16" OC 12" OC 8" OC 2x12 2x12 2x12 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksl 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span Dead Load Live Load ft #/ft #/ft 18.50 , 21.25 25.75 20.00 40.00 15.00 30.00 10.00 20.00 Results Ratio = 0.9959 0.9855 0.9647 Mmax @ Center @X= fb : Actual Fb : Allowable in -k ft psi psi fv : Actual psi Fv : Allowable psi 30.80 9.25 973.5 977.5 Bending OK 44.6 150.0 Shear OK 30.48 10.62 963.3 977.5 Bending OK 38.8 150.0 Shear OK 29.84 12.87 943.0 977.5 Bending OK 31.9 150.0 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL Ibs 185.00 370.00 555.00 185.00 370.00 555.00 159.37 128.75 318.75 257.50 478.12 386.25 159.37 128.75 318.75 257.50 478.12 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Dell UDefl Ratio Center Total Defl Location UDefl Ratio In In ft -0.228 974.5 -0.456 487.2 -0.683 9.250 324.8 -0.297 -0.428 857.3 722.8 -0.595 -0.855 428.7 361.4 -0.892 -1.283 10.625 12.875 285.8 240.9 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0802097, Ver 5,8,0, 1 -Dec -2003 (c)1963-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculations Description BLDG C: Roof Framing Timber Member Information Timber Section Beam Width In 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, Ne.2 Hem Flr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 '" 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Grid 1 2-2x8 Grid 2 Grid 5 Grid 6 2-2x8 2-2x8 2-2x8 Gdd 5 2.2x8 Center Span Data Span ft Dead Load #/ft Live Load #/ft 3.50 2.50 2.50 3.50 3.50 30.00 50.00 30.00 50.00 30.00 240.00 50.00 400.00 30.00 50.00 Results Ratio = 0.0477 0.0243 0.0243 0.3815 0.0477 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 11.76 1.75 447.5 1,173.0 Bending OK 50.7 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 52.50 87.50 140.00 37.50 37.50 420.00 62.50 * 62.50 700.00 100.00 100.00 1,120.00 52.50 37.50 37.50 420.00 87.50 62.50 62.50 700.00 140.00 100.00 100.00 1,120.00 52.50 87.50 140.00 52.50 87.50 140.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio In in in ft - 0.001 51,354.9 - 0.001 30,812.9 -0.002 1.750 19,258.1 -0.000 140,917.9 -0.000 84,550.7 -0.001 1.250 52,844.2 -0.000 140,917.9 -0.000 84,550.7 -0.001 1.250 52,844.2 -0.007 6,419.4 -0.011 3,851.6 -0.017 1.750 2,407.3 -0.001 51,354.9 -0.001 30,812.9 -0.002 1.750 19,258.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5,6.0, 1 -Dec -2003 (c)1903.2003 ENERCALC Engineering Software Description Timber Beam & Joist BLDG C: L3 Framing (1 of 2) Page 1 10014.ecw:Calculallons Timber Member Information GR 1 GR 2 Timber Section 2.2x8 2-2x6 GR D2 GR 03 GR D4 GRS GR6 6x6 2x12 2x12 2-2x6 2-2x8 Beam Width In 3.000 3.000 5.500 1.500 1.500 3.000 3.000 Beam Depth In 7.250 7.250 7.500 11.250 11.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 85.0.0 . 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End ft #/ft #/ft #/ft #/ft ft ft 2.50 3.50 5.50 4.50 4.00 2.50 3.50 20.00 53.30 130.00 50.00 20.00 53.30 130.00 50.00 165.00 165.00 165.00 130.00 440.00 440.00 440.00 50.00 20.00 53.30 130.00 50.00 Results Ratio = 0.0770 0.1510 0.6264 0.6833 0.5399 0.0547 0.1510 Mmax @ Center in -k @X= ft fb : Actual Fb : Allowable fv : Actual Fv : Allowable psi psi psi psi 2.37 4.65 1.25 • 1.75 27.45 2.75 18.38 2.25 90.4 177.1 532.4 580.8 458.9 64.2 177.1 1,173.0 1,173.0 850.0 850.0 850.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK 14.52 1.69 2.00 1.25 4.65 1.75 11.4 172.5 Shear OK 20.1 172.5 Shear OK 46.9 150.0 Shear OK 70.7 150:0 Shear OK 57.6 8.1 150.0 172.5 Shear OK Shear OK 20.1 172.5 Shear OK Reactions @ Left End DL lbs 187.50 262.50 453.75 371.25 LL lbs 129.12 180.77 1,210.00 990.00 Max. DL+LL lbs 316.62 443.27 1,663.75 1,361.25 330.00 880.00 1,210.00 162.50 62.50 225.00 262.50 180.77 443.27 @ Right End DL lbs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL lbs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL lbs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.001 -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 UDefl Ratio 28,183.6 10,271.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 Center LL Defl in -0.001 -0.003 -0.036 -0.018 -0.011 -0.000 -0.003 UDefl Ratlo 40,924.8 14,914.3 1,831.4 3,077.7 4,382.2 84,550.7 14,914.3 Center Total Defl In -0.002 -0.007 -0.050-0.024 -0,015 -0.001 -0.007 Location ft 1.250 1.750 2.750 2.250 2.000 1.250 1.750 UDefl Ratio 16,689.8 6,082.3 1,331.9 2,238.4 3,187.0 23,486.3 6,082.3 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Englneering Software Timber Beam & Joist Page 10014. ecw:Calculallons Description BLDG C: L3 Framing (2 of 2) Timber Member Information Timber Section Beam Width In 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Flr, No.2 Hem Fir, No.2 Hem Fir, No.2 GR El GR E2 GR E3.5 GR E4 2-2x8 2-2x12 3.2x12 2-2x8 Fb - Basic Allow Fv - Basic. Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Ps Ps ks 850.0 850.0 850.0 850.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn No No No No Center Span Data Span ft 2.50 5.00 7.50 3.00 Dead Load #/ft 150.00 150.00 150.00 150.00 Live Load #/ft 400.00 400.00 400.00 400.00 Dead Load #/ft 280.00 280.00 280.00 280.00 Live Load #/ft 300.00 300.00 300.00 300.00 Start ft End ft Results Ratio = 0.3436 0.6850 0.9341 0.4948 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 10.59 42.37 95.34 15.25 1.25 2.50 3.75 1.50 403.1 669.6 1,004.4 580.5 1,173.0 977.5 1,075.3 1,173.0 Bending OK Bending OK Bending OK Bending OK 50.7 79.4 94.4 70.1 172.5 ' 172.5 172:5 172.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 537.50 1,075.00 1,612.50 645.00 875.00 1,750.00 2,625.00 1,050.00 1,412.50 2,825.00 4,237.50 1,695.00 537.50 1,075.00 1,612.50 645.00 875.00 1,750.00 2,625.00 1,050.00 1,412.50 2,825.00 4,237.50 1,695.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.013 -0.044 -0.006 UDefl Ratio 9,831.5 4,591.7 2,040.8 5,689.5 Center LL Defl in -0.005 -0.021 -0.072 -0.010 UDefl Ratio 6,,039.3 2,820.6 1,253.6 3,495.0 Center Total Defl in -0.008 -0.034 -0.116 -0.017 Location ft 1.250 2.500 3.750 1.500 UDefl Ratio 3,741.2 1,747.3 776.6 2,165.0 Title : Dsgnr: Description : Scope : Date: Job # Rev: 550006 User: KW -0802997. Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist MIL Page 1 10014. ecw:Cal culallons Description BLDG C: L2 Framing LTimber Member Information Timber Section Beam Width In 3.000 4.500 5.500 5.500 5.125 1.500 Beam Depth in 11.250 11.250 7.500 11,500 13.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Flr, No.2 Hem Fir, No.2 Douglas Fir No.2-Lerch, Fir - Douglas Hr, 24 V4 Hem Fir, No.2 Larch, Fb - Basic Allow psi 850.0 850.0 900.0 900.0 2,400.0 850.0 Fv - Basic Allow psi 150.0 150.0 180.0 180.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1,000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn GluLam Sawn Repetitive Status No No No No No No jst D GR 3 GR D E GR 4 GR 5 3Sr 4-6 2-2x12 3-2x12 6x8 6x12 5.125x13.5 2x12 Center Span Data Span ft Dead Load #/ft Live Load #/ft Dead Load #/ft Live Load #/ft Start ft End ft 5.50 18.00 4.00 18.00 17.50 4.00 20.00 53.30 45.00 120.00 165.00 440.00 165.00 440.00 45.00 120.00 435.25 315.00 20.00 53.30 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #/ft Point #1 DL lbs LL lbs @X ft 2.00 2.00 500.00 20.00 650.00 53.30 326.70 120.00 2.000 Results Ratio = Mmax @ Center in -k @X= ft Mmax @ Cantilever in -k fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 0.5131 0.9035 0.6258 0.7350 0.9225 0.4640 0.03 80.19 29.04 80.19 344.65 0.00 0.26 9.00 2.00 9.00 8.75 0.00 -27.60 0.00 0.00 0.00 0.00 -12.48 436.1 844.8 563.2 661.5 2,213.9 394.4 850.0 935.0 900.0 900.0 2,400.0 850.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK 55.2 39.4 60.5 31.6 124.1 46.7 150.0 150.0 180.0 180.0 240.0 150.0 Shear OK Shear OK Shear OIC Shear OK Shear OK Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs -126.82 405.00 660.00 405.00 3,808.44 -133.35 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 1,236.82 405.00 660.00 405.00 3,808.44 580.05 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 2,919.76 1,485.00 2,420.00 1,485.00 6,564.68 999.90 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl i In UDefl Ratio Center LL Defl - in UDefl Ratio Center Total Defl in Location ft UDefl Ratio 0.006 -0.153 -0.006 -0.095 -0.486 0.005 10,335.4 1,410.6 7,812.7 2,266.6 432.5 9,931.3 0.007 -0.408 -0.016 -0.254 -0.351 0.001 9,242.9 529.0 2,929.8 850.0 597.5 34,153.1 0.014 -0.561 -0.023 -0.349 -0.837 0.006 3.278 9.000 2.000 9.000 8.750 2.400 4,880.7 384.7 2,130.7 618.2 250.9 7,722.1 Rev: 580006 User: KW -0602997, Ver 5,8,0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Date: Job # Timber Beam & Joist Page 2 10014.ecw:Calculallons Description BLDG C: L2 Framing Cantilever DL Defl In Cantilever LL Defl in Total Cant. Defl in UDefl Ratio -0.016 -0.020 -0.036 1,321.2 -0.020 -0.008 -0.028 1,725.4 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.6.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculallons Description BLDG C: Deck Framing [imber Member Information Timber Section Beam Width In Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status jst 2x10 jst 2x10 bm 6x8 1.500 1.500 5.500 9.250 9.250 7.500 0.00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 850.0 850.0 900.0 150.0 150.0 180.0 1,300.0 1,300.0 1,600.0 1.000 1.000 1.000 .Sawn Sawn - Sawn Repetitive No No enter Span Data Span Dead Load Live Load ft #/ft #/ft 5.00 20.00 53.30 3.00 20.00 53.30 8.50 98.00 261.00 Cantilever Span Span ft 2.00 2.00 1.50 Uniform Dead Load_ #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Results Ratio = 0.1131 0.0880 0.8203 Mmax @ Center in -k 2.51 0.76 38.07 @ X = ft 2.40 1.32 4.22 Mmax @ Cantilever in -k -1.76 -1.76 -6.18 fb : Actual psi 117.5 82.2 738.3 Fb : Allowable psi 1,075.3 935.0. 900.0 Bending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 42.00 16.67 399.96 LL lbs 133.25 79.95 1,109.25 Max. DL+LL lbs 175.25 96.62 1,509.21 @ Right End DL lbs 98.00 83.33 620.54 LL lbs 261.17 222.08 1,652.82 Max. DL+LL lbs 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl in UDefl Ratlo Center Total Defl in Location ft UDefl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in UDefl Ratlo in -0.001 44,186.7 -0.006 10,295.6 -0.007 2.460 8,360.0 0.000 0.001 0.002 27,379.8 0.000 562,653.4 -0.001 47,664.8 -0.001 1.416 48,711.9 -0.001 -0.003 -0.004 12,992.4 -0.034 3,029.8 -0.099 1,029.4 -0.133 4.250 768.4 0.017 0.046 0.063 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.467 (Ss, Site Class B) 1.0 0.505 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.467 (SMs, Site Class D) 1.0 0.757 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.978 (SDs, Site Class D) 1.0 0.505 (SD1, Site Class D) SHEET TITLE: CT PROJECT # : Step # 1. OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR 3. Site Class - Per Geo. Engr. 4. 0.2 Sec. Spectral Response 5. 1.0 Sec. Spectral Response 6. Site Coefficient (short period) 7. Site Coefficient (1.0 second) SMS = Fa * Ss SM, = F„ * Si SDS = 2/3 * SMS SD, = 2/3 * SM, 8. Seismic Design Category 0.2s 9. Seismic Design Category 1.0s 10. Seismic Design Category 11.(N&S) Wood structural panels 12.(N&S) Response Modification Coef. 13.(N&S) Overstrength Factor 14.(N&S) Deflection Amplification Factor 11.(E&W) Wood structural panels 12.(E&W) Response Modification Coef. 13.(E&W) Overstrength Factor 14.(E&W) Deflection Amplification Factor 15. Plan Structural Irregularities 16. Vertical Structural Irregularities 17. Permitted Procedure IBC SEISMIC OVERVIEW 2015 IBC SEISMIC OVERVIEW 10014=- Osterly Park Building B TYPE = 11 2015 IBC ASCE 7-10 Table 1604.5 Table 1.5-1 le= 1.00 Section 1613.1 -> ASCE Table 1.5-2 S.C. ='D:. Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 Ss= 1.47 Figure 1613.3.1(1) Figure22-1 Si = 0.51 Figure 1613.3.1(2) Figure 22-2 Latitude = 47.47 N Longitude = -122.29 W http://earthquake.usgs.gov/designmaps/us/application.php http://earthquake.usgs.qov/hazards/ Fa= 1;00'`, Fv= 1.50`: SMS= 1.47 SM, = 0.76 SDs = 0.98 SD1 = 0.51 SDCs='D'::' SDC, = D SDC = D. Figure 1613.5.3(1) Figure 1613.5.3(2) EQ 16-37 EQ 16-38 EQ 16-39 EQ 16-40 Table 1613.5.6(1) Table 1613.5.6(2) Max. - - N/A R = 6.5 N/A 00 - 3.0. N/A Co= 4.0 N/A - - N/A R= 6.5 N/A Seo = 3.0 ': `:, ... N/A CD= 4.0 N/A - No N/A No. N/A Equiv LaterafForce Page 1 Table 11.4-1 • Table 11.4-2 EQ 11.4-1 EQ 11.4-2 EQ 11.4-3 EQ 11.4-4 Table 11.6-1 Table 11.6-2 Mast. Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.3-1 Table 12.3-2 Table 12.6-1 front to back side to side IBC EQUIV. LAT. FORCE N&S SHEET TITLE: N&S: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT # : 10014 - Osterly Park - Building B SDs = SD1 = R= IE _ S1= CS = SDs / (R/IE) CS = SD1 / (T*(R/IE)) Cs = (S01 * TO/ (TZ*(R/IE)) CS = 0.044 * SDS ' IE > 0.01 Cs = (0.5 S1)/(R/IE) 0.98 h„ = 26.00 (ft) 0.51 x = 0.75 ASCE 7 (Table 12.8-2) 6.5 Ct = 0.020 ASCE 7 (Table 12.8-2) 1.0 T = 0.230 ASCE 7 (EQ 12.8-7) 0.51 k = 1 ASCE 7 (Section 12.8.3) (for T<TL) (for T>Ti) CONTROLLING DESIGN BASE SHEAR = T� = " 6 ASCE 7 (Section 11.4.5: Figure 22-12) 0.150 W 0.337 W 0.000 W 0.010 W 0.039 W 0.150 W ASCE 7 (EQ 12.8-2) ASCE 7 (EQ 12.8-3) (MAX.) ASCE 7 (EQ 12.8-4) (MAX.) ASCE 7 (EQ 12.8-5) (MIN.) ASCE 7 (EQ 12.8-6) (MIN.if S1> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Com= DIAPHR. Story Elevation Height AREA DL w, w * h v> * hi` LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) 1'w * .................... Roof - 3rd (Upper): 8.00 2nd (Main) 9.00 1st (SOG) 9.00 26.00; 18.00- 9.00" 0.00'. 26.00 1575 ` -::0.020'. 18.00 1364 0.025:. 9.00 1364 0.025 31.5 819.0 34.1 613.8 34.1 306.9 SUM = 99.7 1739.7 E=V= 0.7 E = 15.00 (LRFD) 10.50 (ASD) 0.47 0.35 0.18 DESIGN SUM Vi DESIGN Vi 4.94 4.94 3.70 8.65 1.85 10.50 1.00 10.50 DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 DIAPHR. F; s F; w LEVEL (kips) (kips) (kips) Roof 3rd (Upper) 2nd (Main) 1st (SOG) w (kips) (EQ 12.10-1) Design Fp, = FPX = EFF; * wp, 0.4 * Sos* IE* wp (kips) Ew FPX Max. 4.94 4.94 31.5 31.5 6.16 4.94 12.32 3.70 8.65 34.1 65.6 6.67 4.50 13.34 1.85 10.50 34.1 99.7 6.67 3.59 13.34 0.2*SDS* IE*wp Fp, Min. 6.16 6.67 6.67 Page 2 SHEET TITLE: CT PROJECT # : IBC EQUIV. LAT. FORCE E&W E&W: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 10014 - Osterly Park - Building B SDS = Sol = R= -IE= S,= Cs = Sos/ (RITE) CS = SDI / (T"(R/IE)) Cs = (Sol* TL)/ (T2*(R/IE)) Cs=0.044" SDS•IE >0.01 Cs = (0.5 S,)/(R/IE) 0.98 0.51 6.5 1.0 0.51 (for T<TL) (for T>Ti) CONTROLLING DESIGN BASE SHEAR = h„ = x=.:: G= T= k 30.00 (ft) 0.75' ASCE 7 (Table 12.8-2) 0,020 ASCE 7 (Table 12.8-2) 0.256 ASCE 7 (EQ 12.8-7) 1 ASCE 7 (Section 12.8.3) TL = 6 ASCE 7 (Section 11.4.5: Figure 22-12) 0.150 W 0.303 W 0.000 W 0.010 W 0.039 W 0.150 W ASCE 7 (EQ 12.8-2) ASCE 7 (EQ 12.8-3) (MAX.) ASCE 7 (EQ 12.8-4) (MAX.) ASCE 7 (EQ 12.8-5) (MIN.) ASCE 7 (EQ 12.8-6) (MIN.if S,> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C.= DIAPHR. Story Elevation Height AREA DL w w * h; vux * h,/` LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) w "h;` Roof - 3rd (Upper): 10.00 2nd:(Main), 10.00 1st (SOG) 10.00 30.00.: 20 00 ib.oO 0:00: 30.00' :1515 20.00 r 1364,-. 0.025 10.00 "'''.1364." 0;025: SUM = E=V= 0.7 E = 31.5 945.0 34.1 682.0 34.1 341.0 99.7 1968.0 15.00 (LRFD) 10.50 (ASD) DESIGN SUM Vi DESIGN Vi 0.48 5.04 5.04 0.35 3.64 8.68 0.17 1.82 10.50 1.00 10.50 DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 DIAPHR. F; F; w LEVEL (kips) (kips) (kips) Roof 5.04 5.04 31.5 3rd (Upper) 3.64 8.68 34.1 2nd (Main) 1.82 10.50 34.1 1st (SOG) w (kips) 31.5 65.6 99.7 Design Fp.= (kips) 6.16 6.67 6.67 (EQ 12.10-1) F,x = t F; " w 0.4 * SDS* IE" Wp 0.2 * SDS* IE " Wp w Fp, Max. Fp, Min. 5.04 4.51 3.59 12.32 13.34 13.34 6.16 6.67 6.67 Page 3 ASCE 7-10 WIND PART 2 Fig. 26.5-1A thru C W H (0 N Z m D. 2 c �� E E M (1)'9 oovo)vo-o ( mIli . ❑iN M m W Y CO Ka 0 0 0 0 0 10 m:; E 0 M ❑NZ LLN M- _ Z 5 O Z� a 0 2 o Section 26.7.3 m N N tD (D N (0. ai In co a0 co m 00 N 6 6(D N N N N N CO CO CO CO 0 0 0 0 0 0 NNNN U Q Q Q er N m 0) O) 0) 0) 0 W W W W H LL IL LL u_ a Z Oo_ a Fom a a 0- '5 7 c C W 0 0 O, 0 0'0: 0 * K , * Iw * windward/lee : 11 g. a 0 0 N rf ❑ O LL LL. Ct O. 0. 4 o 4 o (: v 11 11 II 11 0 m 0 0 a a a 0 windward/le ❑ O LL LL _J CC 0. 0. ao 0 v CO v N O N m o v co v. 0 v M (D N r) width - 2*2a = D ce ❑ W .... co ❑ S Z til r t• -• N ti r)mai n o ri Iri ( d id •II 3 ?: 6 2� LL D Z X co> > Z ❑y ZZ C_ § >' O(Dn (D0(D ' v(O• 1Nt'- �1� 1ra m a Y 11 ((i s > C ❑ a �E �`t wy J N W aN (D a V (D 0I uicv 0) ❑^ )riX C 0, Y ❑a _•E • �a ? a aw c_ d 3 a O) Or) I:(0(D N NLL re y _a 2 MAIN WIND - METHOD 1 PER ASCE 7-05 Areas (N -S) Areas (E -W) 1.00. 0:50:. 1.00 0.50 DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac AD LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) • 37.00 11.0 0 149.6 0 167.2 0 149.6 0 112.2 Roof - 26.00 26.00 4.0 54.4 0 121.6 0 54.4 0 81.6 0 3rd (Upper) 8.00 18.00 18.00 8.5 115.6 0 258.4 0 115.6 0 173.4 0 2nd (Main) 9.00 9.00 9.00 9.0 122.4 0 273.6 0 122.4 0 183.6 0 1st (SOG) 9.00 0.00 AB= 1263 AB= 992.8 SHEET TITLE: CT PROJECT # : ASCE 7-10 Wind Summary MAIN WIND FORCE RESISTING SYSTEM - LOADS FROM ASCE 7-10 CHAPTER 28, PART 1 (or) SEAW RAPID SOLUTION 10014 - Osterly Park - Building B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND DIAPHR. Story Elevation Height LEVEL Height (ft) hi (ft) Roof - 26.00 26.00 3rd (Upper) 8.00 18.00 18.00 2nd (Main) 9.00 9.00 9.00 1st (SOG) 9.00 0.00 Wind (N -S) DESIGN SUM Vi (N -S) V (N -S) 0.001, 0 00 0 00% 0.00 0.00; 0 00 V (n -s)= 0.00 kips Wind (E -W) DESIGN SUM Vi (E -IN) V (E-111✓) 0:00; 0.00 0.00: 0.00 ' 0.00' 0.00 V (e -w)= 0.00 kips Min/Part 2 (Max.) Min/Part 2 (Max.) Wind (N -S) (LRFD) DESIGN SUM Vi (N -S) V (N -S) 7.88 7.88 5.98 13.87 6.34 20.20 V (n -s)= 20.20 kips(LRFD) Wind (E -W) (LRFD) DESIGN SUM Vi (E -VV) V (E -VV) 6.36 6.36 4.62 10.99 4.90 15.88 V (e -w)= 15.88 kips(LRFD) METHOD 2 base shear METHOD 1 base shear = 0.0 ratio 0.0 ratio Page 5 DESIGN WIND - Min./Part 2/Part 1 - ASD DIAPHR. Story Elevation Height LEVEL Height (ft) hi (ft) Roof - 26.00 26.00 3rd (Upper) 8.00 18.00 18.00 2nd (Main) 9.00 9.00 9.00 1st (SOG) 9.00 0.00 Wind (N -S) (LRFD) DESIGN SUM Vi (N -S) V (N -S) 7.88 7.88 5.98 13.87 6.34 20.20 V (n -s)= 20.20 kips(LRFD) Wind (E -W) (LRFD) DESIGN SUM Vi (E -W) V (E -W) 6.36 6.36 4.62 10.99 4.90 15.88 V (e -w)= 15.88 kips(LRFD) Wind (N -S) (ASD) 06W;'; DESIGN SUM Vi (N -S) V (N -S) 4.73 4.73 3.59 8.32 3.80 12.12. V (n -s)= 12.12 kips (ASD) Wind (E -W) (ASD) (W;W DESIGN SUM Vi (E -W) V (E -W) 3.82 3.82 2.77 6.59 2.94 9.53 V (e -w)= 9.53 kips (ASD) METHOD 2 base shear METHOD 1 base shear = 0.0 ratio 0.0 ratio Page 5 SHEET TITLE: CT PROJECT # : 2012 IBC SHEARWALLS: PER ANSI/AF&PA SDPWS-2008 Table 4.3A 10014 - Osterly Park - Building B SHEATHING THICKNESS NAIL SIZE STUD SPECIES SPECIFIC GRAVITY ANCOR BOLT DIAMETER SHEARWALL TYPE 7/16" w/8d common (15/32" values per footnote 2) P6TN P6 P4 P3 P2 2P4 2P3 2P2 N.G. tsheathing = 7/16" nail size = 0.131" dia. X 2.5" long SPECIES = H -F or SPF. `. S.G. = 0.43 Anc. Bolt dia. = 0.625. ASD F.O.S. = 2.0 Table 4.3A V seismic (SDPWS-2008) 0 150 520 760 980 1280 1520. 1960 2560 10000 Seismic V s allowable Table 4.3A V wind modify per S. G. (SDPWS-2008) (divide by 2.0 FOS) (for ASD) 1 150 242 353 456 595 707 911 1190 4650 0 150 730 1065 1370 1790 2130, 2740 3580. 10000 Wind V w allowable modify per S. G. (divide by 2.0 FOS) (for ASD) 1 150 339 495 637 832 990 1274 1665 4650 GYPSUM THICKNESS NAIL SIZE Response Modification Coef. tsheathing = 1/2" nail size = 1 1/4 long No.6 Type S or W R = 6.5 SHEARWALL TYPE Table 2306.4.7 1/2" w/ 1 1/4" screw V allowable Blocked (PER 2009 IBC) G7 G4 2G7 2G4 Seismic V s allowable modify 125 R>2 not allowed 150 R>2 not allowed 250 R>2 not allowed 300 R>2 not allowed Wind V w allowable R>2 not allowed R>2 not allowed R>2 not allowed R>2 not allowed SHEET TITLE: LATERAL - N & S (front to back) CT PROJECT # : 10014 - Osterly Park - Building B Diaph. Level: Roof Panel Height = 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 4.94 kips Sum Seismic V i = 4.94 kips Design Wind N -S V i = 4.73 kips Sum Wind N -S V i = 4.73 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. • p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rolm Unet Usum OTM Row Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) Ext. A 395 12.0 12.0. 1.00 0.15 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 5.00 0.43 0.43 9.46 6.48 0.26 0.26 0.43 Ext. A 0 - 5.5 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0 - - 0 0.00 1.53 -0.32 -0.32 0.00 1.98 -0.41 '-0.41 -0.32 0.0 0.0 1.00 ' . 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00. 0:00 0.00 0.00 0.00 0.00 1.00 0.o0 o - - 0 0.00 0.00 0.00 0.00. 0.0o 0.00 0.00 0.00 0.00 0.0 .0:0'. 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 party C 395 .12.0 16.0 1.00 0.15: 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 6.67 0.28 0.28 9.46 8.64 0.07 0.07 0.28 party ' C+ ' 395 12.0 .16.0 1.00 0.15 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 6.67 0.28 0.28 9.46 8.64 0.07 0.07 0.28 O ,0.0 0.9 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1.00 ` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 .. 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. E 395 12.0 12.0, 1.00 0.15 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 5.00 0.43 0.43 9.46 6.48 0.26 0.26 0.43 Ext. E 0 . 5.5-: 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0 - - 0 0.00 1.53 -0.32 -0.32 0.00 1.98 -0.41 -0.41 -0.32 0 . ' 0.0' ' 0:0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 . 0.0 1:00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1580 59.0 59.0 = Leff. 4.73 0.00 4.94 0.00 �Vv„,,,., 4.73 ' V E Q 4.94 Notes: denotes with shear transfer denotes SB Shear Panel HD s x e • 6-" c a ti N O O O O N N O 0 0 1s N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r CO 0 0 0 0 0 0 0 0 0 e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 o 0 0 0. a- 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co 0 0 0 0 I- 1- 0 0 0 (0 00000000000000000 V'1'100000.101000.0•0000000000000000 090000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Ca 010000 O N N O o O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y O O O O O O O O O O O O O O O O O O O O Ci 0 0 0 0 0 0 0 0 0 ,- O O O O O O 000000000000000000000000 F •000000,0"7000,7000000000000000000 8. O o O O o V Ni 06 0 Ni 0 O6 O O 0 O O O6 O O O O O O6 O • '000000.7'000 0'0000000000000000000 5 0. (D 0 0 0 0 0 (D (O O O O (0 000000000000000000 I -.c (0 O O O O O (O (D O O O (D O O O O O O6 O O6 O O6 O O O6 O Wind Wind ? I- N 0 0 0 0 N N 0 0 0 1-- No 0 0 0 0 0 0 0 0 0 0 000000 Ui d r as O O O O o O 0 0 0 r Cr) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IL Y ,- 90000,-,- O O O,- O O O O o O O O O O O O O O O O O O Nra0000 .0.0 0 0 0,0000000000000000000 O 1.,a n 00000r -r-0001-000000000000000000 uio� 00 a 000000000000000000000000000 s- r o 0 0 0 o r r o O o r o 0 o O o 0 0 0 o O o O o 0 0 0 0 0 O ,-00 0 0 0 r r O 0 0 r 0 0 0 000000000000000 Ili ce . 0 0 0 0 0 T O O O.. O O o 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 • (000000(D(0000(0000000000000000000 CD y O 5 ,J00 0 0 0 v.0 0 0 0 v 0 O O 000000000000000 a s ui 1_ Y O) O O O O O O) O) O O O O) O O O O O O O O O O O O O O O O O O 22 am 0 O o 0 0 0 n n O 0 oro 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C ei cc n r r- 11 11 u e_ 21 I>naj �> a 1 1 1 ! 1 a s 1 1 ! a 1 1 1 1 1 !!! 1!!! 1 1 1 1 1! zz o. 13 13 w 1- till! 2f 1 1 11 IIIIIIilll11111! 0 0 0 0 0 0 O 00 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 rnE C1 _ c 0 00 0 aim a 000000000000000000000000000000 0 0E 000000000000000 000000000000 000 O O N r 0 0 0 a O r r 0 0 a.- 0 Ci Ci Ci 0 a 0 Ci 0 0 0 0 0 0 0 0 0 0 II II o O o 0 0 0 0 0 o O o 000000000000000000.0 4 Q C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000 ... -.22 O N'000000,7,0000,7000000000000000000,7 N Ci t` CO -0 a N O O o O 0 N N 0 0 0 N O O O O O O o O O 0 O O O 0 O O O O O (D ('i t>0 of m Y ..- O O O O O .- O O O.-: O O6 O O O6 O O O O6 O O O O6 O Ni c0 > _ 0 0 0 000000000100000000000000 0 0 0 0 0 0 0 0 0 0)0)0000/0000000 O O O O o O O O O O o n w II It >> LLI N v O O a a a a a a O a a O a a O 0 a O a a O o a a a a a O a a ei o o > G7 E Ea0 0 0 0 0 cO m o 0 o m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 N T y d r 0 0 0 00,-,- 000.-00000000000000000OI- CO �m iu'v m v , ooco6r. 0000000000000000o00ooNI: 0 a o, Ism > Y E > 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 0 0 0) 3 C > a 0) Cl 0 0 0 0 0) O) 0 0 0 0) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (O tm CO 92V 000000000000000000000000000000C) w. > W y a0 (I7 N O. o'O O -N (n-O"O O u5.445 o 60 O' O6 6 O o' O O'0 0 0 0 0 0 4 • C 01,-0000C,1010000.1,-00000:0000:00000000 N ma o 0 3 v 000'00oa000000.oao00.co.00000oa0a0 cel T II ? vo o 0 0 0 0 0 0 0 0 o o.o o O.o o 0 0 0 o 0 0 0 0 0 0 O o 0 0 yCn -I - O V r r r r r .- a- r .- a- Wa . , o a 0 0o 6 o 0 0 0 0 Oo 0 0 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 i- rp co 2 co a0 0 0 C) 0 O CO. 0 0 0 (D a0 O. O 6 O O. 0 0 0 0 0 0 0 0 0 0 0 5D 1— - O. O' O CD O' O O'. o' 0 0 0 0 O. O O 'O. 0 0 0 CL o- O 0 0 0 O' O O O C) 0 Na 2 N O O CI O O NN O O oOa O O Ooa :ci C cO p at aa=mx di -10 a) co r- ;O o o. 0 0 : �' 0� 0 0 Vr' O. 0 0 .0 C1 0 0 0 O O O O 0 0 0 CD 0 0(0 1- Uj 'n - N . • '0 m.(o. .M.. coCO w a- ' a ........ II LU L U) U � "a) a o = y CLC X C l0 _. .: 1 1 T o a f • u)S. u)j cc o.: u.t1 l l ) , , cc o.: SI at Z SHEET TITLE: LATERAL - N & S (front to back) CT PROJECT # : 10014 - Osterly Park - Building B Diaph. Level: 2nd (Main) Panel Height 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Wall ID T.A. Lwall (sqft) (ft) Ext. A 341 12.0 Ext: A. , 0 .0.0 0:...0.0. 0.0 0:: 0.0 0' 0.0 party C-:. ' 341 12.0 party C+ 341 12.0 - 0 0.0 0: 0.0 0 0.o Ext. E. 341' _ .12.0. Ezt. .`,E 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 0.0.. 0.0 0.0' 0.0 0 0.0 1364 48.0 Notes: per SDPWS-2008 Table 4.3.3.5 Co wdl (kit) LDL eff. (ft) 16.0 8:0 0.0 0.0 0.0 0.0 16.0 16.0 0.0 0.0 0.0 16.0 8.0 0.0 0.0 0.0 o.o o.o o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0.0: 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00.: 1.00 1.00 1.00 1.00- 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 0.25 0.1.5 0.00 0.00 0.00 0.00 0.25 0.25 0.00 0.00 0.00 0.25 0.15, 0.00 0.00 0.00'. 0.00 o.00 o.00: o.00: 0.00 0.00 0.00 0.00 0.00 o.00 o.00 0.00: 0.00 0.00 48.0 = L eff. Seismic V i = 1.85 kips Sum Seismic V i = 10.50 kips pt.= 1.00 Wind Wind E.Q. E.Q. p= 1.00 V level V abv. V level V abv. 2w/h (kip) (kip) (kip) (kip) 0.95 0.00 0.00 0.00 0.00 0.00 0.95 0.95 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.80 V wind denotes with shear transfer denotes SB Shear Panel 2.08 0.00 0.00 0.00 0.00 0.00 2.08 2.08 0.00 0.00 0.00 2.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46 0.00 0.00 0.00 0.00 0.00 0.46 0.46 0.00 0.00 0.00 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.32 1.85 12.12 17.VEQ 2.16 0.00 0.00 0.00 0.00 0.00 2.16 2.16 0.00 0.00 0.00 2.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.65 10.50 P 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Design Wind N -S V i = 3.80 kips Sum Wind NS V i = 12.12 kips 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E.Q. E.Q. Wind Wind E.Q. E.Q. v i Type Type v i OTM ROTM (plf) 219 P6 0- 0- 0- o- 0- 219 P6 219 P6 0- 0- 0 - 219 P6 0 - 0- o- 0- o- 0- 0- 0- 0 - 0 - 0 - 0- 0- 0- 0- o- 0 - 0 - E.Q. E.Q. Wind Wind Wind Wind Max. Unet Usum OTM ROTM Unet Usum Usum HD (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) P6 253 0 0 0 0 0 P6 253 P6 253 0 0 0 P6 253 0 0 0 0 - 0 0 0 0 0 0 0 - 0 0 0 - 0 0 0 0 21.00 0.00 0.00 0.00 0.00 0.00 21.00 21.00 0.00 0.00 0.00 21.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.11 0.00 0.00 0.00 0.00 0.00 11.11 11.11 0.00 0.00 0.00 11.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.87 0.00 0.00 0.00 0.00 0.00 0.87 0.87 0.00 0.00 0.00 0.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.04 -0.32 0.00 0.00 0.00 0.00 1.89 1.89 0.00 0.00 0.00 2.04 -0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24.25 0.00 0.00 0.00 0.00 0.00 24.25 24.25 0.00 0.00 0.00 24.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.40 0.00 0.00 0.00 0.00 0.00 14.40 14.40 0.00 0.00 0.00 14.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.87 0.00 0.00 0.00 0.00 0.00 0.87 0.87 0.00 0.00 0.00 0.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.33 -0.41 0.00 0.00 0.00 0.00 1.14 1.14 0.00 0.00 0.00 1.33 -0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.04 -0.32 0.00 0.00 0.00 0.00 1.89 1.89 0.00 0.00 0.00 2.04 -0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 3 (o O (0.6 - 0.14Sds) D + 0.7 p Qe 0) n F�- a a 0 0,U10) N 0) .0 O. K II N 9 U II 0 m - J N d C C C 0 2 )i ; CO 2 m 0 c_ Wind Wind E 0 o W a W O O O O O O O 0 O CO O O O O O O O 0 O O O o 0 0 0 M M O M M (0 (0 0 0 0 0 0 07 00 O O O O O O 0 0 0 0 0 0 M 0 0 0 0) 0) O 0) 0) r r 0 0 0 0 0 r.- 0 0 0 0 O 0 O 0 0 0 O O 0 O 0 0 0 0 O O 0 ('C') 0 0 0 0 0 N N 0 0 0 0 0 0 0 0 0 0 0 0 M 0 0 0 N N :O N N -a O o 0 0 0 0 0 o O O o O O O o O o o O o 0 0 0 0 o N N.oN N 'y - O O o O O-- o o o o o o o o o o o o o o o o o o ;o o N N 0 0 0 0 0 N N o 0 0 0 O 0 0 0 O 0 O O M 0 0 0 N N O W N -a O O O O O O O O O O O O O O O O O O O O O O o 0 0 N N O N N • O O O O O .- O O O O O O O O O O O O O O O O O O O O O n r 0 0 0 0 0 r N 0 0 0 0 0 0 0 0 0 0 0 0 (O o 0 0 M 0 O M M r 0 0 0 O O r r 0 0 0 0 0 0 0 0 0 O 0 0 N 0 0 0 1� I� O n I- 6. .- r o 0 0 0 o r- o 0 0 0 0 0 0 0 0 0 0 0 1- 0 0 0 0 0 0 0 Y 0 0 0 0 O r 0 0 0 O 0 0 0 0 0 O 0 O r 0 0 0 0 0 0 0 0 MMO 00000°0000 000 0 0 0 0 0 0 M 0 0 0 0 0 0 0 0 G M tM o 0 0 0 0 M M 0 0 0 0 0 0 0 0 0 0 0 0 1- O o O N (V O N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 M M O M M -a (0 (0 O O O O O (0 (0 O O O O O O o O o O O O M O o O O 0 O O 0 j0 O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 666 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0) o o O M M O M M a (0 (0 0 0 0 0 0 (0 (0 O O O O O O O O o O O O M O O O W 0 O 0 0 a C O o o O r r o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 666666 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0(1 0 0 0 0 0 0 0 0 6. 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O W O O O (0 (0 O (0 (0 O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 O' O O O O O ui re M M 0 0 0 0 0 M M O 0 0 O o 0 000000 000000000000000 DY N N O O O O O N N O6 O O O6 O O O O o 0 0 0 o N N O N n n 0 0 0 0 0 I- 1- 0 0 0 0 0 0 0 0 0 0 0 0 I- 0 0 0 0- h 0 I- I` C _ C V V' '1 -Kr 10 MOD 1010 CL E.Q. Wind 0) ZZ ZZ Z ZZ ZZ CL 00(0.. l 00(0 . 1 1 1 1 1 1 1 3 a 1 1 1 as l as 0) z CL 1 - MM 1 1 1 1 12.1E 1 1 1 1! I I 1 1 1 a 1 1 1 as 1 as ..000.0..00000000000...000000. 0 C1 CI N N N N r (0 (0 ( (0 (0 W N a V- 00 O O r r per SOPWS-2008 Wind Wind Table 4.3.3.5 0 0 0 o O r O O O O O O O o 0 0 0 0 0 0 0 0 N N O N N O M 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N- 0 n I'- 0 0 0 0 0 0 0 0 0 0 0 0 666666666 00000000 N V level V abv. V level V abv. 000000000000000000000000000000 000000000000000000000000000000 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 0 0 0 V a 00000000000000000000000000000000 2 O o 0 0 0 0 0 0 0 6666666666666666666666 N M M 0 0 0 O O M M 0 0 0 0 0 0 0 0 0 0 0 0 O O O M M o M M V 0 (0 (0 0 0 0 0 0 (0 (0 O O O O O O O O O O O O N O o O M M O M M 0 w 9 666666666666666666666 r 666666666 J G1 O o 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 0 N O O o O O o O o 0 0 0 0 0 0 O O o o O O o 0 O 0 0 O O O O O O O O O O O O O O O O O O O O O O 6666666666666666 M a. M O O O O O o 0 M O O 0 0 0 O O O O o 0 0 0 0 0 N N O M M N L a v T o O O o O V V O o 0 0 o 0 0 0 0 0 0 0 0 0 0 0 N N o N N a0 a 66666666666666666666666666666662 Gl N. N 0' O O O Oen:u) 0 0 0 O' O' O O -.0. O O C O N 0 0 0 in N O in N) C r O' 0 .0 O O' 'r r O O O O O O O o .c,c, .O O r 0 0 O r O'.- ,- N 3 3 .O O O O O O O 0 0 66666 0 0 0 6666666 O O O O O 6_1 'Q I I c c 0 0.0 0 0.0 0'OO 0 0 0 0 0 0 0.O 000 0 0 0.0 o O 00.0 0 0 (0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O.O O o 0 0 0 0 0 0 0 0 0 0 N a 0 . r r r r r,- .- .. r .. r r r r r r r r M CO a)m L L 6000 0 0 0 0 0 0 0. 0 0 0 0 0 O' 0 0 0 0 0 0 0 0 0 0 000 y (1) 0o OD o O. 0 0.6-666 o. 0' O O o. 66 o- O O 0 (ri o 66 (O 0). 0 0 0 a r 3 (mn .M'M'oO.OOO.MMOo000000o0o0No000D)000)0 w 3 M M 0 0. 0 O 0.6 M o 6 o O'o 0 0 0',0 0.O 6.6 0 0 N N O (V CV N C C °) mm 1111 0 0 0 0 0. 0- r O' O' o 0 0 0 O O O 0 O O 0 O O O N N O N N o Oo ooN 0 r r � NN cVM M A � a4. C. V _ J J 1..1..1,. •X J � J W W L1)LLI.( W W N O z • • 0 10 g o a W o W 01010000 O M C) 0 0 0 0 0 0 0 0 (O CO 0 0- 0 0 0 0) 0) 0 O) 0) N N O O O O O N N 0 0 0 0 0 0 0 0 U) UI O O N 0 0 0 h h O h C. a O 0 0 0 0 0 Ti Ti 0 0 0 0 0 0 0 0 N N O O T- 0 0 0 T. O r r (0(0 0 0 0 0 0 a0 a0 0 0 0 0 0 0 0 0 M M 0 0 (O 0 0 0 0) 0) 0 0) 0) U) U) 0 0 0 0 0 U) N 0 0 0 0 0 0 0 0 (o (0 0 0 .- 0 0 0 0) 0) 0 03 0) CV N 0 0 0 0 0 N ('l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (O CO 0 0 0 0 0 CO (0 0 0 0 0 0 0 0 0 M M 0 0 CO 0 0 0 C) M 0 CO CO U) U) 0 0 0 0 0 N (n 0 0 0 0 0 0 0 0 (0 CO 0 0 x 0 0 0 V V 0 V a • o o c o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I"- r 0 0 0 0 0 I"- I"- 0 0 0 0 0 0 0 0 (0 (O 0 0 (0 0 0 0 N N 0 N N 0 0 0 0 0.- T- 0 0 0 0 0 0 0 0 01 WOO/31000N N O N N T - T- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O 0) 0) 0 0 0 0 0 0) 0) 0 0 0 0 0 0 0 0 U) U) O O (O O O O co a0 O c0 a0 ▪ x 0 0 0 0 0,-.- 0 0 0 0 0 0 0 0 U) N O O M 0 0 0 O c0 O O 00 U) U) O O O O O U) U) 0 0 0 0 0 0 0 0 U) U) O O o O O O N N O N N M CO 0 0 0 0 0 CO CO 0 0 0 0 0 0 0 0 CO (O 0 0 0 0 0 0) CO 0 0) 0) N N 0 0 0 0 0 N N 0 0 0 0 0 0 0 0 U) 1.000C1000 o 7 4 0 0 0 O O C 4 0 0 0 0 0 0 0 0 CJ N O O 0 0 0 O MM 0 0 0 0 0 CO Cl 0 0 0 0 0 0 0 0 (O CO 0 0 N 0 0 0 n(- O N- N- W (O 0 0 0 0 0 (O (O 0 0 0 0 0 0 0 0 U) U) 0 0 0 0 0 0 0 0 0 c0 O N N 0 0 0 0 0( 1 (V 0 0 0 0 0 0 0 0 ei (V 0 0 0 0 0 0 0 0 0 C7 O 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) O) 0 0 0 0 0 0 0) O O O o 0 0 0 0 N N 0 0 O O O O 0 0) W O 0) 0)) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VI 0 0 0 0 0 0 0 0 000000000000000000)0)00030003--1"-•01.-- N N d f r C- 0 0 0 0 0 I -- I` 0 0 0 0 0 0 0 0 .- 0 0 O 0 0 0 N N O N N C1 a (Li - n h 0 0 0 0 0 h 06 0 0 0 06 0 O O6 O M O6 O V V' O V' Si Y 1, 0)00000000000000000010)00.-•00000000 ~(C 0 0 0 0 c0 c0 O O O O N (O S • N II II S > > 3 P as 1 1 1 1 ! as 1 1 1 1 1 1 1 1 as 1 1 0. 1 11 as 1 as (P 2 2 .a Z 2 Z 2 2 13 13 ac c "' I'- CO a s! 1! 1! a s! 1 1 1 1 1 1 I a s 1 I a - 1! ! a a`O ! a s � vv 00000'CC v00000000'CC v00n000(0()0(n() 0 E C!C (0 (0 (O (O 0 0 R 0 00 0 0 O) a. 0- M M M M M M CA U) Li] o N N 0 0 0 0 0 N N 0 0 0 0 0 0 0 0 N N 0 0 0 0 0 0 0 0 0 0 0 O O \ f` C- 0 0 0 0 0 1- h 0 0 0 0 0 0 0 0 a0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000D000000000000000-000--0-- 0 000000000000000000000000000000 a a 4 4 C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000 2 Y 7 05 CO M 0 0 0 0 0 CO CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M CO 0 M CO V' CO CO U) 0 d (0 (O 0 0 0 0 0 (O (0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 M M O M r) 0 (O M O (u • > '' O O6 O O O O O O O6 O O O O O6 O O6 O<-: 0 0 0 0 06 0 0 U) 6 II 11 DO) O) 0 0 0 0 0 M CO 0 0 0 0 0 0 0 0 0 0 7 0 0 0 v. a o V 0 d> a N N 0 0 0 0 0 N N 0 0 0 0 0 0 0 0 0) 0) 0 0 M 0 0 0 3- T-0 (0 (u ui v 0 0 0 0 0 0 0 0 0 0 0d 0 0 0 0 0 06 0 0 06 0 0 0 0 0 06 ri > C.) LI > G1 —E .E Ooo 00000(0 0000000000000 0000) )0(0U)N 0) E E ✓ V 0 0 0 0 0 R 7 0000000000000)000N3(10(10.1 (0 U) W CO y C 5. • D CO v O O O O O O O O O O O O O O O O O O O 0 0 06 0 0 0 0 0 0 0 ri 6 72 a N N > to C En 1- 0 0 0 0 0 1- 1- - 0 0 0 0 0 0 0 0 0) 0) 0 0 (O 0 0 0 T- . O r .- a 0 V 7 C > Q. 0 0 0 0 0 3- T- 0 0 0 0 0 0 0 0 O O O O N O 0 0 V- 0 .- .- N 'a) .j N s - v O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N j m S `1 (0 U) U) 0 0 0 C3'0 U) U) O O O O 0.1:5 O O U) (0 o O U) O. O O U) (0 O All . N 4 00 -0 .-r 000'00a-:.000000'0'0 -&•00'er 000 r0. -.--'N a 0 3 2 0 0 0 0. 0 •0.0.0 0 0 0 0 0 .0 0 0 0 6.6 0 0 O 0 o .0 O 6c5 0 0 J od T N c. • . • •- 11 co C o o O.o O O-O.O 'O o -O -O O O'o.0 o O.O o 0 0 0 O'O O.O-oo-O co E l6 W v, v o 0 0 0•0 0 o O•o 0 0 0 0 0 0 0 0 0 0 0 0 0•0 0 0 0 0 0-o O o 0 = d M. Q OU) 0 r L W 0 • U F JD v o 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 o O o o O C) CD 0 0 0 '� c g o oo CO 0' 0 0 0 0 CO O 0 0 0 0 O O 0 0 V' O 0 U) 0 0 0 CO (O.0 t0 0 L-. m o F 0 ... 3 (n J I . , ^ (0 (1) M M 0 o.0Q O. CD M •O 0 O 0 Oo' 0 O .n N 0 .o U1,0 O' 0 U) (O O:U) m CO d .CU a ii000• -iioo0.00ocS ii• 0.0o0o.ov.vov400 0 00) 0 v V' C C (0 (n O O; O C3,030 'U' O' 0. 0 0 0 0 O' o.• T- O O N 0 0 0 yr ((V O N_ N (0 lii I- J 0 7 0 0 U F' 12 N h N M liCeti 11 W a N.0 U II 0 (A0 J= y N .d•7-,; (0 J C O5.X C Daa2 J J iJ�.J ( W W J 0) 0 Z SHEET TITLE: LATERAL - E & W (side to side) CT PROJECT # : 10014 - Osterly Park - Building B Diaph. Level: 2nd (Main) Panel Height = 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 1.82 kips Sum Seismic V i = 10.50 kips per SDPWS-2008 Table 4.3.3.5 Wind Wind E.Q. E.Q. Wall ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) pc= 1.00 p= 1.00 2w/h p Ext. 1 0 0.0 '"• 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. 1 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. 2 92 3.3 0.0 1.00 0.00 0.20 0.74 0.12 0.93 1.00 Ext. 2 78 2.8 0.0 1.00, :'0.00 0.17 0.60 0.10 0.79 1.00 Ext. 2 78 2.8 0.0 1.00 0.00'. 0.17 0.60 0.10 0.79 1.00 Ext. 2 92 3.3 0.0 1.00 0.00 0.20 0.74 0.12 0.93 1.00 Ext. 1 0 0.0 , 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. 1 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. L1 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. L1 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.0 0.0. 1.00.' '0.00. 0.00 0.00 0.00 0.00 1.00 Ext. L1_ : 2 0 ..:0.0 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. L1 2 0 0.0 0.0 1.00 • 0.00 0.00 0.00 0.00 0.00 1.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Int L1 : 3- 250 11.0 . 12.0 1.00 0.15 0.54 0.00 0.33 0.00 1.00 Int 3 91 3.7 ','4.0 1.00:.:0.15 0.20 0.69 0.12 0.91 1.00 Int 3 91 3.7 4.0 1.00 0.15 0.20 0.69 0.12 0.91 1.00 Int L1 3- 250 11.0 12.0 1.00 0.15 0.54 0.00 0.33 0.00 1.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. : 4a 165 . 3.8 ` 16.0 1.00 0,15. 0.36 1.26 0.22 1.66 1.00 Ext. 4C 88 2.0 16.0 1.00 0.15 0.19 0.67 0.12 0.88 1.00 Ext. 4E 88 2.0 16.0 ' 1.00 0.15 0.19 0.67 0.12 0.88 1.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 Ext. s 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. 5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. 5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Ext. 5 0 0.0 - `0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1363 49.1 49.1 = L eff. 2.94 6.66 1.82 8.67 Vwlnd 9.60 EVEQ 10.49 Notes: ' denotes with shear transfer denotes SB Shear Panel Design Wind N -S V i = 2.94 kips Sum Wind N -S V i = 9.53 kips 0.00 0.00 0.00 0.72 0.61 0.61 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.82 0.82 1.00 0.00 0.83 0.44 0.44 0.00 0.00 0.00 0.00 0.00 0.00 E.Q. E.Q. Wind vi Type Type (plf) 0 - 0 - 0 -- - 449 P3 P6 531 P2 P6 531 P2 P6 449 P3 P6 0- - 0 -- 0 - 0- 0 -- 0- 0 - 0 -- 0 -- - 30 P6TN P6TN 345 P4 P6 345 P4 P6 30 P6TN P6TN 0 -- -- 600 2P4 P4 1122 2P2 P4 1122 2P2 P4 0 - -- 0- 0- 0- 0 - 0 - Wind vi (plf) 0 0 0 289 278 278 289 0 0 0 0 0 0 0 0 0 49 242 242 49 0 432 430 430 0 0 0 0 0 0 E.Q. E.Q. OTM ROTM (kip -ft) (kip -ft) 0.00 0.00 0.00 8.42 7.14 7.14 8.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.67 8.25 8.25 2.67 0.00 15.00 7.98 7.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.58 0.51 0.51 4.58 0.00 2.08 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 E.Q. Unet (kip) 0.00 0.00 0.00 3.26 3.43 3.43 3.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.19 2.58 2.58 -0.19 0.00 4.19 5.15 5.15 0.00 0.00 0.00 0.00 0.00 0.00 E.Q. Wind Wind Wind Usum OTM ROTM Unet (kip) (kip -ft) (kip -ft) (kip) 4.23 4.23 0.00 3.26 3.43 3.43 3.26 4.23 4.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.19 5.13 5.13 -0.19 0.00 5.40 5.15 5.15 0.00 1.79 1.79 0.00 1.79 1.79 0.00 0.00 0.00 7.51 6.11 6.11 7.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.31 7.12 7.12 4.31 0.00 12.95 6.88 6.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.94 0.66 0.66 5.94 0.00 2.70 1.44 1.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.91 2.93 2.93 2.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.16 2.15 2.15 -0.16 0.00 3.32 4.08 4.08 0.00 0.00 0.00 0.00 0.00 0.00 Wind Usum (kip) 2.58 2.58 0.00 2.91 2.93 2.93 2.91 2.58 2.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.16 3.78 3.78 -0.16 0.00 3.48 4.08 4.08 0.00 0.99 0.99 0.00 0.99 0.99 Max. Usum (kip) 4.23 4.23 0.00 3.26 3.43 3.43 3.26 4.23 4.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.16 5.13 5.13 -0.16 0.00 5.40 5.15 5.15 0.00 1.79 1.79 0.00 1.79 1.79 HD PORTAL FRAME ASSEMBLY Far allowable holes, see SB2 and SB11 on page 12 Pre-cut ' wiring chase Single Portal Use one strap on each side with a minimum uplift capacity of 500 lbs per strap Portal straps W from edges on both sides of the brace (4 straps total per brace) W gap between brace and concrete Column base with a minimum uplift capacity of 1,000 lbs i Concrete design is he responsibility of the design professional of record PORTAL DESIGN INFORMATION For allowable holes, see SB2 and 5811 on page 12 Pre-cut wiring chase Double Portal Portal straps W from edges on both sides of the brace (4 straps total per brace) lea$ to\� rs s Portal straps W from edges on both sides of the brace (4 straps total per brace) Concrete design is the responsibility of the design professional of record Using Shear Braces in Portal Frame Assemblies The portal shear braces listed in the Allowable Design Loads—Portal on Concrete Foundation table on page 9 require the brace -to -header connection details shown throughout this guide. Increased shear capacity due to the portal acting as a system has been accounted for in the Allowable Shear values. When designing portals using braces not shown on page 9, use the Allowable Shear values from the Allowable Design Loads—Stand-Alone Brace on Concrete Foundation table on page 6. To achieve the Attached to Header values shown in the Allowable Out -of -Plane Lateral Loads tables on pages 6 and 9, braces must be attached to the header using the supplied screws and Portal Kit straps. Any alternative connections designed by a professional of record should consider shear, header. overturning, and lateral out -of -plane capacities. ■ For Portal Installation Details, see pages 15-17. ■ For drilling and trimming information, see pages 12. Portal Header Design ■ Header width must be 3'/e" minimum and 5%z" maximum. • Header depth must be 93d' minimum and 18" maximum. Induced Forces A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR -2652 for more information. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 8 ALLOWABLE DESIGN LOADS -PORTAL FRAME Allowable Design Loads -Portal on Concrete Foundation } k„ i;r r..h r_ „ '- t,j�t, uM 11fasA , ;;f637:utrs�'' i ;- r49l'iiiiiiiblyt(��; )k ; ,,ry al„ l? -:,l1 lin; : ..Pt A� (.'Wt,). a.IE:,;SS, Ji 5 � ..r .h. .,• 5v)iiih.. t,h h S. ,1,,?!.,a,::., }t , ,� �I Ey r- t: et1•''" ,.1( a: ,,., ,,iVer'tic5• ,�llC.10 i °r, ,pc '',iS,q;' .'rv'i" :'�, _ �' r t1 +, ;.'Tota r.. Coa1t49r:.if "grace '+ 1 . ..AI ''' rJ� ,til¢ '( Il. e, si( bii� ( 1 p ,:.( : rt. aa'� gl 1�"'�5;.r:11..�r•: n:.,: r r r�'7tr �i. •7Wind'8...,Si. i'l^,e��1:k4� �(Ir•,..+ r 1 p (i ,,,, u+ �, i, i`g ':,: Z'ii'I4 ;Jn \, + .. •�9'!�h;r.; ,.:r',t.Drrtt,at,.aNPI ii r V a' �+.,,,c )J•' t,, .::n d ' u:?. i.. �� �t ,,,,1 P(Iowabler gligor(1) A , rPy t Grk)yri i:ilh,L•ci { ,.,1 : '•rob - ,..C't Y ; o4n'11�illft,#liwia.,lr, a�tt tllIIPAII ,'; I: S4.5E11li ( w ti a 1� ,1(l- )'-,,,:,'j•, � �•• ., _ V, �...?"4' ,. tAO ruii x, ii;,) t." ;, tb§,"r,r , I.r,.' _fAr.,4::. � :.r. i,. ,:i6II!,171*.i;< 1AlloYauri2� "Spoanll,) 4 , "'r1+�, Gtl,):l'? Y9_ }' . ' i4,�:1�01dOW11;)L;., .: (u� P 'Wig; 6je` r,i 1' 1 iear..,1 ., i.�,s�;(Iusit2 !VtPl,($_Bifl$:T ii)' 12" 78' 8,000 2,730 0.29 8,520 3,000 0.31 9,370 )i .:.-.4...2x...5.:;.:;;;;1 t1S..il, .,.., .2. .... ':'851. ,. _ �';;:''.8, '0 00:• 52 s'i°;i2, O,i � •':0t32'a:' :::: ' :•, Ti20 ``i.,:/:. ^ .8, ....• "v2:7r70 .'.....:0,38;" ;:i •; ;i9.480'. : „t, :1;,t$:8;;t2%0;�+ 12 93/ 8,000 2,310 0.35 8,620 2,540 0.39 9,480 •i''11Slt12x8((ik12°.;::1.•:;1'0554 r..`8-00.0'' ='x:.:'=158 '::!,:''+=:;0:'43;:0;:'' ;A:,•31.5'.';•:).:::'...?' Ji17.8V:`:::::::';0:59'::.i.•1 ?'l:ii9;370.-";.:i: r fig g1011_845; 18" 78" 8,000 5,600 0.30 12,285 6,160 0.33 13,515 .;194a,8bb1(5''S :.18:.:1::.)'21'85r/t:'? :•':8'000;0;..-'5380.::':;.,;;:;:0:34.'x::.';•,::12925•:;';.1):';;;5=910:::..r+ f0:37.::°: •';Si14'2.20:;•.`>'::i Pe )4rrS4;,1,0I(8i 18" 931/2' 8,000 5,150 0.37 13,510 5,665 0.40 14,860 "t4iS 18X8,9?1!.;:1'8`;;?':11055"4 x8'000:...;;.._•,3`810) `rsc".043."+'t::; ''•'•.:12'530x':' •= ;C4-•1804)':.!;:;^051,: ;1•;'1;::13750.:;'.':; :: ziS 6'24xya' 24' 78" 8,000 10,300 0.29 18,260 10,400 0.30 18,435 er'1 l5 'i24i(Bai:••e,24' :: t'';93Tb",?:r.13;'000''''28;870;i''sa i037i;,''i>'118800::."'';'=9760`:;:,;is‘012'' :>'r,'•420685;a'I`.: it ,?ijSB24X91+)':`i 24" 1051/2" 8,000 7,810 0.42 18,680 8,590 0.47 20,550 f` z 3:, .:r '.:!:7 8"' 0 : ;�80 0":: -:1i,90'Ot:• •:'`a. , .: i0 2 1':.''i `•"`.::8; 15,..;:<;:; 1 :',x!1','430• �:; ;:'r.U`33::`i'•:' �: '18;925:.;.,:,:::: .. raaSB;il2dc'3i5;°;. 12' 851/2" . .8,000 . 1,200 0.31 8,220 1,320 0.38 9,040 0.iSO2x8. =:.8;000:.:1 :,'41;100 '::.; ;:::0:35":;.`, >'%"8;210 .: ~::::.:. •i:••1:210 < •..;;'0:42;1° <:0:9;030:: "::.:. i_:12";;:.::`,9334.•.;.'1' 14, r,ii4 d2x8 i 1 12 10514 8,000 790 0.43 8,315 890 I 0.59 9,370 ,01',{(iSB,1881 18°: .:,.78 .; . 8,000:; ;2;800:' .,0.31:.:'•:::12;285''r"-::.::•`:,3',080'!% .•':::036` .:13;515:. . 2iStill8ii7!5?: 18° 851/2' 8,000 2,625 0.33 12,625 2,885 0.40 13,890 r' i`,)';iSi0'18x8 9o' X 187 „ ; ,; 93 ':: • :::8"-000:::' ;'x. ;.'2,,855•::°"-•:::.1..:',•:,.1;695..2.' 21450�'� ; :..',!:0:36 �':;:::� 12 '''::::: 043 ` .:.::, .14 340 < :::'. 11:� ,;rSB 1Qii91/l j 18' 105%" 8,000 1,905 0.43 12,530 2,090 0.51 13,750 ''- l'+ :$0 g.-,..`...-24.',...!: f?:78!,.i` . 1.8;0,00.61.....;;;;!5;450': ....ic0 29:, .,:1.18;260:',1,.. ;" .i5;200.:. , .',0.30•', :118`;435:: `. _ 5<S .2.4X9(!1; .,.24'g ..10514°!..':'.;11:000::;•;.']';'.....A805:f.,!.2;::!$.;:;::,11:42':,;::::::. si.:18:680 ..:...,4,295 a; ::x:0:47 ?.';` :':;20550. .. (1) Interpolation of Allowable Shear and Drift at Allowable Shear values is allowed; use the values for the two closest heights. For braces less than 78' tall, use the values for a 78' tall brace. (2) DO NOT interpolate floldown Uplift at Allowable Shear values; use the value for the shorter brace. (3) 12" wide braces1105W tau or less) and 18" wide braces (141 Si" tall or less). are allowed in prescriptive applications. (4) The portal hit must be ordered separately when specifying braces over 100' tall. Allowable shear loads (lbs) Vertical loads (may be located any where) (lbs) Front View General Notes ■ Allowable Design Loads table is based on: - No further increases for duration of load are permitted. - ASTM A449 or ASTM A193 -B7 threaded rod for anchorage; 1" diameter for 24' wide braces, r " for all others. See page 18 for anchorage options. - Portal header clear spans of 8' (minimum) to 18'-6' (maximum). • Allowable Shear and Drift at Allowable Shear are for the entire portal assembly. ■ Portal frame assemblies are not for use on RFKs. • For shimming and furring requirements, see details on page 15 and 17. • Portal braces may be used in 2x4 or 2x6 wall framing. See SB5 (page 15) and S812 (page 12) for header framing options. Allowable Out -of -Plane Lateral Loads(1)(2) (PSF) -Portal on Concrete Foundation (1) Table values based on using ilevele Portal Kato resist header overturning. (2) Use a load reduction factor of 0.88 for 16° deep headers; 0.78 for 18" deep headers. General Notes ■ Allowable Out -of -Plane Lateral Loads table is based on: - No further increases for duration of load are permitted. - Braces used in a portal application and installed according to the details in this guide - Wall deflection of L/240. - Header depth of 14" In a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. Vertical loads (lbs) Side View Out -of -plane lateral loads (psf) (Level Shear Brace Speclfier's Guide TJ -8620 January 2010 9 r(�OXace•,•r_ S. ,} ,:ele vi3tt�l71, fir::., jI }-n .q•it" ei �!o P,K fit Y.s' ,+r2 �+"� ,, �fPorta) prape7ie18ht.{, r, :;''ar+ 'G -1 R , i ri 7� 4Ma ,.,M9'. l : glia ., �`chl.A7P,• 5f12 . 1}:it0'rr• , V.�;• `{,^" ' rff1:",'3 T 275 255 230 205 150 110 85 i+AttayheU9° h NeVa 411r1sS.F `185 °' )1'70' • 155 <:'',"105.- S 125°1'.':;;110;? %'>'85:t?: •, li'I3a i:,.,_„or>� �rP,:�= . ,il ;r�q�dxrr � 140 - 115 105 95 85 75 (1) Table values based on using ilevele Portal Kato resist header overturning. (2) Use a load reduction factor of 0.88 for 16° deep headers; 0.78 for 18" deep headers. General Notes ■ Allowable Out -of -Plane Lateral Loads table is based on: - No further increases for duration of load are permitted. - Braces used in a portal application and installed according to the details in this guide - Wall deflection of L/240. - Header depth of 14" In a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. Vertical loads (lbs) Side View Out -of -plane lateral loads (psf) (Level Shear Brace Speclfier's Guide TJ -8620 January 2010 9 5/2/2019 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit No. D17-0100 OSTERLY PARK - B15 14412 34TH LN S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/15/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/15/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Kandace Nichols Permit Technician File No: D17-0100 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director February 6, 2019 Mike Overbeck 4620 S 148th St Tukwila, WA 98168 RE: Request for Extension #2 Permit Number D17-0100 Dear Mr. Overbeck, This letter is in response to your written request for an extension to Permit D17-0100. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 15, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0100 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Dear City of Tukwila Can you please extend my permit # D17-0100 there is a delay in my subdivision permit so I can't finish this permit. circumstances not foreseeable at the time have occurred and as soon as I get my subdivision recorded I'll wrap this permit up. Mike Overbeck 4620 S 148th St Tukwila WA 98168 206-7870259 RECEIVED CITY OF TUKWILA JAN 14 2019 PERMIT CENTER Request for Extensioi # Z Current Expiration. Date: Extension Request: ,/ Approved for Irl/ days _ Denied (provide explanation) Signatur€.:nitials 11/1/2018 o 0 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit No. D17-0100 OSTERLY PARK - B15 14412 34TH LN S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/15/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/15/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0100 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 5/1/2018 0 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit No. D17-0100 OSTERLY PARK - B15 14412 34TH LN S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/26/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/26/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0100 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 14, 2017 c City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0100 OSTERLY PARK - B15 - 14412 34TH LN S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: KC ELLIS at (206)-431-3677 if you have questions regarding these comments. i • Provide 3.5 credits for the 2015 WSEC. Clarify the options/choices selected. PLANNING DEPARTMENT: Jaintie Reavis at 206-431-3659 if you have questions regarding these comments. • Landscaping sheets matching the originally approved design review shall be submitted, including the number and species of plantings to be installed specific to this permit. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1. The civil drawing needs to have a current civil engineers stamp, since part of the permit is the extension of the detention system. 2. Provide a cost estimate for the site work including extension of the storm drainage detention system, which was capped @ sta.1 80. Enter the cost amount on page 1 of Bulletin A2. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, �UU achelle ipley Permit Technician File No. D17-0100 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9ERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0100 DATE: 06/19/17 PROJECT NAME: OSTERLY PARK - B15 SITE ADDRESS: 14412 34TH LN S Original Plan Submittal X Response to Correction Letter # Revision # before Permit Issued Deferred Submittal # after Permit Issued DEPARTMENTS: S Building Division Cre-0)0i7 �L_[I Public Works ririo Fire Prevention Structural s2 Auk -7-'7-17 Planning Division Riff Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/20/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 07/18/17 ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 9EBMIT COORD COPY C) PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0100 DATE: 04/20/17 PROJECT NAME: OSTERLY PARK - B15 SITE ADDRESS: 14412 34 LANE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: COW 1311b Kiting Division Public Works tei fwvu Q6 Fire Prevention Structural 11 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 04/20/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: ❑ Approved with Conditions Corrections Required n Denied (corrections entered in Reviews) Notation: (ie: Zoning Issues) 05/18/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only �I �� CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ P1ng' ( PW Staff Initials: 191(2/ 12/18/2013 Date: 0 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # 1,41 Plan Check/Permit Number: ' ©[ ?--. �.1 —/C(' C Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: +C(`- ( krk `7c,irU' T:- 104,e e S Project Address: Z- 'f"c- (A-vkic_ 67Aie (31/:/444:7) Contact Person: /L(( -e. Q (/`c/� �j!j e� Phone Number: .2 /p r E17.GZ51 Summary of Revision:r‘P 41V paem c -fc zNi so Arc_ ) Ci 1:41 (. orK 5 1-AAvc(1 SGI4f e_ [4 (Cid p a -P iyforC�e� f (Ar v) c? -,t D fok-frv) 57) 26) 1 (1-1 4:-+ ( ,- cc Sti RECEIVED CITY OF TUKWILA JUN i 9 2017 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin • date o revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form. doc Revised: August 2015 _ - JMO Contracting LLC C. Washington State Department of Labor & Industries 0 Home Espafiol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 A -Z Index Help Mc L&1 Workplace Rights Trades & Licensing JMO Contracting LLC Owner or tradesperson Overbeck, Michael David Principals Overbeck, Michael David, PARTNER/MEMBER Overbeck, Julia Dee, PARTNER/MEMBER Doing business as . JMO Contracting LLC WA UBI No. 603 345 256 4620 s 149th st TUKWILA, WA 98168 206-787-0259 KING County Business type Limited Liability Company Governing persons MIKE OVERBECK License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. JMOCOCL865C4 Effective — expiration 02/24/2014— 03/08/2018 Active. Meets current requirements. Bond Ironshore Indemnity Inc $12,000.00 Bond account no. SUR40005200 Received by L&I Effective date 05/27/2015 05/22/2015 Expiration date Until Canceled Bond history Insurance Arch Specialty Ins Co $1,000,000.00 Policy no. AG L0026134-00 Received by L&I Effective date 06/21/2017 06/20/2017 Expiration date 06/20/2019 Insurance history Savings No savings accounts during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 7/13/2017 JMO Contracting LLC Lawsuits against the bond or savings No lawsuits against the bond or savings accr.,..,its during the previous 6 year period. LSI Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp No active workers' comp accounts during the previous 6 year period. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes Contractors not allowed to bid Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 nr Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 7/13/2017 COPY Permit Now b t - ©0M 17- 01 06 Plan review approval is subject to errors and omi-sions. Approval of construction documents does not cuillorizo the violation of any adopted .: • e , • .finance. Rectsipt of approved , ' • Copy : • ...• �; - acknowledged: Date:�1,/,1� City of Tukwila BUILDING DIVISION e U1i3Oi"'l o ighLL iDfi I ! FOLK ,, N 1 ! J--- G -E7 �� � � � � ���� � U 1� Q r .'�' � t � � ,�tt D `j'4,tD P el4t�.5. 15‘411 -P11 -4q5 Act IA3)151 3 Hr4V . .4.1,4tf. Roo* Pa -5(0 At -1P iI.0I4452 A4t-� 82.4 5+ E+A+.a T4s. sa Mr.. CRoDi= pe6c l4. 51.414-(3.1* 5 C. pHAv PIF.FeRat4T oth va3t4t-id 0,T a e. RavF or-. dsplatN. UArel'L . A1,) , = u11-0rN LW! fl''PL. = 5i 91I Rom 41-51 �t Ct 6u (W t r4AN3 A A- ARE Sft 061 4 54. 15U/ft.-pi l 5117111 6:S61414 1414 $1 4 152 Ade. .51-10w4 5uii-p•, 11,4 2 REVISIONS "�'► No chances shah bo made to the scope 0f work without prior approval of Tukwila Building Division. NOT Revisions will require a new plan submittal and may include additional plan review fees P it c,b,c :aTE-; oti GCLOR D 021 OECATiV GatGRa. R - ► IAALF-LAJAI ci r = ctu 5"• f 1 / -. , HAVp.. 14 c w ALL 0496 e* PLANNING APPROVED • No changes can be made. to these plans without approval from the Planning Division of DCD Approved By: 4. \ , ik% Date. _ • IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. H 144 714, ST 55. EXI'5T. 4' 'sip/EWA/Ad. FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. SS ite-E.X16T4 Gab • SEPARATE PERMIT REQUIRED FOR: C hank s Etele ctrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION f ,} r i ; f ; .i.. •a j. , ., .. t. u um aas X vri E.:...x i' T, 4 - Pi.. - .15X1'6 1 4- Fi- M, 4-- P; -EX 1 x4/24. i.' T Ave. t . o. INtl l , i lA lib tL D 20WQ -.431- 2.99' .. 31TC.*..*ADDRE.'0 . 7 44T+t.T. *Nit um -,--cis ttvEy LeCiPL .,,r„ .._ .. 5 6149a, vo, 21 �4 P�4 M 5 H°M .T T . per. PLAT 1 IN \t0t4It4 tt.• QF .- :, t,d4r " ,.raj 31, tesGOW 5 "1 x4 -CA tea • 444ac. # no-ztS000ao q4-• 0045'00000 $i, PsziA 7sFetrzfirtacw: c7:14:4 * 1430 ... ( 3 (5'i(/ 414 t cc�i}; t 4% $u tL ). • 3Gr)1 1 N.4+�t~ 21 f D b f lir 12-4,1 1.1-1 3 oe p4 45, ) HAVO 31 t 12+x..1 Weitg L.L. Oa? LL. 2Al lot lot TtUa.Price t ' .234:46* 1104iijeolkEr406 ass. Der 26.24 (0 1r co N in N O 01 Z 0 F - Z I IS a J cc iffr r. i ".6 514A -let- I- At LI $ti P 014 50 SANR frl1k Vt.:)iALa Tv VelPr PI TA icDFNrieo1N4 �- r tme46.Fgall it4a 44T LINE6.) A�' rih4 OF Foci -Ng- FdutoAT tai .13»I) r totz To p044t.tl44' co/44g0Tg • A .5.4t ISA ' 13i1...10tPultursP To VE P1 Loy` L ! NS •• 'iutt. rj LlC.11-1T1/.4t..d1414.. APDL 70 FR,COP 1.1gt°triNC1 I I 4Ameof AG AR ,A'., F'iXTJi amu, 5t4 8, f -f D 7a 4 ,aT .Pr'M r eVF- ciatlitinial rr pE.�&i.oloM , T TO Rtv lad FX. Agai 1racTLIA1: cay.6, TAA46-1- Pie Pt DJ1rCT 1' $14N. NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete . footings. The electrode shall consist of .at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar. and shall protrude 8" min. above topof foundation wall near location of power panel.) 4 - i ( Mali. 13d1C qr t p mo i' r. t44.1 4P G • sP fr .14.0 ; r L -4 • Nt -f 1- --t` - .t REVIEWED F 46.75 r Fla 2.0? Reit r•�1.530l 2,4,1 2'1 (9.4.o 35l.# 35t 352 l tPR 2 51 'k rL" 0t.0" 2.41 t 6 10 2015 WSEC R402.2.9 Slab -On -Grade: Slab -on -grade. The insulation shall be placed on the outside of the foundation or on the inside of=the foundation wall. The insulation shall extend downward'1rom the top of the slab for a minimum distance of 24 inches or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance of 24 inches. Above grade insulation shall be protected. A two-inch by 2 - inch (maximum) nailer may be placed at the finished floor elevation for attachment of interior finish materials. Provide protection for exterior placed insulation. 111 fAX. OF OW! AI erre. PLArri A u.or, i3; FoWNta. 4 BUicp � G. E5u IU2, B. 4.401e. r 4+-.--13144,o. : _pIRA m i t .q � ;45 uiva• FRAfitIl'1y pLA44t A6; mi -a vAT 1 v 4 AIo li 4l..l. 6p.crion11.2 51*o Vfi1:UONP-A1-. tIoTE $1.1 5UUAE I1IAU. g1.2 Roc -00(0414 54440.04.114 $24 swir p. t3. FOUND. # bt�►Mll�� X2.1 Suit.p. 15. 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PAtkrti fika • 311 •MM?.ta but FAiGE6 1N p1RE.G'C t1TAct 1411111 MO . . • 2't Ot t oaLL81 � •A,HI `#ftiC A�•5 ,ANP 14411.1.5 1t'trgAre lk% 1 t� W 4T�i i�3/4" 5 • 611ktdc-fUtL, , 5114131 , ?LA At'il7 ftD1IU 2 6 �; 5tt totiroR,t' To A`�'tt`i • A-34) Fi%,.r,51. • 31 L PIPP :*4At.tr eOH FORM ''4'D A'tM• A- -7eA YPI° e: oft '41 4RAP5 Fr 35 Kit. #ours 614,414 GGbtiFORM' 'r A-rii A3o1 . 4 • Au: 10.14 ::111i4 5HAc - Q,>t.: { n ;64.4ef<PANGM KV A166 AHP AW& fYrAt'i9AKP ANC, Si•#ftt•I . oto• liWORMEP • '1 G• t°i Rte•P tr1 e•LPPk6 .• t 1 Ac i3O c SATl f i E P " �i 41,uF)2 tAM t NATEt, 1"it 'i 611At.1- t fAOKI.CA1 =P 1 t* CONFORMS 14!1t1 CAHP# P Gt- P' 2 ?AGH Me.tve81 .1#A 'S A •tri AM IVElifiFi ATtOri MARK .A$ "yHA1.c. i E". Aeo4aN rAstite. OW Ali. •A11& GM1)te.A • oP •GttFOPMAn'ia . :'M- peAt46 •.&HAu-• t t .:Po to{t,4� .FR Gal3vJ ... 24r7 - f ta. 1.400 r I. cAMaEg A • 41401LA'M � 6. Tp" T OQC7':MM,P1#. 1:10/314.0)1.411143 • 4HOWM dl'f' t l6e dt'1 •11-M VLAIi-S. t 2.4o0 225 Pat E =Lbx106 p6} • ,...,.u,.u...... 111.11.11.11‘. llllll 8315.1 Carbon monoxide alarms. For new construction, an approved carbon monoxide alarm shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms in dwelling units and on each level of the dwelling and in accordance with the manufacturer's recommendations. R315.2 Where required... Existing dwellings shall be equipped with carbon monoxide alarms in accordance with Section R315.1. An inspection will occur when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. Exception: 3. Owner -occupied single-family residences legally occupied before July 26, 2009. RCW 19.27.530 (2)(b) R315.3 Alarm requirements. Single -station carbon monoxide alarms shall be listed as complying -with UL 2034 and shall be installed in accordance with this code, NFPA 720-2012 and the manufacturer's 11.1.1.... Wstallation "instructions, " fAtiiit'tq tUM R• SttAt . 131.1. r.APaco Ati9Mr41 KE.v '1tt 441VOR tt:.t�1T�i • j GI.� .s,"t?tt`tvtAgP gRAn-tq t U 0 Fog, Webr GGA 1 111th HO. 1� LAc�t'i '`.fit i-noti row* tttl FoLGorn111ici 11IHf lUM' 1�'ARPV1440,14414 �tr'P�'z f4 f tP=4b 6.53 $1 J01$,r5: • UM -Fig No. 1 ars POt gLA , Fut, t>{a• MIMlt11fr .0040 5 lbw• moo ws► - Srsrst 3EA'16 901141A6 "FIR, NO.1) MINIMUM t7g4lqiti 6TAE66 _ fbY ►35c Wit. mors 4 rtme,ew, Ham FIR tit/J. MINIMUM V ietN STR.l2r5 • f4•~ est? 51.. 'r(`LttF4) tis; i t1ty4 L140 -r f mtyttlh1y o 1:9,ou4LA RR ©R I•ittit- 'h $1414124Aa, 4 41 .4=5,16 -P$1 ' Pi.YWoot tzar, 811th i4A1.4 madmivriq .$tiAt,.t•. se 4KAt Gia» Egmio'R :4r .16)6 51gtic u 4t. z, Ex.mmog. 04E- P1:'f1rtoop 11414 4066 6rtAt.t.• 15E4 Ass 61 PI1i ON-P-A1V. 1`46tG AU..?t.-YW oP 4r0 6LIFFoP.ir'1114 MFMB01 5 FOU.0w5 o . !94 64116.G. Ar 611 .'r'' tntifht acl e t2ti ©.G. AT IttregIOR 00441114. 4 Ndlt f )_,L1NL 4{ .4Il F.: 11411!.11i4 15 • t7E1 At t- oR �6r06t Fr I PL ft f ?p, • tN P F�fi /f 0. p i ooF . W4/ca NistoRzt WO> to• Au. WoaP ft406 Am, •01•O6Kireq 1N r'tt T-"CD!'t<t"/acT 14111f ee,M6f ETO- -$144(4-• Be• P 4.66oRE.. -1-1k0AT-P. KITH. At'i At'f1W0t7. . i INO6 VATIVO.. . II OH T1 ►G't'o1. A1.t„ f ovrt, -rfrfasARY APActriq Ftns ?Hip mu 4.1:!1',1. At4t7 611WCrt WAi. atit'4tiVirb. utiltto, :. !ad:t-. vIM1- amtiemort6 RAVE tfooti 40 4P r P 1tt A. GaltvAt le..1 • .. tt'Cti I''t.4t�i� . • 12 PR/M/1 1-t4r6 1t416Are..;c4EH 4 - Ast4P - TY114AL.'1?P•T,41 t:�5 0 GoN'`aTF,t� �•-T"L t . Wl✓iER1% edniSa rt"t3M At herr': F IFt '►►-W ItiPICATEP Our Ace.. of 61M1tt:.AR, Z144 'gK '1YJ. t isfrAlt,t 5 5R0W t t � . • I M i I.A&Z IX*TAIL.E6 aF cats rgt.k rtOti • ltAU4.' .' U6E0, .6(.1130.6T RteVIM4At PrWAtti elY Tt kt t' 't'• .ACK .� art iAgskie ~N jtti • •. • • .. �...:1.1.1.1. •.. __1.1.1.1. -- =-�' 1.1.1.1.. . 0.2115 h..G1Ji.f:3li..li trr�1; rC� •d :�.�- 1.1.:1.1. • fir,., moinantamo,,. �r �•ilil(fl� .• kf'WASHINGTON R314.3 Smoke alarms. Smoke• alarms shall be installed in the following locations; 16. In each sleeping room. 17. Outside each separate sleeping area in the immediate vicinity • of the bedrooms. 18. On each additional story of the dwelling, including basements but not including crawl spaces and uninhabitable attics. When one or more smoke alarm is required to be installed within an individual dwelling ' unit the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarm in the individual unit. The alarm shall be clearly audible inn all bedrooms over background noise levels with all intervening doors closed. R314.4 Power source. In new construction the required smoke alarms shall receive their primary power from the building wirhig...wiring shall be permanent without disconnecting switch...when primary power is"interrupted,shall receive power... : from a battery. . - R .VOILI G4t:• SY 'Tt~t'i6, .• t4l+(GH .A e. •••'1D t3E. GhM f, ? CP. cea"r1P01' tErt ':Td ► • : t .E.{3 ," C% .:614A14.- Si 6 L1 Pt't IEP .101 MS. 6(.111%40A 01.4R1144•144,i110.01VIKM41 DAAv-tt..YttAtitntt4 , OR rE . ANo Af rz- i01*:•ts;' R'�# .' Vint{• "1ftw ttis'� Uor1.9ti'' pt 'A•.2►X t-:. • 5tfPL1a2. ' I4 • fopgtlN46 . MAW- St�►Att ¢t`i •6a�tp Lit40161tlR�O • t T Ar £$A r • 1S'•= 3 t4. : . LOW0,64( JA 04417' Fitii3ttao 41.A1 AMP * Atdr ' t"tle140 MtNU 1tit.41 {r, 20/6141.1' Gtil't"' 1/ "''Z( . aP t 'rt ori VOltriGAt4 • is 1 Mtrt''I'a 10th ' . '61iaW 4M et..6.146 . . kc_ . • . L woo FL.titlr. EkeSISiecare. '1411412 4 1rAR" #.2.itAl PE*tttrf i .TA $- 12eAfi' 'F?F n u 0 MF, �S t�,P.t . 4' .xeo$uge.. . i'C F ‘90. fe-F.: K161M11 U • 24 0 1126F • A ut c'• tea' 6.G• 2.odig /At g co (405.1.3 I F. Vast. ,t. 4P 14Q1.14 WI P pE.51 IJ 110. x3.1.5'= PAM A!E iia, • EA'sir=laR6' ItoR, PISA $URE rReA'j ep • Woort Z MA X (61 t -IP t i. FAs.T HOT P t?P543, Yat't 12*. tt• 4.T Il •. 6 T pA•�; is S'3 p � STA 1 (_ STEEL. a 'rrr . 304 OK B ►to Ott S'S T• aGet u Me nl) • • Z.• CatfriECiak61 DOTtJ1 PPEP ciAzvAIJ 1z. :, a4 -6T A t)'.S''S t 41;A55 4t lS5 oK . sri4r .. 5 Ez~ =ripe. 3o¢ ott. step.* 55rs str�P5ad) H01.1..0R C.ot g.'' Gjk . 4liViGG . I (4ROL&'I'tCD": .i2) f'tA % t15OO P'b•1. • ri. A 435 .P t• ' 1 4tAl.tU5 ' lOW V MO UUtit'r' 5H'U- '1: LAIC.? or trt t"U1 .. ifs'-rtft, 6 14or-'re*" f'G . i•3Ettx7" J.l. M raiN mit LLAT 11* U. tb, e.. • . • : ti,•i. G .I,.L ce�n"rAl�ift r it't1= rN oitd ✓NT. ' AtiG7 •: t0Ntt ibe.4145 WITH CoAPvm. C4 . aU'r az.-4 ;000 r5.0ft e ° rat"' y ii4 L A"X"t.o. 11* U.G. REVIEWED FOR 'CODE COMPLIANCE APPROVED 102117 MUC: City of Tukwila •BUILDING DIVISION RECEIVED CITY OF TUKWILA '.,,„,,,......:.... _ ����..........................;..... APR ..1....8•.2017 BARKER 8715 N E. m irmin MI IMO EN mum MN NM MNMIN aArg • REVISION • eiA INK " R. ARCHITECTS ARCHITECTS KIRKLAND, .01000:,.:CENFI.tAL,REQUIREMEN1S.THESTR:::: 11CI1JRAL::::::NOTES.;SOPPLEMENT.'117.1.Eii;PLANSIAND.::SPECIFICATIONSANTAND ARCHITEC1URAL PLANS SHALL BE REPORTEI) TO THE PIRCHITECT WrlO SHALL.: CORRECT THE fg$OKPANCy.:;iti:.',1#.01)N.0;,;;'-',04sft,:*00.1K...0.01)40.1]riE0-:ArtE)3",",p.IA (flVFRY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK REFER T 119.171:;s4010N.;,,'''CO'N'sjOimFcoml;cWPLANS ::,,F.0.1:',PU.T.S.,',-AND,,; PIPESETC.. NOT SHDYN „ . .. . 1HE:..CON..T,R...A.C.TOR,..SH.A..L.L.,.P.,R..O..V.„D.E:6RACII.0.,AND SUPPORT REQUIREDrok;:ithtotAily, .:tON$TRUCTION:::LDADS;•AND .FOR ..!.,:STRUCTIJRACCOOONIENTS: AS...,REQL1 IRED DURING . ,..,.„....... . BACOILLBEHIND.: WALLS SHALL PROPERLY:::SUPPORTED, THE CONTRACTOR SHACL,4:::,.;.REiPoOtitr'FOR: COORDINAii• ON OF ALL .WORK. . . . . . .. . .... :'00$1.RACTOR:%..704Aill':'$UREspoN510LE.,',E..OR.:71K,,COORPINATi CAVATI SHORINGANa?..07.111ER: WORK:::WITK.'AtkUIILII1ES AND ADJACENT PROPERTIES.,-: CALL' UTILITY LOCATE ID. ANY WORK AT 4400424,5555,:: 1100:..1:CODE..RE0UI ALL DESIGN Oil .',61714:-L.CONIORM..,TO THE 2015 INTERNA11ONAL -RESIDENTIAt.."-CODE-;.WITK.COMPONENTSAS.::..:REQUIREDSUBtEPTIO. 20151N1ERNA1IONAL: 'BUILDINWCODE.:AS.:ADOPTED:ATY.IHE CITY::OF 'ILKWILA,•,-. WASHINGTON. 01200: DESICN LOADS UVE LOADS : •ROOF(SNOW);- FLOORS (RES1DEN11AL) ''.SNOWAPP::Dt$11:31t.DAN, Pg 20 PSFI Pf 14 y11140:ipE610.ROAT.k... :i43A610.•!..1.41NO.';.6PEE0i. AYI.NOIMPORTANO:F.Ao.TOW WIND EXP0SURE TOPOGRAPHICAL PAO...r.ORi.: INTERNAL PRESSURE COEFFICIENT: COMPONENT/CLADDINC..:.*WIND::PRE.SSUREf• • O:'!= EARThQUAKE. DESIGN DATA: •SEISMIC IMPORTANCE SPECTRAL RESPONSE . ACCELERA11ONS: SITE CLASS: !!.$PECTRAL:::OESPONS,E.,,•COEFFICIENTli:- $11$MIC.,i,DESICW•CAITCORt•:i •BASIC FORCE RESISTINO SYSTEM: DESIGN BASE SHEAR; ..RESPOISMODOCA1110t4FgT(Mir, ANALYSISPROCEDURE; 25 PSF 40 PSF ').000Stirif Kzt 1 GCpi +/- : 0,18.. P(c) 25 PSE, ,.9Si. 1S.D SDS=:!0;99 SDI 0.56 SEISMIC DESIGN CATECORY'.D .• BEAR1NG WALL SYSTEM ..6,4(LIGHT:1FRAME:•WAILS) 'EQUIVALENT.LATERAL...FORCE PH(ASO) 01500: ... ThE GEOTECHNICAL .EARTHWORK:',AND..:•:FOUNDATIONS:•:AR:,!.iT0,13E,,V)NsISTENTNWRI • F1401HeER..1.14:::R.F00411140A11011%:,,ALL FOUNDA11ONS ARE TO BE FOUNDED ON •OOMPrfENT.,...'t4A11.Vt MA1ERIAL.OR. By:.0THER::ME#46-...:ASIEt„Ii0.,!‘iir:,.::,.k:::,0.0E445EaCEOTECHNICAL ENGINEER. - :• . . ALLOWABLE BEARING PRESSURE ACTWE:EARWPRESSAJRE,(Alff.,. PASSIVE EARTH PREt$ORE:. '350 PCF , .COEWCIENTO : F; Fs*s.RICTioN,::. • . :1135 SOIL PROFILE- SITE .cpkps.:.0...:. ALL FOUNDO0N :.:INSTALLATIQNS:;"ARE'SOBJECT.,... TO APPROVAL,Of:THE LOCAL BUILDING: INSPECTOR: ..A..:LICENSED.* GEOTECHNICAL',ENGINEER.. , . ; SHGe'lDRAWINAIMAITTAL,PROCESS SHOP',..DRAWINGS',ARE'T.0.,..0:$000.1.1Xp;:h1q;•:711',K, ,•ARci..inGT:•AOrE1s.40iNE.R.•;Ors:F.:REcoRci. ..-.FO.kAPOROVAL„PROR:',..1.p.:::FABRpAllgtt,..:. F:':',SHOP-......p.RAyfitio6.:,.piFFER.'::'.F.RQM.:..THEAp.pfiOrp. .LICENSEDMASHINGTON.:STA'r.S.TROCTORAL:.!ENajNEEW SHALL:f..;.$08MITTED.ALONTG'iMITHThE ::: . . GS TO . PROPRIATE JIJRIST1CTION FOR APPROVAL PRIOR . .FABRICATION, .... . :SHOP"ORAWINCS"..YARE...REQUIRED....ER. .F.....pe059k.',1!R', pp: •. • : •. . . . . !•0•ALCU"LAT'1.10t4-6-:,1.6E-A:0040-•.'*'E?tEA(AND SIGNAThRE OF A UCENSED WASHINGTON STATE STRUCTURAL ENGINEER„SHALL....„oesusitTED*004!=.**;ThE SHOP DRAWINGS FOR . . • •, :PREFABRICATEW:PLATEtrwoop . -TRUSSES.. .400k.01. „O1I(*iSAI".0„..SPEOAL-INSP.EC1IOS , ....... . ,„ .THE,:CONTRACTQR . SHALL BE RESPONSIBLE TO. COQRDINATr. AW::INSP.ECTIONS: REQUIRED: , . .. LOCAL BOILDING::::DEPARTMENT.,. SPECIAL INSPEC11ONS ARE NOT REQUIRED FOR GROUP R--3 OCCUPANCIES UNLESS STRUCTORAL.OBSERVATION..16i:•NOr.REOUIRED': • ,• ...• •..- • • .. •:01160.•Elt0t4..T.444. .:.• . . . . INSTALLATION :;OF .;.•ALL: STRUCTURAL ;POTOPONEN. REWIRED PER ALL LOCAL CODES.. -. • . . 1E:;.01:14STRV . . ALL SITE .CONSIRoop,. .':THEG.EOTECHNICAL• ENGINEERING ...:•:iiEPO,SIMME.NPATION8. A-1:4:149.1g0?•;jti• -0,14410-A!..404.611,.4.040::,Kp0R1.:!::::(6t2:SEC11ON4: 01300) AND.. P1 DIRECTIVES.6k4a7topEK.r02260; EXCAVATION clEsth • ON EXCAVAJIQW:fVR;.FTQUNPATiqt;$sHA•ti:L:R;.;.,!p ,ptAM:.::0ow,t41:vztmors-tvRBFp,t.oTpk,, ..:-.MATERIAL.PER::;:TNEGEOlr-CHNICAL ENGINEERING RECOMMENDAIION&,, ••••;OVER -EXCAVATED " AREAS SHALL BE BACKFILLED WFfll LEAN CONCRETE OR PER GEOIECHNICAL RE00.10m.040.A11oNs. AT. THECONITiACTOWS:-.EXPEN. . .. , ,,•: •, • . EXCAVA11ON SLOPES SHALL BE SAFE AND SHALL NOT BE FM.V3 THAN THEAIMITS:. SPECIFIED 8r1LOCALiESTATEi',.:ANO.NATIONALSAFEIVREGULATICNS " ":11N§TALLATIONOCON$'11WCIlbk:ORING''''.1E'REOUIRED SHALL BE' SHORING:. - . AND.SPECIFICATIONS. 1:02300::::BACKFILLiAsai:•C0.41004(:;: 13E:l.:1"tACED..•1.:Utigil.,.s:111E.,AEMOVAki.orfoINWoRANO,Orf':AtIT• DEBRIS. BACKFILL BEHINU ALL WALLS SHALL NOT BE PLACED UN]1L THE WALLS ARE ,,•pR..ppE1344rSUPPORTED. ALL BAKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE jila:-....lOaOTECNNICA!..;..aNcpaaRiRO::,RCOMMPID000;; „. • ... . ...072$0.21;•,::SGMENTAL;IIETAJNO4C.:.;:WA SEGMENTAL::',RETAINING:.*:,w6U4::.,..?* cil,A,NIOAtt;t,•sTAB.1.0,101..:L.ART!.. 450 REtAISINO.... WALLS:::$.1.4.ALL:BE : DESIGNED :- BY tVIER%••• OONCRETE. . ... ,..... .: ..,... ._ , : .• .....: . .:: .„...„„:„...„, :,..,,,.... :::: . .„.„..:,„. „..,....,CO.N.,CRKg...WISP1.401.914SH. , .0.!4F,i}IE..,. ..•„: ,„.:„,..,. ... CONCRETE_ ..: •,. .....,:•••,•,...„ .. AMERICAN',,,::IN$111t11 STANDARV;IACP318414:1:':!ItiUlfir44 REQUIREMENTS STRUCTI.I.RAL:.:*CONORETr.-:: ...,..,:::.::-....,..,,....:„......,:.-:„..„,.,........:,:::• ...,...: ..,.•,,,,,.....,..•....,:, TSO . ... .,...„.,...,....„,......:„.„........,,,,..,.....„ ...:., ., , . ..„,.... .„,.......,• ••• ......,.,, ., „.,...„,,,..:.,• ...,.• .,...,,, ,,......,.., .. „ . ....„,,,..,-: ,, :• ..•„.• :,,"• .,.: ..,:,c)NE1.0.,,A.NO.o.clioREM.,.SHALL....:'cg•Nfq34::I0,,..-1430:f.:stcrio.N.19.0.3QAp.mixTo.RF.s.S110...... , ._ E.,.., '...APPROVED..-:::prolEENGINEER.."..,OF,--.:RE0ORD*.:AND...,..:SHALL..,',COMPLY....:W.t,TR.,A01318,14,.:sEcTiott:' '16.4..-.1•4..00000.r.tg.f.xposta.,„;0.::::FRgZING. AND,.THAWING.1:•:.,SFIAL•tlAW.,,AN,•-.::AIR.: .., :....'..ENTRAINING-4.::i.omociuRicoNoRmiNG-.'Tq1130'.;$ECTION 1004..i2iTHE.A.ISE.I'DF:,VATER. .:_,.., ., .: .. .. . .„. .... . ...„ ... ,.. , : ..:SOLUBLE..:CHLORIDE:-...104.::'SHALL.NOT,•.:BE;MSED .. . .,. •••••.... ,.... . . ...................,.... _ . . ........,.,. ,........., . ..,..,.. ..,. EitotttRACIPR'iiSRAtI2uBMITi:mixii.ioEs.pp.is,-1.-,TOENGINER:::::.,Dr` R.c0Rp•Fi.,3R.:....•:APpRp.V.AL:. FOUR PLACING CONCRETE.7PRIOR:.:10:-.:::;...-MIX DESIGNS.;.SHALL:.',.B:REVIE.' .'",f0R::.: - .... . .. , . ., -,..,..,,..... ...coNFoRmAti.c...10..,,,I.00.;.,-Ste110t4S:.:1904:AND:1905,-.. CoNCR.....r..41)-(..jOSI.GNS.:;$1-ffiLI.MEE.r.rklf.!?r.Cli_OWING:-::Rat)113.0.4ENIS:i 25 DAY . R..1.W.•4: MAX. ,AIR. 1.p.acsiAst.;,;,. , :;•iAcA1.0,014: ,-5*MIG'..ni,•',, .w/olisE .6u.)..mp !:ENT.RAN.mpq, i•IN6pTOTION .i!"io: .::(6..,.;:.:(P.S1).iRAT.10!...(1.NCHES)..-4ERtENt.,),: '.ROUIRE:15:., .:...APPLICATION . ,. . .. - .. 3000 0;45 t,4.*1::;'.. Of 1:' -i13.4.:5 ::::,4*1::': 8±1. 0,45 ..•'...i,g1:. 5I1, 045 :.',4*.1.•: 8.*1-, 0.45 5i1" 0t1 N.(/!: TOOTINGS. ..'..FOUNDATION:""y44. i:,w#4.,!::11,t1GRADE,::.1.•PATIQS. NO cURBS WALKS. DRIVEWAYS NO •A.L4.,,:•Optitk:„:0.0.RoRtTpx:i .°14 .....CQMPRPPQN'''T=P,T::::14•INIMPtatiStigk.:BP",94P4'4EP FOR EVERY 150.:Ctn.31PYARP!'013 000 .SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLA�D EACH DAY. A TEST SHALL RE ThE AVERAGE STRENGTI-I OF IWO CYUNDERS MADE FROM ThE SAME .s. s SAMPLE AND TESTED AT mE SPECIF1ED. AGE. ADDI11ONAL CYLINDERS MAY BE MADE FOR INFORMA11ON REGARDING POST TENSIONING1 FORM REMOVAL STRENGTh DEVELOPMENT. OR - OThER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 1.PECIFIED S1RENGTH . .............. s,.. ...„ s., FALL . CONCRETE NOT MEE11WG THE ABOVE CRITERIA „ . .1 • ,.s.: , SHALL8E•SUBJECT TO FURTHER TES11NG ATNO ADDITIONAL EXPENSE TO Ti-IE,:01V1ER,:;: . . ............ . .„. , , . .. . . , RESIIORING. WHERE REQUIRDI SHALL cONFORM TO AI 301. ..;',OHAM.F.fk...ALL.,g)(e9W-Vi-P013.M.ERs:v:PEit THE ARCHITEC11JRAL':1".PLANS • ......................... SPECIFIED BY .fl -IE ARCIIITECT. 3100: REINFORCING S1EEL. ,. Rp4N,EpRoiNo,,:6TEEL:::00..#111,INGF'ABRIPA11014;i.:At4D,i-i,::PLAPPOENMAll..,BE:.PER APE. .. . . . ...31&A:k;.:•REINFORCING:-....STEELSHALLMEET*THE.:FOLLOWN.G...'REQUIREMENTS. .. • •ASTM A-615 DEFORMED BARS GRADE 40 (fy40 1(51) FOR 3 BARS ONLY ASTM A-615 DEF0RM BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND oRogR, :.-As7NIAt7106?.•0.EFORMEORAI3S,.:ORA.P..P 60 (fy=60 1<51) FOR ALL WELDABLE BARS ASTh4 A-185 SMOO1H BAR (fy=60 KSI) FOR WELDED WIRE . FABRIC ::REINFORCING:ftn"SLABS::.:0,::,ORADE;‘'.$.HALV-0.0*!:.VAXvit-A :yitt:Dp:;•.YARE FABRIC OR . . . .„ , . • F1BER MESH UNLESS NOTED OThERWISE. PROVIDE LgW sset,icEsc.reR... INE.: op:7i spookSCHEDULE. ON SI-IEET 56.0.. ' RtitfoRoiN0'STEEL.AT.:ALL.::::WALLS:::$1,A0%.,.,AtioiTgOTING$ SHALL BE C0N11NUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OT1-IERWISE: .,:•,,c.picf.t1E .A6T!...AO/V451-•g•ARTH „ !,fORICO.',',:$0KAOt:ExpOSg0.••"i. 03 ij5 AND SMALLER . CONCRETE NOT :"VilEAMER WALLS AND JOISTS •14 AND 18 BARS. 11 BARS AND SMA SLABS AND JOISTS.•API'`.1:0Y11. . „ N , .„ : . . RS „,. 411 BARS ANO.,,:;.:p.A.:A aBEAMS, COLUNNS. 'PRIMARY REINFORCEMENT - 1127'. 1.1/2- REIF.ifoR.0.140,:s7FR..:.:S.H.44.,,OF,ACOAKITLY:l.ptAoF.0 AND ADEptoony.:::;sgep.RFo.:,14(.;,pwPRIOR .:; Ta:?0000RETE.E;p11AcEMERTy•REINFoRojNol•VrEE.E40.11.49.-.r..,:•giF.,,:-FIELp.:::::'..aEMT,'.!ExcEpTAS NOTED IN THE: DESIGN. DRAVdINGS. YLDING OF REINFORCING STEEL SHALL NOTBE PERMITtEO WIThOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPTAS NOIEI) ON fl -IE DS1GN DRA'MNGS. :. PRES03.VAI1WIREAra';-!000-;.PRODUC1S: W000::!:SHALL.f:BE:4.!i4p1F.EpIpl; ALL:M000.::'.-THAT:,,EORMS.:TH:STRUCTURAL $0ppoRti.1)F7HE.:.!li1).1101t40;E:,':IMPONIE:$: : PORCHES;,:,pik.ISIMITA.R:.:PERMANENTIBOIMIN90.470.PORNN.NTOAT,:AM.-!•:•Opp$0.i0 • 31,-).tvitAITI.03:;.,v4.111113V.r.,,..-AatOOATE:pRaxcliOtCi.F.13a44....A:•43.00:::,.EAVE.0•-pygRRAti0.00OTHER COVERING TO PREVEPIT MOISTURE .L "OR.WATER ACCUMULA11ON AT THE $14:RFAc.-0 AT.,',40INTS.:•.BEIV4sEt4:)..4E1413. • • . . ......, . „„.. . . . „, : . . , ... • , ALL W000 INSTALLED OVV.:PROPNI):::i1440,:..RtVINO:.:ON AN EXTERIOR„i CONCRETE OR MASONRY:TOUNDATION.::•WALL.LESS.'11-1AN.-81NCHES:rkofk-EXPOSED:EARTFL..:. • . . ..- • e „ . . , • POSTS OR . „...CPLUMNSSOPPORTINGPElatiAllENTSTRUPTUR,E$::"AND.:.S.UPPORTED.:"-.,0.y,: CONCRETSISLAB".:OIC.E.00TING7THATI5,,::::1WDIRECV.CONTAGT.:VATH.?'1HE.EARTHEXCEPT: . . • . „, . „ 1. IF LOCATED P1. BASEMENTS ON A CONCRETE: PIER :!QR..:Mg:TAL,'PEOPPL 11:1NCH ABOVE THE LAB:..AND.:',SEPARATEDITHEREFTiOM BY.....:011WAPERMS:',MOISTURE: AN ENOL050)::'tRAWL•i;,$PAOE.i*:;-0kAWO.aX0AyATOAREA::::)N.iVi-N,•,•71E1HAN 8 INC -IES FROIA EXPOSED GROUND AND SEPARATED T1-IEREFROM BY AN 'ir.!-. BIJILDING PERIPHERY AND :SIJPPORTED BY A CONCRETE PIER OR PEDESTAL MORE IMPERVIOUS MOISTURE'BARRIER. ,..-.SLEEPERS :.ANT).:$1LLS::::ON.lke..•to.R.CRETE•,:',SLAWON:!.GRADE:=IFIAT DOE$!:-.NOT'llivii,.. AN IMPERVIOUS; MOISTURE BARRIER WI: • EXPOSED;:, ant .......... „. ANI) FURIRING:.1:ATTACHED-:,:DIR.E0T47C. . Of...-E$1:ERIOR.:-.: CCNCRE1E OR ••• ...•.„„.MASONRY WALLS„., . . • ... .• .••• • •• .. • , ••. ... • • TPF&TLIFNT SHAI 1 BE PER AMERICAN W000 PRESERVERS' (AWPA) SPEcIRCATION C2 AND C9 OR APPUCA9LE STANDARDS ALL FA51NERS (NAILS. Etotii5;:04.0HOR:::0041-.5...,KATp..1-044036,....'eT0)?.1W0ONTA0r: tm11-rIREA1Ea.toMEIER.•;.6F.101::BECORRO$Ott Rgp$TART,':018.5',if.10.1701ppm.:::0.AtLy0412m PER ASTM .M53 .OR STAINLESS. ,STEEL.. ... .. . . . „ . . , . . . ...... .. .. . . . . ... . .... . , .. . ... .„ . . . ... ... 1:113j 0000 ROUGH:.mii40,10..: 5Awti.f.MBER.i6.1414•...CONFORM.•:-:.:17T:: r caA$7r..: LUMBER INSPECTION eOREA0.(wOLI ). .:. : .,...,....,.. ..:. . IqRA.01Na:::;AND::1)RE$INO:'fkl4E67:-',NO. 1:7.:...LAITT::::.:1P111c$44 •••:PR.4,ti..•:.•.LUMI3E..R:i..$11!AILI:-.. BE '4.•:$-, . . ., ANI) suRA0v.0.0.R10:4.16i-pER.00CM'Axlmost.:••mg).5.1.V.RF,-:',1::o0411,00-:;.::-.• PROTECT LUMBER LOMBER siomzyg:KRiEki,Ati3OiPROVIO.F010FfRp,OR)It•44.P.::OF-:1A65Emi:•,Ep.,,:FRAmiN:07.0.mit4imizt.• iti000.:51.1RINKA0P0104710.,....: ::::01.„,:tOMO.6R:;:0.+..P0 . . ..EAThER:::'OR IN _ ..... . ..., . ACUW1TH" CONCRpgr:-.,OR.::..MASONRY:-StIA14-13E PRESERVATI.VE* EATED.14. .... PLAN,.....'.LOMBER:. „....., :„,.„...... .:...,,L. , ._ , ,.._,. _... : , , ... • . .........i..... ..............„ SPEC! ,,,.':CRAD.:i..:AND.::OritEeftilE.::.9.R..,..EACK:..1J51/.1,0QATTON....:....SHALL' .:11-_QLLyWS. „ ... . . .., . . .......... ... 1111.0.. -...EIC:•P.EAN/SWEOOLEt. Ott( 430-AlION •tp.E0iEs .... .••••. • „. „......„ .,. .wALLisw.os• '.1.,4001.0... -...:2x4; '3x4" '':;.Fitm.4EiR 2X6; 3X6: •14.0k:i..FIR WALL PLATES . . . . ...:2X4... 3X4 .Hgli...,Flik ."..2X6.•.; 3X6. :. HEM -FIR Fb „Fv Fcp.Fc. :GRADE (PS1)..."(PSI • . STUD.,,.075-1 150 405 800 l.2E6 1350 150..: ....4os :1300 '1,3E-6 SMD 675 150 405 800 1.2E6 N0., 2 850 150 405 1300 1.3E6 JOISTS ,.. 2X, 3X 1cm:7-m P10. 2 650 150 405 1300 1:31:6 LEDGERS ...2X,.. 3X DOUGLAS FIR-LARCHNO...2 900 180 625.: .1350: 1.6E6. :4X :DOLIGLAS.'-FIR.4.ARCH 'NO. 1 1000. 180 615 -1500. 1.7E6 BEAMS AND POSTS 4X -.DOUGLAS:F1 LARCH....N0,....2, .180 -:625: 1350. 1;6E6 6X. DOUGLAS -FIR -LARCH NO. :1 •1200, 170. 625.. t.;:0E0:. _ . . . 1*10:1;•;.013Iieft*AistiNik.!;,46040:•LOMOER:•:•... 1:'::•STROCTU.RAL:FINGEIT.J.40INTED:.::-LUMBEW.SHALLBE.PERMITTEDITCYBE:USED '..'INTERCHANOEA61•Witil SAWN': 'LUMBER SPECIES STROCMRAL:fINGER*:JOINZY.:LOMBER.:'SHALLBe.::,:ORADED::-UNDER....AMERICAN:::LUM BER ,PRODUCTc:STANDARO:: PS .; 20,..99.......:.LUMBER :CLASSIFIED AS STUD. • ..„, USE ONLY SIIALL BE LIMITED TO WR11CAL :..,'EXTERIOR.:!..JOINTS:15'NOTRESTRICTEDii.TO:•:ANr:TYPE:.;OF LOADING., - 06102; FRAIANG.NO . • . „ . AND ,,FASTENERS AS NOTED P1 ThE PLANS ANDDETAILS SHALL BE AS MANUFACTURED BY SIMPSON . STRONG -TIE. EQUIVALENT HARDWARa, --.:MAY::]Ot]p$Epj•it4411I5POOR.:MpRowsii,....:•:;ift'.ENOINEER:i:OP-..'RECORD INSTALL:ALL:HARDWARE: ...0ER:::MANUFACTUREOS::::SPaCIFICAVONS.'. WHERE :.STRAPS.:,..CONNECT:'...T.WQ.VEMBERS'. . . ,..„ , . TOGETHER. ::. PLACE, HALF...or'1HE REOIJIRED FASTENERS :•.INT.W EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL.BEARIN0.',POINTS.- :SEE SECTION: .00:07.1-FoR,.FAs104:03 • REQUIREMENTS AT TREATED LIJMBER. TYPICAL NAIUNG NOT SHOWN PER PL.AN,..:DETAIL. , OR. .:.--SCHEDULEiS14ALL.CONFORM TO....:FASTENING'SCHEOULE:.PER:180,'•TABLE1304.9.1 OR 10 . _ . : . THE.FASTENING's.:SCHEDULE."':ON SHEET 51.0 • • ..:NAILS SHALL.BE:i.00fAMQICLINLESSI::NOTED OTHERWISE coMmotst,,NAIL,otMENSioNs:.ARE HAlL SIZE DIAMETER,.LENGTh 8d 0.13111 2.5 lOd •0,14611. : 12d.04467 3.257 35.; . , UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLM4S,00:;BOLTS: AT .. . ,.„„„..„ •••„: • • SILL PLATES SHALL . BE 5/8 INCH DIAMETER Wfll-I 7 INCHF..SMINIMOM'EMOENENT-,:.-10TO:. .;013NORt.T„g ECtP.A0taii:110y11,401.3ElliAtilkFF4ET:tAPART,..;•-!*:'.11iERE:::::.*A.L4.:6t MINIMUM OF .TWO BOLTS PER SILL PIECE WITh. ONE BOLT .LOCATED NOT MORE THAN 12 INHES NOR. LESS THAN 4.5 INCHES FROM. EACH END OF THE PIECE. A GALVAN!ZED PLAT: WASHER SHA iPROVIDED:,*OFC ALL 'ANCHOR' BOLTS cOUNTERSUNX ...iPLATE.:MASHERS.•:SHALL;NOT.BE' AS. ht, JOIST AND. BEAU HANGERS JOIST AND BEAM I-IANGERS ASN01ED P1 ••: BY FOLLOWS UNLESS APPROVAL ..pLANs SHALL BE AS MANUFACTURED BY ENCIPIEER OF RECORD. JOIST AND. BEAM HANGERS SHALL BE INSTALLED PER MANUFAcTURERS' SPECIFIAT10NS AND SHALL BE AS r--;" .•.:PE111.1!PLANS.DR:.DETAILS: .::...M:„.EMBER,..ST2E,.:. . . . . ...,, , . :HANGER::: , : MATCH .:,.,,..m8ER SIZE :. ...3.12r'.;*.D.::::auLAik-BEAM .:. soL11,13'1.,ERIES.:IT.0:. SAWN .LUMBER, .... . ._......,,,,, ' 81M'AN781..1-F'X'. '&0' R'ED:s.'11000'. 'I" JOIST *11)tr, . SERIES....70:-,.:..M:qc11:',7.1r7:.--,. s.iS1.'....S111::. BEAM CAJp....„ 5.12511 WIDE :MI .:.6'.757.,..:lyli'4::.;'.GLOIL00.1'::_ . .. .. ni..• woit''OLOLAm :,atAm 1:1GL1V. . 1.75", WIDE PSL OR LVE. 8 ..:*:!.LEIT RIES-TO:'.:.MATCH.....,. . „M.., ::•.2:60.!...wor'psu...orttbi,. SERIES TO::::MATCFLDEPTH.! •' RIES.:Tql..,14,4cji:::::::PPIH...;: 1$7.•:::yAr.k.rs.(,',,pf:(::::t4:.fw.a..m„ .......,5;24!,'v.41pVpsL..':okP.4.L.,:.PFAW: ''''' $5.13P.,".:TO, L M...AW...,,,11..:1!.,P..,7111, J-..:, ....#-410::;:":p5L...,et:6).4:.: IES.;:TO:MATCH.:DEPTH SHRMACC,Or VOM:::FRAMING: COPITENTAND TO comPREss100.,bp'.:A66.EmatiEs,'VP:v400.0.-.::oomPONtwrs:.,• P.Wm1.31.N%. Ei.ECTOCAL . AND MECHANICAL::SYSTEMS•AS:WELLAS,'.EXTERIORESAt FINISH::SH4.- • OES1414.a0 AND :BUILT •• • • . • •:. , .„ ... .. , . . .•,, „.„.: _•.• • . , •. •, • _ . TO•,:,AcCOmMODAry:1/4',:100:71,.ppcFLOOR WOOr) SHRIPIKACE.. THE USE. OF KILN DRIED LOMBEklokpRompING':;'Aii:oftymOsimopp4TO:Ifi-::014410q;:)4a0BERs.;',:.PRiORA4APPLICA11ON OF FINISHES WILL HELP CONThOL GUI 1. L.12:-.N.grELIMINta :SHRINKAGE.;: 06160::::..r.wo.::SHEATHING. STR.001IJRALJ..:WOODI..,SHEAMING:PANELS.1....SHALL...,liAvT..AFA oRACe.-'7.1.0EmARicoFTHE,.' AMERICAN.pLywo00;.;vciATOtt::,:wmoilHOtimifig::P.ANELs•,i.,$HALL„BE.:.1):':INT.APA. ..._:.......... .,.. .., .. .... .:: As,•,.. ,....... ....: .:...,...,..:•.:„,...,...,.... . ., ..,.. • • • ,IAIT.RartOOR:::....:OLVE.!,;(41)0.,;:;::'oRt.asi.rp.2.$7:RAN.o.'..ii:ao.A.Roi"...:;.{(.48)::',PANEWSITIA141;;.0. - EXP..05,•Vfig .1.. PANELS.1...SHALL,HAVVIHEFoLimoc,:,7011;10g.$%•.:SPAR:RAITI.i.W.i..ANO, .7.14-1.Ntliq..i.,',UKE•SS-..:.:NOTED:':;OTHERwisE.','„ PLAN:•-• , : ,. .. ..... .. _ . ..:: _ . :. ....,..„.EDGE FIELD NAILS'? :„..NAILS. Roor;•: .. /187 40i2o(c4ct:, ),(..T.e/O 00:!,Al611:'' 8d AT .',127 .: . • ..,. .... . ...:...„.....,.. ,. . .,.„,. ...... .. .. . ...„,....:,•,.,,, . , :::.......:. , FLOOR:-H,,i3/47RATED .- APA.:,, -,S 0.58 40/20" T,*0.10i;-Ar'r '...1.04 AT 12" .SHEARWALli:".1/167...-OD W., XIERIOR: .:....SELSCHEDLILE SHEET 51.1 ,...... .. . , „ ..,......... ALL'iROOfiAND.::!FLOOR..;.SHEATITIIN.0.!,PANELS AL....L.,BLINSTALLEGY:FACE:',00.AIN.::::. ....„.,..,.....,„ ..,.. ppipoloitvimt.:.:.:To.::sopport.T.$,::hoolN A sTA00ERE.or;17.!IrrERN:::.(JK:gts...NoTgO.,E0THOwilSE... PER PLAN:..r.:.B.LOCKING'..Ar INIERMtotAw,,,KookAN0>Roor'SiloN-Thit40:,,i4.0iNT..6,,60.ALL .tigri: .13',REQUIRED,..i.ONLESS:•::$07TEDI'.!9THRvot',i-r.EkPLAW',.SO.EARWALL,S11EA11-1.1$0.:8HALL,BE OLOCXED,•ATIALL...,EOGES-41.11T1.+.4x oR,•3*,,FRAMINO....;.PtR....,$HORy4ALL,.:.5.0.;.eaULE.-..': .8176i.,PETAL PLAIECONNECTED*,!,VV00_ .: . : :P.REMANUFACR1RE0 PLATED WOOD TRUSSES .. .._ _ ,. MANUFACTURER. ,.,:i0plioNEp:•L .._ SHALL COMPLY THE;',TRUSS PLA1E,INSTITUTE(ANST :'.14.70.1.4:-.i.:,..,:NATONAL:.:DSION!.. ,... :STANDARD FOR METAL PLATE coNNECIta;;v10.00,..143u..s$.00t4sTRoOTioN)li.::ANolosmil.00: 2303.4.:'',0-Ipp...00114.0s.'T;,N. ;•oAt..3A/C,,A.i11cit4:,,6HALL,..)3E:Stif3t4I1TE1,),:-PER:IHE.,:. .REQ1,11REMENTS'oF•••s60oN•,•:Oi.330..'::.ogsiok:FOfi:,_:T.i.ii:::SPANS;•,.'..:ANO,.•OOty.ipt'tlOt4::pl ON THE....PLANS,'*LOADS'PERSECTION...0120(tAND.-THE.::'FOLLOWINC::. . . . ... . . - .... * * . •.... • .. • ... •. .1`.0P CHORD. LIVE 0A11.. i..r.80110t4',;'.01200 TOP CHORD 1)EAD.:LOAD.10 PSF Top. otioRo 000 LOAD SEEPLAN .t.Op CHORb., NET BOTTotr OHORD:,6EA0:10A0 • •5'.,:!:.P3F;:; HVAC:: . !,SEE MECHANICALLIVE LOAD: • .DEFLEC11ON. • • '1, Cel ....STINCIIJRAL.:Glurk.IMINA ... . . . . . 6 Ntiiu- ' •ON' q..40;4".AyiNism)::MEMBERS:.:$14ALL.'4. AMERICAN INSTITUTE,.:OF TIMBER:..: 0 ", .on. (AqcylIDENTIt1C-ATION,::MAk..:EXPOSED-.ME:MBERS.:5HAti,..RiyE,...04.p;:coNrs: OF END SEALER APPLIED IMMEDIA1ELY AFTER IRIMMING. IN EITHER SHOP.•:-.0.1:•:.FIL0 slim,: oRAwiNos.-.:sH/0,,BE::SUBMITTED PER THE REQUIREMENTS --SECTION:..01330,.:DESIN. .MATERIAL.PROPERTIES.::sHALL:tt,'AS.:FOLLOWS...- . _ . .._ _ .. , 1.:1;E_F,LE:',:p..o.k BEAM C(*1-.21444FIIIIIP4!.:11: "A°617 31'.1E4F. ':...,:kA4.11..:17A1..R£1.. CONTINUOUS BEAM ::24F46DF ..: „ . „ .. ./OF .1ER-O .: :':.• CANTILEVER BEAM . 24F -V8 ':DF/OF: ZERO . . . UNEXPOSED GLUED-,4LAMINATTO. TIMIR:..:SI-IALL•-:D-; impotTRt.AL.-ORA0E-....Typj0A14..urgzps.:: NOTED OTHERWISL.:EXPOSED:-GLUED..„'"1NATED TIMBER:.SHALL:BE:APPEARANCE:CLASS PER AR0.117.7c".r: • fSicgt. :MANUFACARED.:: 000 .:C.1) .MANUFACTLIRED/ENGINEERED: WOOD.::BEAMSS.HALLIETH AND; TYPE.:SHOWN:i ON • .„ . THE:.DR:AWINGS.:":.AS4mANurAcluRta.BY.:.:-TRUS4jOIST(lOcr::APPROVEDI:EQUALIi:iSTOR-AGE. • . , . .• EREC11ON, AND INSTALLA11ON SHALL BE PER MANUFACTURER SPECIFICATIONS..• •••1.40cRoLAtir.: ANo;•eARALIA: .MEMBERS`SHALL NOT HAVE N0THES OR DRILLED HOLES ¶MTHOUT:spOOR., ENGINEER- ORIRECORD.::•.Apotiovg4 ,$)ilr::DRAWINGSHALL: BE ",;.$vomiT.MD:-....P. .1:1.1.: • REQUIREMENTS*.OF....:.SECT1C4 .01.330 DESIGN 'MATERIAL BE AS FOLLOWS: . : .... • ,• „ . „ •. , ,. MEMBER E' (PSI) F1)_(ps), Ecp (PSI) LVL = MICROLAM 1,9E6 2600.. 750 PSL-= PARALIAM 2.0ES 2900 650 , , . Lsi_-1 7 'I 11MBERSTAND 1.55E6 ,2250, 750 ' LSL, RIM = ..- TIMBERSTAND RIM' BOARD ,CONNEC11ON1. J�ST TO SILL OR G1RDER . „ 2...BRICONGS:TD.:J0IST: 61-A31:00II110:..-.4$1401.00* 6. SOLE PLA1E TO JST.. OR GLKG. • 7At:.BRACWWAP;::pf,Op.7. TOP PLA1E TO S1UD! 8. S1U0 TO SOLE "; FOIE 9. DOUBLE S1UDS 10.. D0LE TOP PLA1ES .LAIC 112. 14Q1'.;')7141:tioNt-1:: RR4.::jOI13. TOP LSAT11)18P , TE LAP INTERSEC 15. C9LING JOISTS 10 PLA1E i10,:60NI1NoNS:::=H, JSTi„LAP.:ATIPARTITIONS.::, pit:01•,:,,,I,O'PARALLEE„RAFI03:: 19.RAF1ER 10 PLATE 21. iXO OR LESS SIITG. TO 23:06V7Up.00RNot.i:'S11JO 24:111)1LT,OPGIRDERS.:ANDI.BEAMS MILE (14 uw 23430.1) .,'.''',.,.','(.;''1..'.''...: -':..-:••: ','..'-,..:0 ::..,..:4::,... :''_,c::,,.3:' -.:',..,...e.......':.:... "-...,:..:..:- •.-.!-....-l.":.:.;•'.i....1-..E,......:..:..N..:...:.-':..N...•..:. A.•,..:i....•.', C;1;14'(':zT:oO.O.,r'.„Ae,. ......:..,., ..1-...,.„ ".., A'...' ..l.L j::)'1:AT.O'94"1YP• r:C.' (:::1. '-'.::.....H-...1A..'...'L 4:S::!:::::()o,t.1),$,J000($:1x.07AT6!0;,:TogAl4 (;°'1.3. I '°" °11X7T!:;F-:"1.4:1)..-°‘);17A;IV!0;'..... ' -:...(4):413),--.:x.':-....7...•..*N..* ,.:(4.;..):,;;0k1417:1::,,:$..:trWtliivi (4.).'..0--o1.,:.•x,i-$:fAcp';.,:tiNL ...()).9.-441•,',..!..:....,k3.7„:i.loo.....0„... : •:(2) 01:41-7......x.:r..::r.oNN).-; E:(2)i•-:.plly.:r:::..F:0!..;4::•:N.itul ..(3),..-AlArs-X-EI:j:17:f.A-cg.:.NiNk•.. .. , . :(3)::.:St0)7..-')(•,..T.:,At.,107.''',.04.;:::!1'...AcEliNk. :03317-'X.i--:.e. (-AT.,:-.127:114,-,:EDGESTAGGERED: ;FS *FON. AND AT fari(M. .p0i.mp(p); NUMBER EQUAL(S).:. PER ANCHOR : BOLT ABOVE: ADDITIONAL :ADJACENT„ :gt).MINWA. ALIERN.A1E. "APPROXIMATE(LY) ARCHITECT(URAL) ASSEMBLY'. BOTTOM BELOW . .. _ . BousomrEDGE NAILING BRACED FRAME BUILDING :0= .13LOCKING;.. BELOW.' BEAIC. . .MASONRY• !,UNIT BOUNDARY:',NNLINp BOUNDARY i0OTTOM. OF. !Borrpm 0F.',gx0ANIATOM -BOTTOM OE:::EdOTIN; „ „,.. , .„. .BRIDGE(ING):, , . •BEARINq:. BEtv04 CAMBERcAMBER(Ea):. *f.CANTI.14y.ER(C0) CUBIC FOOT PST. lit.,,t!„etAggs ;-c0Nslit.o611ow4:: cat.i.TER LINE, :cOLINCCLEARCONCRETE, COLUMN ... 'CONNECTION': , .. 'CONSTRUCTIONCONTINUQS -. COUNTERSINK: cENTh7R(E.0),, 00V.ER;yERpok:::'RE1.1f.:,: • ' .CUBIC YARD. . . . „.• . DROPPED BEAM ;DEFORMED.: BAR:,Ms.1.0H' „DOODLE..., DEMAND CRITICALVELD 'DEPARTMENT 'DETAIL . 'DOUGLAS FI DIAMETER DI AGONAL :DIAPHRAGM: DIMENSION DOWN :D11:10.(REPEAT). DEEP...." • DRAG STRUT DRAWING(S) EACH .EACH END EACH .FACE EXPANSION JOINT FLogioN tLptiAToR, :EMBEONEfi.qEDGE NAIL. ENCINEER EQUAL. .E0OPmEtir.: EACH WAY ..MA$SjOft.: EXISTING ,EXTERIOR;.: SHEET TI • ••• • ...: ...,.: .: „:•........,,,, , s . •,.., st.o:•: SiwoluRAu,..si,-,NolT.§:., SEA SIRV.CTO .. ', .:,•,...,NOTES: S1.•..2 :: itHEARWAIi..:•' SCHEDULE.,:::INID:::PTAII.: $11:::- HOWO4(::••.$0,1E.o.pt i;„at.T.A1(6..: ..... ,•,, 52.0. BLDG. 01 7-......13.4..: -,:....,,L1 fI 0:-.„ •••,,....„.:: $11. %tit '431... ..*:.:El. OF .... .......„ :. .. :. 22::F.$00.::: $2,2 aLb0-,'..6 4.....L2.:.*::roor.::.m.4..::: .. . ..,.. : .. . . . .. :,.,.......„,,..„......•.....:•:•::•,,,,":: S6.0.:..: TYPICALCONCRETE'.:DETAILS: 60 ,.TYPICAt....,SHEAR:::::pq#cpppAi..5.-:., .....,.., TYPICAL. FLOOR :FRAMING : DETAILS $9:1 TYPICAL: ROOF FRAMING...DETAILS: *DATE 04/03/17 04/03/17 04/03/17 04/03/17 04/03/17 04/03/17 04/03/17 04/03/17 04/03/17 04/03/17 04/03/17 GA, GALV. GB. CLB GRD. GWB GP. REVIEWED FOR 1. b CODE COMP IANce.D.G. APPROVED ,73 • !JUL 10 2011 City of Tukwila •14r.. BUILDING DIVISION fi FARM:OA-pooFLLJSH BEAMFINISH ftOORl FINISH(ED) FLANGE FLOOR FIELD (FACE) NAIL .:F.1141$10.:opplitiq FACE OF CONCRETE FACE OF MASONRY FACE OFSTUD •FACE OFWALL: • ,FRAmF(I440). FAR $10E.:;,ii, 'FORMED 5TEELCIECK '.FEET(FOOT) F1RE:RETARDANT1EATED..'WOOD.. IN., • EINFO. :L .LOM LLH LLV 'LSH ,MAS.; MAX. MBM "MEitMTL, INCHE(S). INFORMATION INTERIOR AL LAG BaLI(S) UGHT GAUGE :METAL gs ;METAL.:,Flpo.. EGHORIZONTAL TICAL SLOTTED HOLE(S) WEIGHT •i0047•.(::•YlapilT -",mAsoNay: ..14AsoNf,ky. ,•,MATERIAL MAXIMUM MACHINE: BOLT METAL to.staiNo.•,..im01/4.44.0.0-4c4RR MECHANICAL .. **.- • mANOF.-Kr•O•ftm MINIMUM .F.misotuANtotis ..METAL. NEW.. .,0011;!*APPIJC. .NON -LOAD. BEARING NO: 'NUMBER::: N.S.... NEAR SIDE , NM.C,NOROAL:. WEIGHT. *CONCRETE O.C. . .„.CENTER :0"trfAloeilITA,OETER O.F. OUTSIDE:'fACE: *-!9;11.,.:.. OPPOSITE HAND ..PNG. OPENING:: r.,04:„%...., ,o$11.. ..._.. .Nt.:, :,OlkiiatitATa0. • -OM:: O.W.J. .6040,40.11g0):, .GRADE. BEAM' 014..v:I.MiNAT:Ep20EM: .GRADE. -0*.spot;:w.ppoglo :ory:f_s:mx 110Rizot_gAr,, $.00.004:. , .HorDIPPED .GALVANIZED .11.EPER• • • HANGER HORIZONTAL. HORIZONTALHEADER I, .„ . HIGH STRENGTH apt:t :HEIGHT::' 1.$$.10.E !AMMO- . INVERT ELEVATION INSIDE FACE P/C.* PENPL'. PLN P4480;.. psF.' R. RAD. •RE: REF,•- Roir. REQ.. -ORIENTED ARD OPEN WEB JOIST PARALLEL !ift.RE6AtrPANEL. EDCE NAIL. 1:.PERODiCt)10 PLATE PROPERTY UNEPLAN POUNDS PER .SQtIARE INCH PLUMBING POUNDS PER SQUARE FOOT .:PRESERVM1VE TREA1ED• POST TENSI0N(ED) ..:130AN11.qy „ RADIUS RADIUS :T.IEFERENGE.. 1...REQUIRED RIGID FRAME R01.1eFfs'liOPENING*.: ROUGH SAWN • STRueruR&•:.MOPQ!ITE WOOD , SHT. SHEET SIM. SIMILAR. S.1; SHRINKAGE . CONTROL JOINT %O.G, SLAB ON GRADE. SPACE -(S) (INC) SPECIFICATION(S) 'SQUARE'. STANDARD, STAGGER STIFFENER(S) :SITORUP(S) STEEL 'STRUCTURAL STRUCTURAL' DED(TION) ETRICAL T. 1,T44,1. TN TRANSV,u/S;.; •'••••uOixaitiot- • .• • V. VER11CAL .:VERTICAL .,• • VERIFY IN H.tfigCEIVED CITY OF TUKWILA TOP' TOR AND BMW, TEMPORARY TONGUE AND VE -THINNESS) 'MIRE TOE NAIL TOP OFSHEATHING(SLAB) TOP `OF wALL TRANSVERSE Toe. or STEEL TYPICAL UNLESS,...Npm OTHERWISE :.wiDE(WoTti). APR 1 8 2017 .:$407HooT PERMIT CENTER WELDED HEADED .. WORN.. POINT' WELDED $11JD WEIGHT .:1WELOP WIRE' fl,k1M1. !g•sro-:- .xx4$10-.. ..Op08t4:. ASTRONG . . .YARD 0 cn t;t1 0 .04 5: "LA• RE: 1/51.1 FOR • BALANCE OF. . SECTION SHEARWALL PER PLAN PEN FLOOR DIAPHRAGM EDGE NAILING RE: NOTES SECTION 06160 i 11 I.,...� 1A� r. 1MI������ BOTTOM PLATE NAIUNG PER SHEARWALL SCHEDULE RE 14/51.1 & 10/51.1 FLOOR SHEATHING RE: NOTES SECTION 06160 2x CONT. RIM 2x BLKG. W/.148"DIA.x3 0 3"0C BLOCK TO RIM NOT REQUIRED FOR P6) SHEARWALL PANEL EDGE NAILING PER SCHEDULE P.E.N. PER SCHED. W tN CDS o =o c.)o 0 TOP PLATES i Ili; Sig ►�AINIMINIL tAi RE: 1 /51.1 FOR BALANCE OF SECTION (3) ROWS RE: 14/S1.1 & 10/51.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE (EITHER L1P4 OR A35) CONT. 4x RIM PEN RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE A35/LTP4 W/(12) 0.131' DIA. X 2 1/2" SHEARWALL PER PLAN SCALE NONE 1 P.EN. PER SCHED. RIM I ST OR PONY WALL MUDSILL SHEATHING SCALE NONE LAP SHEATHING AT FLOOR LINE DETAILING TYPICAL EXTERIOR SHEARWALL CONNECTION P6, P4 & P3 1A SHEARWALL PER PLAN SCALE NONE TYP. EXTERIOR SHEARWALL CONNECTION 2P4, 2P3, 2P2 2 PROVIDE 3X3X0.229" PLATE WASHER 0 EA. ANCHOR TYP. U.N.O. FOUNDATION SILL PLATE AND STUDS PER SHEARWALL SCHEDULE TYP. A.BOLT PER SHEARWALL SCHEDULE RIM JOIST 4 f 4 SHEATHING i ! 4 1 BOTTOM PLATE O NAILING RIM OR BLOCKING TO TOP PLATE CONN. FRAMING AT ADJOINING EDGES FOUNDATION SILL PLATE © ANCHOR BOLT SPACING 7"/EMBED 0.148 x3.25 TOENAIL LTP4 DIRECT TO FRAMING 1 1 I � I S J I ROWS SPACING P6TN 7/16' SHT. ONE SIDE v PLAN - JOIST HEAD -OUT SCALE: 3/4" = 1'-0" 7 HEAD -OUT FOR PLUMBING, MECH., ETC. FOUNDATION PER PLAN SCALE 3/4" = 1'-0' 5 CONT. 4x RIM i RE: 1/S1.2 FOR BALANCE OF SECTION (3) OR (4) ROWS RE: 14/S1.1 & 10/S1.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE (EITHER LTP4 OR A35) PEN SHEATHING (2) SIDES SHEARWALL PER PLAN SCALE: NONE TYP. EXTERIOR SHEARWALL CONNECTION 2P4, 2P3, 2P2 3 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE 2x10 U210 HANGER EA. END U210 HANGER NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2" OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS SHOWN. ELSE OVESIZE PLATE WASHERS AS REQUIRED. 2x10 JOIST PER PLAN (16" O.C. U.N.O. PER PLAN) 2x10 FOR JOIST SPANS UP TO 11'-0", A SINGLE JOIST MAY BE HEAD OFF TO ADJACENT SINGLE JOISTS FOR JOIST SPANS BETWEEN 11'-0' AND 16'-0" ADD ADDITIONAL 2x10 JOIST ADJACENT TO HEAD OUT. 1 3/4" MIN. 2" MAX. 1 3/4" MIN. 2" MAX. 1 3/4" MIN. 2" MAX. xn SIMPSON LTP4 W/(12) 0.131" DIA. X 2 1/2' WHEN APPUED OVER SHEATING SCALE: NONE 6 SIMPSON LTP4 W/(12) 0.131' DIA. X 1 1/2' WHEN APPLIED DIRECT TO FRAMING TYPICAL SIMPSON LTP4 SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/ HEM -FIR STUDS AND HEM -FIR PLATES WALL TYPE SHEATHING PANEL EDGE NAILING Q FIELD NAILING ® BOTTOM PLATE O NAILING RIM OR BLOCKING TO TOP PLATE CONN. FRAMING AT ADJOINING EDGES FOUNDATION SILL PLATE © ANCHOR BOLT SPACING 7"/EMBED 0.148 x3.25 TOENAIL LTP4 DIRECT TO FRAMING A35 ONLY ROWS SPACING P6TN 7/16' SHT. ONE SIDE 6' O.C. 12" 0.C. (1) 4" 0.C. 4' O.C. N/A N/A 2x 2x 3x 48" 0.C. 48" O.C. P6 7/16' SHT. ONE SIDE 6' O.C. 12" O.C. (1) 4' O.C. N/A 24" O.C. 16" O.C. 2x 2x 3x 48' 0.C. 48' O.C. P4 7/16" SHT. ONE SIDE 4 O.C. 12 O.C. (2) 6 O.C. N/A 16'O.C. 12" O.C. (2)2x OR 3x 2x 3x 32" O.C. 40" O.C. P3 7/16' SHT. ONE SIDE 3" O.C. 12" O.C. (2) 4' O.C. N/A 12" O.C. 10' O.C. (2)2x OR 3x • 2x 3x 24" O.C. 22 O.C. P2 7/16' SHT. ONE SIDE 2' O.C. 12" O.C. (3) 6' O.C. N/A 10" O.C. 10" O.C. (2)2x OR 3x 3x " 24" 0.C. 2P4 7/16" SHT. BOTH SIDES 4` U.C. 12" U.C." (3) 5 O.C. N/A 10 O.C. 10 O.C. (2)2x OR 3x - 3x r 20" O.C. 2P3 7/16' SHT. BOTH SIDES 3' O.C. 12" O.C. (3) 4" O.C. N/A 8" O.C. 8' O.C. (2)2x OR 3x 3x 3x 16" O.C. 16" O.C. 1P2 7/16' SHT. BOTH SIDES 2' O.C. 12" O.C. (3) 3' O.C. N/A 6" O.C. 6' 0.C. (2)2x OR 3x 2ac 3x 8' 12"OO.C. 14 SHEARWALL SCHEDULE NOTES: 1. STUDS SHALL NOT BE SPACED MORE THAN 16" O.C.. 2. RE: S1.0 SECTION 06100 "ROUGH FRAMING" FOR REQUIRED WALL STUD AND PLATE SPECIES AND GRADE. 3. RE: S1.0 SECTION 06160 'WOOD SHEATHING" FOR REQUIRED SHEAR WALL SHEATHING, THICKNESS AND GRADE. ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. 4. SHEATHING PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY WITH All PANEL EDGES BACKED/BLOCKED WITH 2' NOMINAL OR WIDER FRAMING. SEE NOTE 5. 5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3" NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT 'P6'. 6. WHERE PANELS ARE APPUED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6' O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FIELD NAILING SHALL BE 8d COMMON (0.131" X 2 1/2'). 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.148' X 3.25"). 9. FLOOR DIAPHRAGM NAIUNG SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAIUNG. DO NOT OVER NAIL THE BLOCKING. 10. ANCHOR BOLTS SHALL BE GALVANIZED 5/8" DIAMETER A-307 AND SHALL BE SECURED IN PLAN PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. 11. GALVANIZED 3' X 3" X 0.229" (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT - SEE DETAIL 8 THIS SHEET FOR PLACEMENT DETAILS. RECESSING PLATE WASHERS IN PLATES IS NOT ALLOWED. 12. LTP4 FRAMING PLATES SHALL BE INSTALLED WITH 12-8d X 1 1/2' (0.131" X 2 1/2") NAILS. RE: DETAILS 1, 2, 3 & 6 THIS SHEET. 13. A35 FRAMING ANGLES SHALL BE, INSTALLED WITH 12-8d X 1 1/2' (0.131' X 1 1/2") NAILS. RE DETAILS 1, 2 & 3 THIS SHEET. 14. ALL NAILS INTO PRESSURE 'TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL 15. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL. BE PRESERVATIVE TREATED. 16. WHERE BOTTOM PLA1E NAILING SPECIFIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OFFSET 1/2 INCH AND STAGGERED. 17. GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS. 18. 2-2x S IN LIEU OF 3x S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/S1.2 SIM. AND BOTTOM PLATE NAILING. 19. WHERE BUILDING OFFICIALS ALLOW, OSB SHEATHING MAY BE APPLIED OVER 1/2' OR 3/8" GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED WITH 10d NAILS (0.148" DIA X 3" LONG) SHEARWALL SCHEDULE 1 3/4" MIN. 2" MAX. 1 3/4" MIN. " MAX. NOTE JOIST HEAD -OUT IS FOR UNIFORMLY LOADED FLOOR JOISTS ONLY z ars z st z 2x4, 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDES 2x6, 3x6 PLY ONE SIDE 2x6, 3x6 PLY TWO SIDES SCALE: 3/4' = 1'-0' JOIST HEAD -OUT DETAILS 8 ANCHOR BOLT PLACEMENT DETAILS WALL TYPE LOCATION PLA1E SIZE STUD SIZE AND SPACING EXTERIOR TYPICAL 2X6 2X6 0 16" GARAGE GARAGE/UNIT 2X6 2X6 0 16" INTERIOR FIRST 2X4 2X4 0 16" Z SECOND 2X4 2X4 0 16" 1 THIRD 2X4 2X4 0 16" PARTY FIRST 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 0 16" THIRD 2X4 EA. WALL 2X4 0 16" BEARING WALL NOTES 1. SEE SHEARWALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, ADDITIONAL PLATE AND STUD REQUIREMENTS, BLOCKING AND PLATE NAILING. SEE 06100 'ROUGH FRAMING' STRUCTURAL NOTES SHEET S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR THE PLATE NAILING. 2. SECURE SILL PLATES TO CONCRETE Wr>1H 5/8" DIA. ANCHOR BOLTS WITH 7" EMBED, AT 48" ON CENTER TYPICAL UNLESS NOTED OTHERWISE. REFER TO SHEARWALL AND HOLDOWN 'SCHEDULE FOR ADDITIONAL ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED, REFER TO THAT SECTION FOR CORROSION PROTECTION REQUIREMENTS FOR CONNECTORS. 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPUCE PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS INDICATED ON THE PLANS. 4. TOP FLOOR INTERIOR WALLS ARE NON-BEARING. INTERIOR GARAGE WALL BETWEEN GARAGE AND CONDITONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. 9 EXTERIOR BEARING SUPPORT SIM. 0 (2) 2x FRAMING AT ADJOINING PANEL EDGES. (1) 1 1/2" CONT. RIM BELOW (2) 1 1/2" CONT. RIM PLUS BLOCKING BELOW 3 1/2" SOUD RIM BELO �-L-----rte WALL STUD SCHEDULE 0 • • J ►h' RIM TO BLOCKING .148"DIA.x3' NAILS 0 3'0C TYPICAL li;71 1 1/4' (1) ROW CENTERED ON RIM BELOW (2) ROWS CENTERED ON RIMS BELOW (3) ROWS CENTER ON RIM BELOW I II P6TN, P6 P4 & P3 P2, 2P3, 2P4, 2P2 SCALE NONE SCALE NOIE 10 BOTTOM PLATE NAILING PATTERN 11 1. ROOF/FLOOR SHEATHING NOTES BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. PANEL EDGES (B.N.) 2. EDGE NAILING (P.EN.) AT ALL EDGES OF AU. PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS 3, INTERIOR FIELD NAILING (F.N.) 12" O.C. AT BEARING SUPPORTS 4, SEE PLANS FOR PLYWOOD THICKNESS & NAILING SCHEDULE 5, LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. 6. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8" 7, MINIMUM PLYWOOD SHEET SIZE 2'-O" X 4'-0" NAILS SHALL NOT BE OVER DRIVEN 8. ROOF/FLOOR SHEATHING LAYOUT T . . . 1 --------�r----rT----,n--- 11 -�- r 1 FRAMING AT 1 PANEL EDGES 1 • ' 1 1-. - --I'J- ra- - 1 11 11 11 11 11 1 PLYWOOD FLOOR SHEATHING RE: NOTES 06160 O BOTTOM PLATE CONNECTION RE: 1, 2 & 10/S1.1 DIAPHRAGM EDGE NAIUNG I ri `i r� 11 NOTE MINIMUM SIZE OF SHEATHING SHALL BE 2'-0" X 4'-0" BLOCK ALL PLYWD. EDGES NOT SUPPORTED BY FRAMING MEMBER. ©© 1'-4" REM PLYWOOD ROOF SHEATHING DIAPHRAGM EDGE NAIUNG TRUSS/JOIST BLOCKING BLOCKING CONNECTION TO TOP PLATE DEDICATE STUD BAY AT END OF SHEARWALL FOR HOEDOWN. ADD'L STUDS FOR HOLDOWN PER SCHEDULE CONT. 2x RIM W/BLOCKING IF REQUIRED BLOCKING OR CONT. RIM CONN TO TOP PLATE HOLDOWN RE: 11-17, 19/S1.2 REVIEWED FOR 'LODE COMPLIANCE ` APPROVED IJUL 1.0 2017 ' ON City of Tukwila .. tJILDING DIVISION PROVIDE PANEL AT NAILING AT END OF WALL STUDS THAT ATTACH TO HOEDOWNS TYPICAL . AT ADJOINING PANEL EDGES PROVIDE PANEL EDGE NAIUNG AND FRAMING PER SHEARWALL SCHEDULE (STAGGER NAILS) () BLOCK ALL PLYWOOD EDGES NOT SUPPORTED BY FRAMING MEMBERS AND NAIL W/PANEL EDGE NAILING CO GALVANIZED ANCHOR BOLT RE: 5/S1.1 W/ 3 X 3 X 0.229" GALVANIZED WASHER DIA./SPACING PER SHEARWALL SCHEDULE PROVIDE MINIMUM OF TWO BOLTS PER PLATE WITH ONE BOLT NOT LOCATE MORE THAN 12 INCHES OR LESS TgCEIVED (7) BOLT DIAMETERS FROM T U K W I L A - SEE DETAIL 8 THIS SHEET FOUNDATION SILL PLATE APR 1 8 2017 STAGGER NAIUNG RE: � CENTER SHEARWALL SCHEDULE F HOLDOWN ANCHOR PER PLAN RE: 1, 2/S1.2 SCALE NONE 12 TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) °too CONCRETE FOUNDATION s1.1 N A 06/26/14 05/27/10 0 rn 0 FILE: 10014_S1.0 JOB #: 10014 0 E.T. CODE UPDATE PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL PLOT: 06/26/14 CAD: TRE ENGR: TRE Z 1 1 1 s1.1 a HOLDOWN & FASTENER SCHEDULE: HF STUDS HOEDOWN Z 0 _ JOB #: 10014 "',^ HOEDOWN d HOLDOWN PER PLAN o. el0 w HARDWARE WOOD MEMBER/POST FASTENER ROD ANCHOR EMBEDMENT STEM) DETAIL. PER PLAN 5 HOEDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN 1111 PER PLAN ( I I!': HOEDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOEDOWN SCHEDULE STRAP STRAP TYPE 2X4 WALL 2X6 WALL DIAMETER STEM THICKENED FOOLING STEM THICKENED SLAB (MINIMUM) 1 Z / CS16 2X4 2X6 (28) 8d N.A. N.A. - N.A. - N.A. PARTIAL PLAN: SHEARWALL WITH FORCE TRANSFER SCALE 3/8" = 1'-0" FRAMING �_ �'' '' SCHEDULE `""' MST37 (2) 2X4 (2) 2X6 (16) 16d N.A. N.A. - N.A. - N.A. 13 . a 1I • . a <�.. -'�- AT PANEL EDGES PER SHEARWALL SCHEDULE .• ;� •. MST48 (2) 2X4 (2) 2X6 (28) 16d N.A. N.A. - N.A. - N.A. 1, 4016 _ _ _ _ SII -1111 �� °J °J _ X11.; II I,�,III- _ III I I,�•III- 4 SILL 4, WINDOW 1,HEAD, . __ —1 _ __ #4 CONT. -I II r r -I r r J1_ _ �►-•� _ _LL _ — —I r II #4 CONT._ —I I. I ( I I I • I I l'''' t. ,. ,. I I I 1 _ ��NF _ I 11 ` HEADER PER PLAN II HPAHD22 (2) 2X4 (2) 2X6 (21) 16d N.A. N.A. - 10" - 8" I I I CS22 X 48" HEAD/SILL W/ (36) 10d NAILS I I 1 II PANEL EDGE NAILING (P.E.N.) ALL EDGES OF ALL SHEETS PER SHEARWALL SCHEDULE _ �. r , Ty` ', c _ _ STHD14 (2) 2X4 (2) 2X6 (38) 12d N.A. N.A. - - U.N.O. PER PLAN I I II 14" 8"AllhAlk C7vi7 BEKG. W/ EDGE NAILING 11 PLACE EDGE NAILS INTO A: STRAP TYPE t B: HD TYPE SCALE- 3 4" = 1'-0" / PER SHEARWALL SCHED. 21 GE NAIUNG AT SILL. HEAD, KING & TRIM STUDS 1 POST PER PLAN OR (2) 2X STUDS AT ENDS OF SHEAR WALLS. 3 4" = 1'-0" SCALE:" / HDU2-SDS2.5 (2) 2X4 (2) 2X6 (6) SDS 1 /4X2 1 /2" 5/8 » 8 6 " - --- ,� - IT �- _- POST & HOLDOWN I II II - J _ I I) 1 I II I►.I I ( I I I I I 11 I 11 - ...J1_ - PER HOEDOWN SCHEDULE `` EXTERIOR HOLDOWN 1 EXTERIORHOLDOWN2 HDU4-SDS2.5 (2) 2X4 (2) 2X6 1/4X2 1/2" (10) SDS 5/8" 9" 6" 6 m 12 ! HOEDOWN PER PLAN HDU5-SDS2.5 (2) 2X4 (2) 2X6 (14) SDS 1 4X2 1 2" / / 5/8" ROD & PL 1/2 x3 SQ. RE: 15/S6.0 11" RE: 15/S6.0 6" 1. 1. = '-'9F _ = _ ' -I 11 r r - -I -- —ir— - —r - -U - - '.- � - _ LL _ - —I - 1 STAGGER NAILING AT PLYWOOD JOINTS HDU8-SDS2.5 4X4 4X6 (20) SDSW/NUT 1/4X2 1/2" 7/8" T&B 11" 8" ► _ _ _.,v._._; : I « I I II II r HEADER PER PLAN / (36) 10d NAILS II 11 1I 111 111 HOLDOWN / PLYWOOD SHEATHING PER 1 U.N.O. PER PLAN II II SHEARWALL SCHEDULE -TYPICAL PER PLAN HOEDOWN FASTENERS I BLKG. W/ EDGE NAILING PER SHEARWALL SCHED. II II FIELD NAIUNG TYP. I I J► 2)GE NAIUNG AT SILL, III (F.N.) - POST & HOLDOWN AND WOOD STUDS PER PLAN AND HOLDOWN o 0 HOLDOWN 1. HOLDDOWNS 2. 16D 3. USE 4. SCREWS 5. HOLDDOWN ANCHOR 6. CARE 7. HDU 8. RE: & SHALL = .162 HALF THE ARE ANCHORS BOLT SHOULD HOLDDOWNS NOTES SECTION FASTENER NOTES: BE AS MANUFACTURED » DIA. X 3 1/2 LONG. REQUIRED NAI LS I N SDS 1/4" X 2 1/2" MANUFACTURED SHALL BE SECURED NUT SHOULD BE FINGER BE TAKEN TO NOT OVER SHALL BE I NSTALLED 06100 "ROUGH BY THE SI MPSON STRONG -TIE COMPANY. EACH MEMBER BEING CONNECTED. BY SIMPSON STRONG -TIE COMPANY. IN PLACE PRI OR TO PLACI NG CONCRETE. TIGHT PLUS 1/3 - 1/2" TURN WI TH HAND WRENCH. TORQUE THE NUT. I MPACT WRENCHES SHOULD NOT BE USED. CENTERED ALONG THE WI DTH OF THE ATTACHED POST. FRAMING" FOR THE REQUI RED POST SPECIES AND GRADE. HEAD, KING & TRIM STUDS PER HOEDOWN SCHEDULE SCHEDULE \�' i 11 _. II —_ - / .4_�_•_ Tr II 1 11 1 11 » MI' 41 10 19 1 II 111 11 II 1 II M II WV� do • a x • • 11 a ;. . • 11 J L_ 11 11 II 11 11 11 IL 11 _p._I E._ HOLDOWN BOLT - SEE HOEDOWN SCHEDULE 11 II __II - I 1 -I- FOOTING SIZE AND REINFORCEMENT PER PLAN (, ; , III= ANCHOR BOLTS -SEE SHEARWALL PLYWOOD/O.S.B. SHEAR PANELS ANFOR SIZE, SPACING, ANDDSCHEDULE EMBEDMENT SCALE: 3/8" = 1'-0" TYPICAL DETAIL FOR SHEARWALL "D TYPE SCALE: 3/4" = 1'-0" 8 FORCE TRANSFER AROUND WINDOW OPENINGS 10 HOLDOWN & FASTENER SCHEDULE 7 6 INTERIOR OLDO ADDED STUD FOR HD TYPE HOEDOWNS �� HOLDOWN PER PLAN -, ADDED STUD FOR HD TYPE HOEDOWNS ---a- --�•--- HOEDOWN PER PLAN STRAP TYPE SHEARWALL SHEARWALL RE: PLAN STRAP RE: PLAN SAW CUT IN PLY TO ACCEPT STRAP AT INTERIOR HOEDOWN NAILING HQLDOWN 1 -�-- RE: PLAN SHEATHING OVER HOEDOWN NAILING (COUNTERSINK) mill ■M ■N III lik, Ai FLOOR J01STS/RIM PLAN r tOd ■ I ■ RE: HOEDOWN RE: HOEDOWNAe7 -1N---N, SCHEDULE'. )� ■ SCHEDULE (COUNTERSINK) BEAM PER PLAN i'lli �,,� I liliiN r n es a z R es ..- _..,... II 1 111 Q88 ...... It 11 4 ► • -- JOISTS PER PLAN BLKG. 0 WALL UNE �n 11: •'}',• mili NM WM i �, �' W BUNDLED STUDS RE: HOEDOWN (') BEND MULT. STRAP UNDER JOIST/BEAM U.N.O. BUNDLED STUDS RE: HOEDOWN •-,�� - PL 5 X 5 X 3 8" / STRAP SCHEDULE �-�, �� SCHEDULE RE: PLAN OVER + SHEATHING: RE:ARWALL PLAN , REVIEWED FOR .. CODE COMPLIANCE RE HOLDOWN SCHEDULE z- . APPROVED FOR ADDITIONAL INFO. Y IJUL 1 0 2017 PER PLANS SHEARWALL RE: PLAN RE: HOLDOWN SCHEDULE FOR ADDITIONAL INFO. SHEATHING SHOWN CLARI TY NOT FOR 13 HOLDOWN DETAIL '14 INTERIOR HOLDOWN 15 EXTERIOR HOLDOWNit,' pity of Tukwila `UILDING 12 TYP. HOLDOWN TO BEAM 11 TYP. HOLDO ON FLOOR TO FLOOR DIVISION T SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. STRAPat 10d 0 6"0.C. STAGGERED ALT. LOCATION BOLT ABUTTING P.E.N. F.N. F.N. TYPE STRAP TYPE STRAP TYPE - jursif---- ir Cl/I►1 i0illr `, _----- -_--. (` �I�/ II;�k iCONTINUOUS A1iIL_4__ ' "DRAG 1 BOLT TYPE '' �' I I P.EN. F.N. � 1 I I PLN. -"Jr P.E.N.RECEIVED PLN. JOIST STRUT PER PLAN PER PLAN -TYP. 1 _ y_ WALL SHEARWALL PLYWOOD CONTINOU S IALT. LOCATION I ADD STUD IF NO CI Y OF T U K W I L A I �` I I i' I ALT. LOCATIONS I I� ( 1 NIS NOTATIONS: P.E.N. =PANEL EDGE NAILING APR 18 2017 ® ABUTTING WALL I NOTE (.148 DIA. X 3 LONG) - i i illE ,/ / I PLN. = PLATE NAILING SEE 20 THIS SHEET FOR PANEL NAILING DETAILS F.N. = FIELD NAILING rP -MIT CENTE410 prellii F.N. F.N. F.N. H 111111 e STRAP TYPEP.EN.P.EN.�,> � BOLT TYPE I iI I BLOCKING OR BEAM _�. H .� _ ►_—= I ( ( PLN. PLN. 1 i } PER PLAN ii SHEARWALL BEYOND PER I SHEAR WALL SCHED. TYP. CONTINUOUS STRAP I1'11L 1 i AA r T4, -_ 'i 1/�I' ,:._.' N ' i-_- t 1 --___ �_--__h.:. -- - -- -- 1 --- -------------------- SHEARWALL :.-.1 _ ► ;� -4 PLN. P.E.N. I P.E.N. DRAG STRUT PER PLAN WALE BELOW WALL ABOVE ► I NOTE HOEDOWNS AND STUD QTY. TO i a NOTE NAILING TO BE PER PLAN H RE: PLAN BE PER PLAN AND SCHEDULE.� AND SHEARWALL SCHEDULE • • 3/4" = 1'-O" TYP. U.N.O. SCALE: 3/4" = 1'-0" TYP. U.N.O.0 18 TYP. MULTIPLE STUD ATTACHMENT ENT 10 HOLDOWN PLACE �'ftf S 20 STRUCTURAL ALL INTERSECTIONS 4.4 17 DRAG STRUT DETAILS 16 TYP. ABUTTING ALL a Z 0 _ JOB #: 10014 A _ d o. el0 w PHASE 1 PERMIT SUBMITTAL 0 PLOT: 03/08/10 5 W fY �¢ U LO 0 Z 3429 S. 144th St. ila, WA 98188 H S1.2 FRAMING NOTES 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 0 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEIUNG FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -11E. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS, SOUL) BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE ABOVE U.N.O. PER PLAN. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE ` G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION REQUIREMENTS. FRAMING LEGEND ®- • • -I HR El- • • GLB El- • GT • FLUSH BEAM DROPPED BEAM HEADER - SEE 10/S9.0 GLUED -LAMINATED BEAM GIRDER TRUSS INDICATES NO. OF IL BUNDLED STUDS V PROVIDE (2) TYP. U.N.O. POST TYPE PER PLAN ii_____641 CONTINUE TO FOUNDATION OR BEAM BELOW 1 WOOD PANEL SHEARWALL SEE 11/S1.1 MST48 MST48' HOEDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 x OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEIUNG ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL FOUNDATION NOTES 1. ALL SOIL BEARING SURFACES ARE SUBJECT TO INSPECTION AND APPROVAL BY THE GEOTECHNICAL ENGINEER PRIOR TO REINFORCING AND CONCRETE PLACEMENT. 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS TYPICAL U.N.O. 3. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. 4. SEE ARCHITECTURAL PLANS FOR WALL LOCATIONS. 5. CONCRETE WALLS ARE 8" THICK TYPICAL U.N.O. 6. SEE DETAIL 20 SHEET S6.0 FOR STEPPED FOOTING DETAIL 7. SEE SHEET S2.1 FOR WOOD FRAMING LEGEND, NOTES, AND SCHEDULES. FOUNDATION SCHEDULE MARK DEPTH WIDTH LENGTH REINFORCING DETAILS F1 8" 1'-4" CONT. (2) #4 CONT. TURNED DOWN SLAB EDGE 6,7,8/S6.0 FS 12" 1'-6" CONT. (2) #4 'CONT. TYP. THICKENED SLAB FOOTING 9/S6.0 ' a F2 12" 24" 24" (2) /4 EA. WAY POST FTG.: 4/S6.1 16 8" 1'-4" CONT. (2) ,#4 CONT. FIG. W/ STEM WALL 16,17,18/S6.0 ®B 12" 2'-0" 3'-0" (2) #4 CONT. SHEAR BRACE FTG.: SBA -3/S6.1 FOUNDATION LEGEND F1 SEE FOOTING TYPE THIS SHEET (-3'-0") BOTTOM OF FOOTING ELEVATION TOP OF CONCRETE ELEVATION S.J. SHRINKAGE CONTROL JOINT PER DETAIL 5/S6.1 C.J. CONSTRUCTION JOINT PER DETAIL 6/S6.1 T.O.C. PC -77-70b WOOD PANEL SHEARWALL FT1 PER SHEET S1.2 I HOEDOWN / \ PER SCHEDULE PAHD22 HPAHD2 SHEET S1.3 Note: ALL SECTION CUTS ARE TYPICAL T.O.C. +0 F1 STHD14 M T.O.C. +6" T.O.C. +0" amm '-10 1/4" 4'-3 1/2" T.O.C. +0" • t T.O.0 +0" T.O.0 +6" 0 0 M Foundation Plan SCALE: 1/4" = 1'-0" ST48 CONT. 2X12 RIM PT2X10 RIM SIM. PT2X10 RIM MST CONT. 2X12 RIM GRAPHIC SCALE 0 2 4 8 IM 11111111111111 M"; Ell,<;;,,� ( IN FEET ) 1 inch = 4 ft. 0 0 co 0 N DBL 2X 2121 IST 2X12 JST. 0 16' 0.0 U 0 s to 0 N N CO1 (2) 2X12 016" O.C. MST37 CONT. 2X12 MS13 J 0 MST37 . (2) 2X12 0 16" O.C. REVIEWED FOR 'JDE COMPLIANCE APPROVED IJUL 10 2017 City of Tukwila ILDING DIVISION MST37 J C - NV T. 2X12 RIM 111441r ST37 MST37 Second Floor Framin SCALE: 1/4" = 1'-O" CITY OF TUKWILA APR 18 2017 T CENTER A 0 O 8 M o cnN o JOB #: 10014 O 5 R PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 W V U ENGR: TRE zz ' a czt P-4 b.A • w N ==-1 of "Ci O • PLA cti d' ra:) 52.0 FRAMING NOTES 1. ROOF FRAMING — PRE ENGINEERED PLATED WOOD TRUSSES ® 24' ON CENTER U.N.O. PER. PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4- PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT—UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -11E. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS, SOLID BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE ABOVE U.N.O. PER PLAN. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION REQUIREMENTS. FRAMING LEGEND ®—• • • —® DB HR . GLB . —Ea 1E1— • GT • FLUSH BEAM DROPPED BEAM HEADER — SEE 10/S9.0 GLUED—LAMINATED BEAM GIRDER TRUSS INDICATES NO. OF BUNDLED STUDS PROVIDE (2) TYP. U.N.O. POST TYPE PER PLAN ii____754. CONTINUE TO FOUNDATION OR BEAM BELOW MST48 MST48 WOOD PANEL SHEARWALL SEE 11/S1.1 HOLDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 x OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEILING ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL 4 GRAPHIC SCALE 0 2 4 8 IIIIIII Ell .;-..MINI -; ( IN FEET ) 1 inch = 4 ft. CL MS r (2) 2X8 HiR T L - MST37 1 ST37 1 (2 2X8 HDR (2) 2X8 HDR •1F— =11• (2) 2X8 HDR •It— =11•— 2 2X8 HDF DBL 2X12 JST DBL 2X12 JSI 9X19 DBL 2X12 JST DBL 2X1 DBL 2X12 JSI TRUSSES AT 24' O.C. TRUSSES AT 2 I1 11 11 .BL 2X12 JST _IL 11 1: 10 U O CD tri N CO 0 t: REVIEWED FOR ODE COMPLIANCE ' APPROVED JUL 102017 City of Tukwila BUILDING DIVISION 1, . 2X8 HDR H H 2 2X8 HDR 2 2X8 HDR (2) 2X; HDR MST37 MST37 YP. RECEIV -1 CITY OF TU K ' A APR 1 8 2017 PERMIT CENTER d • O crs oA O FILE: 10014B S2.0 JOB #: 10014 O W� R • PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 CAD: TRE ENGR: TRE c5 1 II E H cd PC) 84-4 3429 S. 144th St. ila, WA 98188 E-4 S2.1 FRAMING NOTES 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 0 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS, SOUD BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE ABOVE U.N.O. PER PLAN. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION REQUIREMENTS. FRAMING LEGEND 0-- • -ElFLUSH BEAM DROPPED BEAM FB HR _'a23 HEADER - SEE 10/S9.0 0•- • GLB • --El GLUED -LAMINATED BEAM c83--• GT • -0 GIRDER TRUSS INDICATES NO. OF f 6 BUNDLED STUDS PROVIDE (2) TYP. U.N.O. ii_______6114. POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW IP6F' I WOOD PANEL SHEARWALL SEE 11/S1.1 MST48 MST48' HOLDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 x OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEILING ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL 11 II 11 °'�1 1 11 1 11 11 Nei 1 IN 1 Li 4<z). Efr 1 11� 1 11, J 11 11 1 =71._ -11 _....111 11 11 11 1 I 11 Third Floor Framing Plan SCALE: 1/4" = 1'-0" 1 P6TW ri O (2) 2XIi HDR "tV V GIRDER TRUSS (2) 2XF 1 V VVV V'V' V VV P IN 1 1 > VVVV JV 11 TRUSSES AT 24` O.C. GRAPHIC SCALE -' II 1 1 ( IN FEET ) 1 inch = 4 ft. 1 -1> F"6TN N 17. REVIEWED FOR `CODE COMPLIANCE '' APPROVED 1JIJ� 10 2017 City of Tukwila ;BUILDING DIVISION E11 VVv1V'VV' 8 59.1 Roof Framin Plan SCALE: 1/4" = 1'-O" • REF. APR 182017 PERMIT CENTER 1'4 A •g 0 obi r) 0 FILE: 10014BS2. CI JOB #: 10014 O PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 1- ENGR: TRE ci almq 4=41 T1 4.� Q? TI! Cr) 078 4.4'imi . o, 04? V j S2.2 1 BAR SIZE LAP CLASS rc = 3000PSI F'c = 4000PSI TOP BARS OTHER BARS TOP BARS OTHER BARS A B 17 23 14 17 15 20 12 15 #4 A 8 23 30 18 23 20 26 16 20 A B 29 37 22 29 25 32 19 25 i6 A B 35 45 27 35 30 39 23 30 1. LENGTHS SHOWN ARE IN INCHES. 2. TENSION LAP SPUCES SHALL BE CLASS B UNLESS ONE HALF OR LESS OF 1HE TOTAL REINFORCEMENT IS SPLICED WITHIN 1HE REQUIRED LAP LENGTH. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 4. TENSION LAP SPLICE SHOWN ABOVE ARE FOR CONCRETE COVER GREATER THAN OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING 8REATER THAN TWO BAR DIAMETERS (SPACING AND COVER CASE 1). 5. INCREASE LAP SPUCE LENGTH BY 1.5 FOR EPDXY COATED REINFORCEMENT. 6. INCREASE LAP SPUCE LENGTH BY 1.3 FOR UGHT WEIGHT CONCRETE. 7. COMPRESSION LAP SPUCES SHALL BE A MINIMUM OF 30 BAR DIAMETERS UNLESS OTHERWISE SHOWN ON THE DRAWINGS. LAP SPLICE SCHEDULE SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP.) 1/8" X 1 1/2" PREMOLDED CONTINUOUS MASTIC JOINT STRIP OR PREMOLDED CONSTRUCTION JOINT (MAY BE SAWCUT AT CONTRACT- OR'S OPTION). d 08 0 • t • • • • O �• • ... •• •• •j. CUT ALT. WIRES AT JOINT COMPACTED SUBGRADE AND GRANULAR FILL PER SOIL ENGINEER'S RECOMMENDATIONS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SCALE: 3/4" = 1'-0" TYP. U.N.O. CONTROL JOINT SECOND POUR FIRST POUR SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP.) 3 ' • r.— BURKE "KEYED KOLD" JOINT. STOP REINF. CLR. OF JOINT EACH SIDE POST PER PLAN - LOCATE PER ARCHITECTURAL POST BASE PER PLAN CORNER BARS TO MATCH HORIZ. REINFORCEMENT cbcecge COMPACTED SUB GRADE AND GRANU ' R FILL PER SOIL ENGINE R'S RECOMMENDATIONS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONSTRUCTION JOINT P.T. SILL PLATE (2) 14 CONT. FINISH GRADE FLOOR 0'-0" FOUNDATION DRAIN RE: CIVIL SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE �z #4 0 24" (2) #4 CONT. 6 P.T. SILL PLATE (2) #4 CONT. FINISH GRADE FLOOR 0'-0" CO SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE w P.T. SILL PLATE (2) #4 CONT. FINISH GRADE FLOOR 0'-0" SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE 1)0 I (0 z J cc w 0 12" SQUARE CONC. PLINTH PER PLAN POST AT SPREAD FOOTING SCALE: 3/4" = 1'-0" TYPICAL POST BASE 4 (2) #4 BOTTOM EA. WAY 2. - CONC. S.O.G. is • POST AT THICKENED FOOTING (2) #4 BOTT. CONT. SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE 14 0 48" O.C. (2) 15 (2) #5 5 SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE #4048" O.C. LAP + H (2) #5 ORNER BARS TO MATCH CROSS WALL REINF. (ALT. HOOKS) FLOOR 0'-0" STD 90 DEGREE HOOK DOWN LAP + H TYP. SINGLE CURTAIN WALL REINF. PLACEMENT TYP. EXTERIOR FOOTING FOUNDATION DRAIN RE: CIVIL #4024" (2) #4 CONT. 7 TYP. GARAGE FOOTING FOUNDATION DRAIN RE: CIVIL #4 0 24" (2) #4 CONT. 8 0 GARAGE FOOTING W/ RAISED CURB 11 12 13 P.T. SILL PLATE (2) #5 CONT. FOUNDATION DRAIN RE: CIVIL SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE FINISH GRADE #5 0 16" ALT. HOOK (2) #5 CbNT. 16 4 1 #4 0 10" O.C. 0 P.T. SILL PLATE (2) #5 CONT. FOUNDATION DRAIN RE: CIVIL FINISH GRADE • I1IIIIII SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE #4 0 10" O.C. (2) #5 CONT. FINISH GRADE z w J 1 _11 —ii,D SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE 4 #4 0 10" O.C. S 14 r') A: SINGLE WALL B: PARTY WALL 1'-6" .SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE STEP PER PLAN #4 048" O.C. FLOOR 0'-0 2. (2) #4 CONT. C: SINGLE WALL W/ STEP TYP. INTERIOR THICKENED SLAB DETAILS D: PARTY WALL W/ STEP 15 CL THREADED ROD HOLDDOWN THREADED ROD 'L REVIEWED FOR "MODE COMPLIANCE APPROVED IJUL 10 2017 z, City of Tukwila fLDING DIVISION W/NUT T&B OF 1/2" • 4 4' 2'-O" RE: 4/S6.0 FOR REINF. 0 STEP = STEP TYP. HOLDOWN AT FOOTING z d CCw 3- z GRADE V g10717411$1110110114 1.5 H 8" 1'-4" 4) TYP. EXTERIOR FOOTING #5 0 16" ALT. HOOK (2) #5 CONT. 17 TYP. GARAGE FOOTING FOUNDATION DRAIN RE: CIVIL #5 0 16" ALT. H0- (2) #5 CONT. 18 .1 S.C..G. PARTY WALLFOOTING 19 0 0 #4 AT B.O. WALL (2) #4 AT FTG. SCALE: 3/4" = 1'-0" 20 T R N„CITY ECEIVED OF TUKWILA R 1 8 2017 MIT CENTER TYPICAL STEPPED FOOTING d N A 03/09/10 P I ,N 0 rn 0 Lii JOB #: 10014 0 5 R PHASE 1 PERMIT SUBMITTAL 1 PLOT: 03/08/10 LO 0 ENGR: TRE I zz - .1 CID CC3 N E 0 0 0 Ern":„ � a >> '412 E=4O 56.0 STANDARD iLEVEL® SHEAR BRACE INSTALLATION or as speci ALLOWABLE SMALL HOLES - ALL BRACES fled Optional OSB shim, 3(3" maximum Two top plates For trim zones, see below. Verify brace is plumb Hardened nut Washer -H L OPTION A 634" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) M C.'"*.- -Of ICA I Start screws 3)¢" (±)) from bottom of double top plate or header Optional OSB shim, %" maximum Countersink (Y4" deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws ) " front to back to avoid interference. Do not install screws in electrical chase from either side. Anchor bolt spacer OPTION B 634" lag screws, provided, installed from the top • 6 with 12" brace • 8 with 18" brace • 12 with 24" brace Optional OSB shim, W maximum Do not install screws in electrical chase from either side. An installation template is available from your iLevel® representative. Install nut finger—tight plus X turn, minimum Hold—down Threaded rod Ensure concrete is level and smooth beneath brace. Grind and fill as necessary. Foundation system design is the responsibility of the designer or specifier For trim zones, see below. 1 4000."- �e TRIM ZONES • Trim height from the top of the brace only. Do not trim the sides or bottom. • DO NOT trim the bottom brace in a stacked brace application. • 3r maximum allowable trim for portal braces. • 12" and 18" standard braces taller than 93Y" may be trimmed down to a minimum height of 78". • 24" braces may be trimmed down to a minimum height of 894". SB -1 STANDARD iLEVEL SHEAR BRACE INSTALLATION EDGE DRILL ZONE Middle )5 of brace thickness SB -2 No holes allowed in top 8" of brace 6;_e7.1 HOLES • Maximum three holes in face and three in edge • 3j" dia. holes maximum • 6" o.c. minimum / / / J / / / / / / / p FACE DRILL ZONE Maintain 1r minimum edge distance from chase and outside edge, typical No holes allowed in lower 40" of brace ALLOWABLE SMALL HOLES - ALL BRACES ALLOWABLE LARGE HOLES - STANDARD AND STK BRACES (in addition to Small Holes above) SB -11 i No holes allowed ,o7/ 0 in top 8" of brace /4° oa HOLES • 4%" dia. holes, maximum • Maximum two 4%" dia.holes or one 4 Y4" x 12" hole • No minimum on—center spacing required 1 FACE DRILL ZONE Center of brace as shown Minimum 12" above existing hole ALLOWABLE LARGE HOLES - ALL BRACES PORTAL FRAME SHEAR BRACE INSTALLATION For trim zones, see below. Verify brace is plumb - Hardened nut Washer Anchor bolt spacer 3r wide x 9Y4"-18" deep header as specified. See SB5 for other header widths and allowable furring. 0 IA 4 Optional OSB shim, %" maximum Portal straps (provided): Maintain X" minimum edge distance. Attach with (16) 0.148" x 2%" (minimum length) nails, (8) into the header and (8) into the brace. Connect header to brace with 63" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) 1101 Start screws 3)¢" (±r) from bottom of double top plate or header Fri Optional OSB shim, %" maximum Countersink (Y4" deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws ) " front to back to avoid interference. Do not install screws in electrical chase from either side. Install nut finger—tight plus X turn, minimum Hold—down An installation template is available from your iLevel® representative. Threaded rod Ensure concrete is level and smooth beneath' brace. Grind and fill as necessary. Foundation system design is the responsibility of the designer or specifier PORTAL TRIM ZONES • Trim height from the top of the braces only. Do not trim the sides or bottom. • 3)¢" maximum allowable trim for portal braces. SB -3 PORTAL FRAME SHEAR BRACE INSTALLATION PORTAL FRAME SHEAR BRACE w/ Or or 55" WIDE HEADER (similar for 33" header) 1 1‘1 SB -5 9Y"-18" deep header, as specified. Center over brace width. Portal straps (provided): Maintain r minimum edge distance. Attach with (16) 0.148" x 2%" (minimum length) nails, (8) into the header and (8) into the brace. Minimum 2)¢" x 10" furring of 3" thick OSB. Attach furring to brace with (10) 0.131" x 2 vi nails. With 3)g" wide headers, attach furring to header. Connect header to brace with 6" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) PORTAL FRAME SHEAR BRACE w/ 56+ WIDE HEADER General Notes 1. iLevel Shear Brace is manufactured and trademarked by iLevel?, a Weyerhaeuser Business, Boise, Idaho. 1-888—ilevel--8 (1-888-453-8358) 2. The iLevel Shear Brace is approved per ICC—ES Code Evaluation Report No. 2652. The iLevel! Shear Brace has R—values which are consistent with typical wood frame construction. They may be used as an alternate braced wall panel in accordance with IBC Section 2308.9.3 and IRC Section 602.10. 3. Installation of the product shall be done in strict conformance to these drawings and the iLevel? Shear Brace Specifier's Guide. Modification to this product and associated systems or changes in the installation methods shown on these drawings and the Specifier's Guide should only be made by a qualified registered professional. The performance of such modified products and altered installation procedures is the sole responsibility of the designer. Designs are based on concrete compressive strength of f c = 2500psi. 4. The contractor shall verify all dimensions, conditions, elevations, etc. prior to installation of any components for the iLevel Shear Brace system. if any discrepancies are found, they shall be brought to the attention of the project architect, engineer of record, or building designer for clarification prior to construction. 5. The contractor shall verify the position of the iLevel Shear Brace in relation to the rest of the building system as shown on the project drawings. 6. Use of this product is subject to the approval of the local building official. 7. The building structure shall be designed in accordance with the latest adopted version of the International Building Code or the International Residential Code, and any other local, state or federal requirements that may apply. Verify design requirements with the local building department. Concrete foundation design remains the responsibility of the design professional of record. 8. This product is part of the overall lateral force resisting system of the structure. Design of the building's lateral force resisting system, including a complete load path necessary to transfer lateral forces from the structure to the ground, is the responsibility of the design . professional of record. 9. No special inspection required per IBC 1704.1 or 1705.3.1. 10. iLevel by Weyerhaeuser reserves the right to change specifications, designs and models without notice or liability for such changes. iLEVEL SHEAR BRACE NOTE ANCHORAGE FOR STEM WALL OR BASEMENT WALL Tie threaded rod to footing reinforcement (recommended) Double nut and washer assembly SBA -3 Level Anchor Boit Spacer iLevel Anchor Bolt Holder Jam nut Threaded rod Vertical faces To install Shear Brace flush to the outside face of wall, align Bolt Holder's vertical faces with inside face of formwork. Grooves To install Shear Brace centered under a 5" header or beam, align Bolt Holder's grooves with inside face of formwork. Cracked Concrete Embedment Depths and Footing Dimensions for Threaded Rod (1X2X3) Application Brace Anchor Boit Dia. (In.) Minimum Footing Width (in.) Embedment Depth,,, (In.) Minimum Footing Dimensions, (In.) Wind 1 SDC A -B SDC C -E C 1 C 2 C 3 Standard or Portal iSB 12x_ 7/8 22 8 8 9 13 12 iSB 18x_ - 7/8 28 9 9 12 16 12 Two—story Stacked iSB 18x_ STK 7/8 36 13 13 16 20 18 Standard iSB 24x_ 1 32 10 11 14 18 16 Two—story Stacked iSB 24x_ STK 1 35 10 12 16 19 16 Additional Notes for Anchorage - Appropriate for use in areas governed by IBC or IRC - Anchorage embedment Is based on ACI 318 Appendix D - Concrete assumptions: - minimum fc of 2,500 psi; phi = 0.85 (condition A) - 4 Is measured from the top of the washer to the top of the footing - for expanded tables and additional information, see ICC -ES 2652 Table Footnotes (1)Anchor bolts are ASTM A449 or ASTM A193 B7 threaded rod and are applicable for any brace loaded to its maximum allowable shear with combined vertical load. t�1ASTM A307 threaded rod may be substituted for all 12" wide brace applications (3)ASTM A307 threaded rod may be substituted for braces where holddown uplift at allowble design shear is less than the following: ANCHORAGE FOR STEM WALL OR BASEMENT WALL - ALL BRACES Allowable Uplift for A307 Threaded Rod Anchor Bolt Dia. (In.) Wind Seismic 7/8 14,200 lbs. 11,500 lbs. 1 19,900 lbs. 14,900 lbs. - 4-0 C •=m v 3.7) vCL 4-0 V 430 3 ,F 0 o E -0 4-0 o.0 m 01 2 2" min. • ..:r•: r` .•�,•y ••• ..••' h, Anchor bolt spacer Threaded rod, grade A449 or A193 B7 3fi" dia. at iSB12x %" dia. at iSB18x CA 10 dia. at 1SB24x 4• • • • Brace width C3 Lc Ported coupler compatible with A193 B7 threaded rod, as required Monolithic or two—stage pour Second anchor bolt spacer recommended for two—stage pour #4 rebar per code or plan Double nut and washer assembly 0 0 o+t c O • 3 0 c. g' 4, Of 4.4 0 brt. o (Qo Section REVIEWED FOR CODE COMPLIANCE '.' APPROVED liuL a. o zolz C- 1 min. City of Tukwila BUILDING DIVISION Jam nut below anchor bolt spacer Stem wall per code Ci Footing widthApR 1 8 2017 PERMIT CENTER ri E-4 Jam nut below 1-1 anchor bolt spacer ECEIVED OF TUKWILA PE,R MTT S TR .. e A 0 cn o 0 0 )'9Sr ZS060 :a'II3 JOB #: 10014 0 5 PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 La Q U ENG'R: TRE °z ' II ct 1_4 c,) 0 N 14 0 cif) E-4 czt U P'' •1.4 >0.1. -4—) H 00 00 .,..5 0000 N m [—t 56.1 (3)0.148"X3" FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S1.1 FRAMING PER PLAN BLOCKING AT 48" O.C. ADD RIM JOIST/BLKG. AS REQUIRED BY SHEARWALL SCHEDULE SCALE: 3/4' = 1'-0" EXT PARALLEL BEARING AND/OR SHEARWALL PER PLAN PLATE NAIUNG PER SHEARWALL SCHEDULE 0.148"X3.25' 0 6' O.C. MIN EDGE NAILING PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE — PROVIDE 0.148"X3.25" 06" O.C. MIN EDGE NAILING PER SCHED. BEARING AND/OR SHEARWALL PER PLAN NOTES: 1. SECURE JOIST TO WALL WITH 0.131'X2.5" EA. SIDE, 1 1/2" MIN. FROM END. 2. SECURE RIM JOIST TO BLKG. WITH 0.131"X2.5 NAIL TOP AND BOTTOM. IOR WALL TO FRAMING FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S1.1 FRAMING PER PLAN DOUBLE JOIST BEARING AND/OR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDULE 0.148"X3.25' 0 6" O.C. MIN EDGE NAIUNG PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE — PROVIDE 0.148"X3:25". 0 6". O.C. MIN. PARS EDGE NAILING PER SCHED. BEARING AND/OR SHEARWALL PER PLAN SCALE: 3/4" = 1'-0" INTERIOR WALL TO FRAMING 2 FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S1.1 FRAMING PER PLAN ADD RIM JOIST/BLKG. AS REQUIRED BY SHEARWALL SCHEDULE PERPENDICULAR BEARING AND/OR SHEARWALL PER PLAN PLATE NAIUNG PER SHEARWALL SCHEDULE 0.148"X3.25' 0 6"O.C. MIN EDGE NAILING PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE - PROVIDE '0;148"X3.25" 0 6' O.C.' MIN FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S1.1 EDGE NAILING PER SCHED. BEARING AND/OR SHEARWALL PER PLAN ,NOTES: 1. SECURE JOISTTO WALL WITH 0.131 "X2.5" EA. SIDE, 1 1/2" MIN. FROM END. SCALE: 3/4" = 1'-0' INTERIOR WALL TO FRAMING 3 FRAMING PER PLAN ADD RIM JOIST/BLKG. AS REQUIRED BY SHEARWALL SCHEDULE SCALE: 3/4" = 1'-0" EXTERIOR WALL TO FRAMING 4 PERPENDICULAR BEARING AND/OR SHEARWALL PER PLAN PLATE NAIUNG PER SHEARWALL SCHEDULE 0.148'X3.25' 0'6" O.C. MIN EDGE NAILING PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE — PROVIDE 0.148"X3:25' 0 6". O.C. MIN EDGE NAILING PER SCHED. BEARING AND/OR SHEARWALL PER PLAN NOTES: 1. SECURE JOIST TO WALL WITH 0.131"X2.5" EA. SIDE, 1 1/2" MIN. FROM END. 2. SECURE RIM JOIST TO JOIST WITH 0.131"X2.5 NAIL TOP AND BOTTOM. STUDS 4'—O" (20) 12d SCALE: 3/4' = 1'-0" NOTE: SPLICE & NAIL TOP PLATES AS SHOWN 0 ALL EXTERIOR, PLUMBING, PARTY & SHEAR AND AT ROOF. TOP PLATE SPLICE SCA JOISTS PERPENDICULAR PLATE NAILING PER SHEARWALL SCHED. TYP. SHEARALL SHEATHING & NAILING PER SCHED. RIM TO TOP PLATE A35/LTP4 PER SHEARWALL SCHED. JOIST PER PLAN TYP. TRIPLE JOIST SHEATHING AND NAIUNG PER SHEARWALL SCHED. TYP. : 3/4" = 1'-0" j JOISTS PARALLEL PLATE NAIUNG PER SHEARWALL SCHED. TYP. SHEARALL SHEATHING & NAIUNG PER SCHED. RIM TO TOP PLATE A35/LTP4 PER SHEARWALL SCHED. V JOIST PER PLAN TYP. BLOCKING AT 48" O.C. TRIPLE JOIST SHEATHING AND NAIUNG PER SHEARWALL SCHED. TYP. NOTE: FIRE AND SOUND RATING INFORMATION PER ARCH. TYPICAL PARTYWALL NOT USED 8 JOISTS BUNDLED JOISTS JOIST HANGER (2) 16d 0 12" TYP. BUILT UP BEAM PLYWOOD JOIST PER PLAN JOIST HANGER BEAM PER PLAN A: FLUSH BEAM SCALE: 3/4" = 1'-0" TYP. CONN. TO WOOD BEAM 9 LAP JOIST 4" AND USE (3) 8d NAILS AT SOUD BLOCKING TO BEAM PLYWOOD JOIST PER PLAN 2X BLOCKING BEAM PER PLAN B: DROPPED BEAM t t t 11 TOP PLATE SPUCE SEE 5 THIS SHT. I/ PANEL BLOCKING AS REQ. STUDS AT 16" O.C. TYP. U.N.O. KING STUD—TYP. AT BEARING WALLS HEADERS: (2) 2X8 ® 2X4 WALLS (3) 2X8 © 2X6 WALLS UNLESS NOTED OTHERWISE PER PLAN FACE NAIL W/ (2)16d012"0 TYP. AT BEARING WALLS TRIMMER STUDS: (1) 0 OPENINGS UP TO 5'-0" WIDE (2) 0 OPENINGS 5'-1" & GREATER UNLESS NOTED OTHERWISE PER PLAN 1,,IiI SCALE: NONE 10 • AT NON BEARING WALLS HEADERS — MAY BE -ATTACHED TO KING STUD W/HUC HANGER OR A34/ A35 CLIP: (2) 2X4 MIN. AT NON—BEARING WALLS (1) TRIMMER STUD 11 TYP. HDR. AT STRUCT. WALL TOP PLATE MST37 STRAP 2X BLOCKING TYP. 11 PROVIDE (4) LTP4 EACH SIDE OF BEAM BEAM PER PLAN POST PER PLAN TYP. TOP PLATE SPLICE AT FLUSH BEAM TOP PLATE CONT. RIM JOIST 12 PROVIDE (4) LTP4 EACH SIDE OF BEAM BEAM PER PLAN TYP. TOP PLATE SPLICE AT DROPPED BEAM BEAM PER PLAN UNLESS HANGERS/HARDWARE ARE SHOWN ON PLANS, BEAMS ON TRID SHALL BE ANCHOR DEARING W/() 8d TOENAILSLLS (2) 8d TOENAILS EACH SIDE EXTERIOR WALL SCALE: 3/4" = 1'-0" BEAM TOEN AILING 13 BEAM PER PLAN (2) 8d TOENAILS EACH SIDE (2) STUDS U.N.O. ON PLANS INTERIOR WALL WALL PLATE NAILING PER SCHED. FOR UPPER WALL FLOOR NAILING PER STRUCTURAL NOTES 2x PER PLAN 2x BLOCKING WALL AND CEILING PER ARCH. SCALE: 3/4" = 1'-0" 14 UPPER WALL: BEARING/SHEAR WALL PER PLAN AND SCHEDULE P.E.N. PER UPPER WALL BLOCK FLOOR DIAPHRAGM EDGES TRUSSES PERPENDICULAR IN\2X RIM JOIST P.E.N. PER LOWER WALL BEAM/HDR 0 SIM. LOWER WAW BEARING/SHEAR .WALL PER PLAN AND SCHEDULE EXTERIOR WALL TO FRAMING NOTE: SEE ARCH. FOR STAIR DIMENSIONS AND BLOCKING REQUIREMENTS 0.148"X3.25" 0 4" 0.C. STAGGERED L = HORIZONTAL RUN 2X12 STRINGERS FOR L<84' 1.75X14 LVL STRINGERS FOR 84"<1.<140" A� Srj z 6, J� ELEVATION AT WALL 15 Gs A35 TOP PLATES BEYOND WALL STUD STRINGERS /'j MIN. LANDING IVI IAI IVI IAI u W = WIDTH 1 )J4" VERIFY 3) STRINGERS FOR W<42 (4) STRINGERS FOR 42"<W<48" SECTION A—A AT WALL TYP. STAIR FRAMING AT WALL WALL PLATE NAIUNG PER SCHED. FOR UPPER WALL FLOOR NAILING PER STRUCTURAL NOTES JOIST PER PLAN CEILING PER ARCH. SCALE: 3/4" = 1'-0" SHEAR WALL TO BEAM 16 UPPER WALL BEARING/SHEAR WALL PER PLAN AND SCHEDULE NOTE: NO WALL ABOVE AT SIM. P.E.N. PER UPPER WALL BEAM PER PLAN HOLDOWN STRAP PER PLAN CONTINUOUS STRAP DRAG STRUT PER PLAN 1 3/4" PSL BLOCKING JOIST PER PLAN — TYP. SCALE: 3/4" = 1'-O" TYPICAL DRAG STRUT 17 SIMPSON A35 LKG. TO TOP PLATE BEYOND SPACING PER SHEARWALL SCHEDULE SHEARWALL BEYOND SHEAR WALL SCHED. (TYP•) WALL PLATE NAILING PER SCHED. FOR UPPER WALL FLOOR NAILING PER STRUCTURAL NOTES 2X BLOCKING SCALE: 3/4" = 1'-0" 18 JOIST PER PLAN UPPER WALL BEARING/SHEAR WALL ____+/-- PER PLAN AND SCHEDULE P.E.N. PER UPPER WALL P.E.N. PER LOWER WALL WALL AND CEIUNG PER ARCH. DIAPHRAGM NAILING BLOCTKy FLOOR DIAPHRAGM EDGES BEAM/HDR 0 SIM. P.E.N. PER LOWER WALL PANEL SHEAIING/NAIUNG TO MATCH LOWER WALL CO VIE c LOWER WALL• BEARING/SHEAR WALL PER PLAN AND SCHEDULE SCALE: 3/4" = 1'-0" JOIST PERPENDICULAR LOAD TRANSFER DETAIL 19 APP IJUL city BUILD' SEE ARCHITECTURAL FOR ALL FLASHING DETAILS I/ Z D FOR MPLIANCE OVED 0 71117 f Tukwila G DIVISION SCALE 3/4" = 1'-0 TYP. 20 14C \I (2) 5/, LAG 8"SCREDIA.WS x " STAGGERED 2X LEDGER POST — WRAP PER ARCH. 6X6 POST WITH ABU66 BEAM — ALIGN WITH CENTER OF WOOD POST TRIM RE: ARCH. H i! H BEC POTO ST CCAPiECEIVECP on OF TUKWILA ii I" 11 PR 182017 P RMIT CENTER c9) (7QtOO � CTION AT DECK FRMG. 1) • Cit C:Z • �1 4� PImmi Fl 8 00 00 v PLI E."' 00 O cc3 12 Vi:40, .� E -4C m 59.0 \h \ FILE: 09052 E9.0 JOB #: 10014 o o 0 i PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL PLOT: 05/27/10 CAD: TRE ENGR:TRE °z 1 1 1) • Cit C:Z • �1 4� PImmi Fl 8 00 00 v PLI E."' 00 O cc3 12 Vi:40, .� E -4C m 59.0 WALL PLATE NAIUNG PER SCHED. FOR UPPER WALL FLOOR NAILING PER STRUCTURAL NOTES UPPER WALL BEARING/SHEAR WALL PER PLAN AND SCHEDULE 2X LEDGER W/ (3) 12d TO EA. STUD U26S1030 P.E.N. PER UPPER WALL ROOF EDGE NAILING VENTED BLOCKING PANEL PER DETAIL 19/S9.1 11 Suite 302 FRAMING PER PLAN RIM TO TOP PLATE PER SHEARWALL SCHEDULE NOTE: FRAMING PERPENDICULAR AT SIM. P.EN. PER LOWER WALL SCALE 3/4" = 1'-0" PER PLAN / RE: ARCH. WALL ABOVE OFFSET WALL/HEADER PER PLAN 206.285.0618 (F) E -44 co 0 LOW ROOF AT FLOOR 2x8 FLAT VALLEY ATTACH TO TRUSSES W/(3) 10d PRE—FABRICATED ROOF TRUSS 0 24"OC (TYP.) 2x8 RIDGE BEAM IATTACH TO 2x VALLEY MEMBERS W/(4) 8d TN) OVERFRAMINC PER 7/S9.1 j NOTE: FIRE AND SOUND RA11NG INFORMATION PER ARCH. (3) 8d TO BLOCK — TYP. RE: 10/S9.1 FOR FRAMING ANGLE ATTACHMENT BETWEEN (2) 2X BRACES 0 SHEARWALLS TYP. DRAG TRUSS RE: PLAN A35 W/(12) 8dX1 1/2" NAILS (.131 "DIA.X1 1/2") 0 48"OC U.N.O. PER PLAN PROVIDE BLOCKED 2'x4' OPNG FOR ATTIC VENTILATION. CONTINUE ROOF UNDERNEATH OVERFRAMING. 2x RAFTER 0 24"0C W/ (3) 8d TN 0 EA. END GIRDER TRUSS (USE 2x4 IF SPAN < 6'-0" E 2x6 IF SPAN > 6'-0"). OVERFRAMING TRUS HANGER PER PLAN PRE—FABRICATION ROOF TRUSS 0 24"0C SCALE 3/4" = 1'-0" 1 it EXT. 0 SHEARWALL PER PLAN NOTE: GT HAS BEEN DESIGNED TO TRANSFER REQUIRED LATERAL LOAD. SHEARWALL RE: PLAN TRUSSES PER PLAN TRUSS TO GT CONNECTION YPICAL PAR ARTY LLEL DRAG TRUSSES LS BETWEEN BRACING GABLE END WALL/DRAG TRUSS — DESIGN FOR 150 PLF DRAG LOAD APPUEAD AT TOP CHORD AND TRANSFERE' TO BOTTOM CHORD TYPICA TRUSSES A' 0.131"X3" TOENAIL 0 6" O.C. SHEATHING AND NAILING PER SHEARWALL SCHED. TYP. PARALLEL PARTY WALLS 8d 0 6" O.C. OVER—FRAMING GIRDER/DRAG TRUSS PER PLAN W/ CONT. DOUBLE TOP CHORD NOTE: FIRE AND SOUND RA11NG INFORMATION PER ARCH. FRAMING PER PLAN 8d AT 6" 0.C. TO BLKG. 2X8 0 16" O.C. RAKE WALL W/ (2) %" GWB EA. SIDE PER ARCH. SHEAR TRUSS DESIGN BY OTHERS 150 PLF LOAD PARALLEL = u) TO TOP CHORD ROOF TRUSSES PER PLAN A35 0 48" • 8d 0 6" 0... 2X VENTED B NAIL TO RAF W/(2) 12d SIDE ' N0 h 0 0 0 FILE: 09052E9.0I d. 0 v- i PHASE 1 REVIEW COMMENTS DATED 5/13/2010 I PHASE 1 PERMIT SUBMITTAL O IX 0 PLOT: 05/27/10 --- 5 CAD: TRE R LO E Z ci I I W G. RS ACH ROOF TRUSS PER PLAN HANGER TRUSSES PER PLAN SIMPSON H2.5 0 48" O.C. DSC DRAG STRUT TRUSSES PER PLAN OVER FRAMING AS REQ'D. LTP4 0 24" O.C. WALL BEYOND SCALE: 3/4" = 1'-0" OVERHANG PER ARCHITECTURAL BEARING AND SHEAR WALL 0.131"X3" TOENAIL 0 6" 0.C. BLKG. TO TOP PLATES SHEARWALL PER PLAN DRAG TRUSS TO WALL TYPICAL DRAG STRUT TO TRUSS SEE SHEAR WALL SCHEDULE RAISED HEEL TRUSS TO WALL 0.131"X3" TOENAIL 0 6" O.C. BLKG. TO TOP PLATES SHEATHING AND NAIUNG PER SHEARWALL SCHED. TYP. TYPICAL PERPENDICULAR TRUSSES AT PARTY WALLS !3d N6'60.00.C. ROOF FRAMING PER PLAN 2X4 BLOCKING EA. BRACE (6) 12d PROVIDE (2) 2X4 DIAGONAL BRACE AT 4' O.C. PER FLAT 2X BRACE NOTES BELOW: EAVE PER ARCH. 2X4 EDGEWISE 0 24" O.C. -GABLE END TRUSS A35 12d 0 6" 0.C. 8d 0 6" TRUSS BLOCKING PANEL ROOF TRUSSES PER PLAN ROOF SHEATHING PER STRUCTURAL NOTES, SHEET S1.0 REVIEWED FOR CODE COMPLIANCE s APPROVED JUL 10 2011 STD ROOF TRUSS CUPS AT 48" O.C. W/ NAIL IN SLOTTED HOLE TO ALLOW VERTICAL TRUSS MOVEMENT (2) 12d EA. END FLAT 2X BRACE NOTE DIAGONAL BRACE REQUIRED WHEN CROSSWALLS ARE GREATER THAN 8' APART FOR A 2X4 FLAT BRACE 10' APART FOR A 2X6 FLAT BRACE 12' APART FOR A 2X8 FLAT BRACE SCALE 3/4" = 1'-0" PANEL EDGE NAILING A35 0 24" SEE SHEAR WALL SCHEDULE PERPENDICULAR 12d 0 6" 0.C. T.N. OR A35 FRAM'G ANCHOR 0 '—O 0.C. W/ (8)28d " NAILS SEE SHEAR WALL SCHEDULE SHEAR WALL SIMPSON H2.5 0 48" O.C. W/(5) 8d (.131X1 1/2") TRUSS W/(5) 8d (.131X1 1/21 TOP PLATE BEAM/HDR 0 SIM. SEC110N ROOF FRAMING PER PLAN RBPC ROOF BOUNDARY CUP 0 48"O.C. (6) 10dX1 1/2" (.148'DIA.X1 1/2") 8d 0 6" 0.C. 2X VENTED BLKG. TOE .NAIL TO TRUSS. W/(212d EACH SIDE (.148 DIA.X3 1/4") R. CEIV C TY F TUK DS DRYWALL STOP AT 16" 0.C. TO WALL TOP PLATE AP182017 E ' MI CENTEP ARCHITECTURAL BLOCK AS REQ'D BY SIDING/TRIMS HOLD CEILING FASTENERS BACK FROM WALL TO ALLOW TRUSS CHORD MOVEMENT NONBEARING WALL SCALE 3/4" = 1'-0' SEE SHEAR WALL SCHEDULE S1.2 TRUSS BRACING AT END WALLS SHEAR WALL TO TRUSS TYP SHEARWALL TO TRUSS WALL PERPENDICULAR SCALE. 3/4" = 1'-0" EXTERIOR WALL AT ROOF 00 00 ce) CT 4-4741 4 . cc3 cV M [-+ S9.1 ....... .. ": '::.::: • .... . . • •'• .•. • . . • ...... ••• ••• • ............ • .. • . • . :...• .... .......... • ... ... ......... . ........... ...... •.• ...... ........ sid4, sew.er P-ecof64l-4 M,491.04 tat At, 44;11.1, 491,01.145 01'41 '1.,..tt'•11.it' . . ... ... . :; . . ..... ... . ... .. ........ . . ....... . . ................. .... . . .. . i ... .................. .. .. • •• •.• . , ... .. k.:114 -10$4 • k 11.4 JIM 64.1 ‘.."WIrre=±1 1syl L1.1q1.1. Ll..1 .4a. . . .. . . .... .. . .......... . ...... .... ...... . . ••• ••.,.. ... viewed by the Piii)Iic NTorks Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not. authorize violations of adopted standards or ordinances. The responsibility for th.c adeqgac- of the design rests totally with the &signer. 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: . • .. . .... ...... . . ••1' ••i .. . . ............ . . ... .. . .............. • : . . . .... ......... . . . : . . ........................................ . . ... „. . . .. . ...... : : ...................... • ................................ . . . .. .. . •••••••,' .. • .. . . . . .. ... . • ... ....• • .... .. . : . .. ..... • .................... . . . . . .. . RECEIVED y OF TUKWILA •APR 1 8 2017 . . . ... • • ••:. • . • • 7: • MIT CENTER