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Home My WebLink AboutPermit D17-0099 - OSTERLY PARK - B14 SINGLE FAMILY RESIDENCEThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D17-0099 OSTERLY PARK — B14 1441034 TH LN S RECORDSDIGITAL D- EXEMPTION THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Pae # Code Exem floe , Bdef x lanat6 Descd floe', statute/Rulle The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. 53 DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. Personal Information — Redactions contain information used to prove RCW DR3 Driver's License. — RCW identity, age, residential address, social security 42.56.230 (7a 42.56.230 number or other personal information required to & c) 7a & c apply for a driver's license or identicard. Redacted content contains a communication between client and attorney for the purpose of Attorney -Client Privilege — obtaining or providing legal advice exempt from RCW DR4 RCW 5.60.060(2)(a); RCW disclosure pursuant to RCW 5.60.060(2)(a), 5.60.060(2)(a); 42.56.070(1) which protects attorney-client privileged RCW communications, and RCW 42.56.070(1), which 42.56.070(1) protects, under the PRA, information exempt or prohibited from disclosure under another statute. OSTERLY PARK - B14 14410 34T" LN S D17-0099 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 COMBOSFR PERMIT Permit Number: 14410 34TH LN 5 Issue Date: Permit Expires On: Project Name: OSTERLY PARK - B14 D17-0099 7/13/2017 1/9/2018 Owner: Name: Address: TUKWILA CITY OF 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 Contact Person: Name:. MIKE OVERBECK Address: Contractor: Name: Address: License No: Lender: Name: Address: 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 DWELLING, 350 SF GARAGE, 60 SF DECK INCLUDES REMOVAL OF END CAP OF DETENTION VAULT INSTALLED UNDER pw13-145 AND EXTENSION OF THE STORM DETENTION SYSTEM AND PIPES. 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: Water. Main Extension: Water Meter: Volumes: Cut: 50 Fill: 50 Number: 0 N Permit Center Authorized Signature: Goa, Date: `` ( ( 7 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 ons attached to this permit. development permit and agree t9 the co Signature: Print Nam This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: 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. 0 0 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) C� O 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: ***PUBLIC WORKS PERMIT CONDITIONS*** 45: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 46: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 62: Applicant shall obtain sanitary side sewer permit from Valley View Sewer District, phone 206 242-3236 and water service/meter permit from WD #125, phone 206 242-9547... o 47: 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. 48: 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. 49: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 50: 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. 51: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 52: Any material spilled onto any street shall be cleaned up immediately. 53: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 54: 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. 55: The Land Altering Permit Fee is based upon an estimated cubic yards of cut and cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 56: 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. 57: 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. 58: All private storm drain pipe shall be either concrete or reinforced ADS pipe. Treated corrugated metal pipe may be used for detention facilities. 59: 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. 60: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 61: Storm Drainage maintenance shall be per DECLARATION OF CC&Rs, Easements & Agreements for Osterly Townhomes recorded under KC Recording #.20160308000499. 63: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 64: 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. 65: The Land Altering Permit Fee is based upon an estimated 2000 cubic yards of backfill . If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 66: 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. 67: 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. 68: 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. 69: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 70: Construction equipment shall be kept off of existing 5 foot wide pedestrian path, as much as possible, to avoid damage of asphalt. 71: Provide Proctor/Nuclear compaction reports at a minimum of 100 foot intervals. 72: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 73: ***PLANNING PERMIT CONDITIONS*** 74: 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. 75: 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. 76: A soils inspection is required after amending the soil, but before any plants are installed 77: 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 78: 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 partof the design review process are being used. 79: 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. 80: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 0 8004 GROUNDWORK 5040 LAND ALTERING 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 TUKVILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.TtikwilaWA.,/ov Combination Permit No. j1i V or Project No Date Application Accepted: r .t 7 Date Application Expires: t . 111 (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: A,vol 14410 4/1/4M34 Lane South Tukwila WA 98168 King Co Assessor's Tax No.:lik 433600090 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: 13 975 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 H \ Applications \Forms -Applications On Lme\2011 Applications \Combination Permit Application Revised 8.9-1 I docx Revised' August 2011 bh Page 1 of 4 RMA 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:{V$.�YS��rl-.t'X��*�'S'�'� PROJECT. FLOOR, AREAS n s 5r, Basement 250 1st floor 600 rd floor 6,02* Garage ►I carport ■ 350 Deck -covered • uncovered r 60 Total square footage seiMa 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. 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 <100k 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 2 lavatory (bathroom sink)sink water closet 1water heater (gas) 1 lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1I.docx Revised: August 2011 bh Page 2 of 4 RIS Scope of work (please provide detailed information): Call before you Dig: 811 ease,refer to Public %orksYBulletin or,fees an eShinate s WATER DISTRICT ❑ ...Tukwila L11 ... Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ...Valley View ❑ .. Renton ID ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by .King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Hold Harmless - (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ® ...Total Cut 50 Cubic Yards ❑ .. Work In Flood Zone ® ...Total Fill 50 Cubic Yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ .. Abandon Septic Tank 0 .. Trench Excavation 0 .. Curb Cut ❑ .. Utility Undergrounding 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0 .. Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING 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) 0 ...sewage treatment Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applicatimts On Line \2011 Applications \Combination Permit Application Revised 8-9-1 I.doc, Revised: August 2011 bh Page 3 of 4 ertlijCt± BI:E 10 A L I�E�i 1 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: , �! Date: / l8 / 24 17 Print Name: Mike Overbeck Day Telephone: (206) 787-0259 Mailing Address: 4620 S 148th St Tukwila WA 98168 City State Zip Pikk5 - N0�Se._ —7 s, -e n 5e,ve --;7 `i�o 73, 1 kQ:Th/s+6- (I r cQ ' F'rovv� eh 0,5c (At, (/,) fie r% 114-1,A)r,, D tor-ore/4i Powev' 7 Ljv4D f .e5 ftc7t J v .+ (h/c 64, tc 10 fe."4-1 H:\Applications\Forms-Applications On Line12011 Applications \Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME OriferLIPA,p(C.. I N L.4 PERMIT # -01/ - Oloc / ao9O 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 $250 (1) 7/S 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 1St cubic yards Enter total fill volume 90 cubic yards -15-otesio $ 2Z1i.t0 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100. $23.50 101 — 1,000 $37.00 ✓ 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1s1 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 $ 3% 5—c) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ is DCS 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 ,ORRECTION LTR# 1 Pll'006161 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) $ 22'x -Se (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 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. $ 1o75'0 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 tj® $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 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 $ sc ar1l (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 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 $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ `t 7' da› - 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" 2.5" $300 $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY 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 8640.237.114 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 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 8640.237.114 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 $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 CSYSTEMS 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 CiriliWYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I 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 I 0.00 I $1,391.04 PUBLIC WORKS $250.00 BASE APPLICATION FEE 1 R000.322.100.00.00 I 0.00 I $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 I 0.00 I $1,391.04 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R11300 R000.322.100.00.00 0.00 , $250.00 $3,282.08 Date Paid: Tuesday, April 18, 2017 Paid By: MICHAEL OVERBECK Pay Method: CHECK 2138 Printed: Tuesday, April 18, 2017 2:51 PM 1 of 1 Ci SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit -b►7-ao9 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PUSieRr TYpP-Qf lnso ec l Address: �� u itiq i0 / S. Date Called: Special instructions L *GI I Date Wanted: � Z /Z.D1.5 a.m. p.m. Requester Phone No-: 7i? '7- 0Z 5 ? Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5.1I/Ch Date: n REINSPECTION FEE REQUIRED. Prior to next inspecrtion. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D frOOr Pr$ L Pig-rK R� T �7U1.� c® n' l l\i AL Address: //.rp /'�-t�" 3/'� L N. • Date Called: Special Instructions: Date Wanted: a.m. ID I5/2° �% p.m. Requesier_ Phone No: ZO6-787- 023-5 ❑ Approved per applicable codes. orrections required prior to approval. COMMENTS: Neel b0- .ScLJ Ckl.f/sti CLOAK' di4/7 GevAfax_ AL9,,,,se • Inspector:3 a7,„&.... Da e� 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 D17.OM PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INexet Rtric. war— Tyll,Mkpectioh: opmme 0415 t" Address: V Date Called: Special Instructions: Ler // Date Wanted: ��r /tee Mi a.m. p.m. Requester: Phone No: El Approve des. Corrections required prior to approval. MMENT$: 6-( Aija ,4P Date, y ZOt, n REINSPECTION FEE REQUIRED. Prior to next inspe ion ee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: 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 1Dn-co9? Pieect ion. Trie.jof ITiecticon: f., 04 Address: 7 Date Called: V LacK(J , pecial Instructions: v/*7 al-e Date Wanted: C''' 2.1- Zinc) a.m. p.m. RequesterA M` (Cf -44-4 Phone No: ?.0-6-'7,7-bZseli ElApproved per applicable codes. 'Corrections required prior to approval. COMMENTS: LacK(J , /-<4 S (Cf -44-4 . 1-51+/061Z, 6 ,I!heir,o Pit; i 7 -L 5 N HG ,sG, '"C ,t/ 'D 7 ri-A k Trie5 d 7-0/1_4' o A/o» fb1 s , /9"wry Inspector: Date: S 2 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 t' 1 0031 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: enr -Pad. Type of Inspection: s be S7 Address: i'44 o 34 L.1•36. Date Called: Special Instructions: Q:)%4s Date Wanted: 7 _� a.m. p.m. Requester: Al, Phone No: , 1 en Dz-S°t ^'�: proved per applicable codes. Corrections required prior to approval. COMMENTS: -�- L Inspector: ce fr 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 Pig -00r et 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 Project: 0'72Y P 5--/z( Type of Inspection: R —& -A) Address: 1oi I44� $ Datealled: ot(z�7,o1R Special Instructions: Date Want MP'77�701R p.m. Reter.(. 114111-6- OVEgBic Phone No: 206) —343 I--026/ Approved 1per plicable codes. Corrections required prior to approval. COMMENTS: e-rtnelA/tep t) 9M t "7-0 4-3-1142Df Qi OJ Rv -- r5O f v7S 643(z7 &161� X1 4 tv r &FarrA`7' (3 64-77241;7m 9e -o)) frt 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 big 099 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,. Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 • Project: tC;6-rnt_L-V r�lAt. 64 Type of Inspection: _Wi, 1,..Yr rt---‘,JA-C-- i,JA-(.— Address: Addreesss: Jo e)i ' L s) • Date Called: Special Instructions: Date Wanted: j^ZS` 1l p.m. Requester Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION EE 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 0097 Project: yjn-`L pfie 614 Type of Inspection: VIiI,td: AddJre{ss:i/� 11 /sf 1 J 34" 1-)-5, 5, Date Called: Special Instructions: • Date Wanted: Requester: //11Kt. Phone No: 2a2 707 o pproved per applicable codes. E Corrections required prior to approval. OMMENTS: Date: , 23 -1, REINSPECTION EE REQUIRED. Prior to next inspection. fee must be Inspector: 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 DI7 -009' Pro'ect: P lc,'IXi+r1� {k Type 1of�l�nespectel€0;v► Ci o :-...) A1�ress: �3�+� LN L�_J11d 5.. �� 6i� in Special Instructions: Date Wanted:: vC 6-i 7- zo,per a.m. p.m. Requester: * r titw lot rooa - rilk Co Phone No: Approved per ap des. Corrections required prior a al. COMMENTS: ii1 I ){( r°S� :-...) Date( )(-- 5mot‘e ZcA-e_c-i-e e- * r titw lot rooa - rilk Co Samir-✓ r7 �C(�SS . - 2, ge.(V(_ in / ethati Inspector: J)j9( :-...) Date( h — 16" 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 b1-1-067, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project 's- t ? �RI� Type of Inspection: FF -F C r+ Adtdfress. � �/ �h S /'/Lt t 3Z/ ki, e r, ��i6 ll vr.pLe c , Special Instructions: Date Wanted: c a. &—/Z—�/- p.m. 6Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: • .6--eIely EFF CeA A/4 6A r Inspector:2.0 Cg- Date:/ 4— fr 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 1)17-00q? PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prol�ec �‘ ^ P i Type Inspection: F / Address: J 3 � y Ld g, r M,ec 4:71 a �� 1 ILI4►0 Special Instructions: I ` (�1 Date Wanted: (o -12 - ZO/f .—_' .D p.m. Requester: Phone No: 00 Approved per applicable codes. Corrections required prior to approval. COMMENTS: • CSS {7i pe ierMa.C.� J • c'0, F&, L -6:16640.7 Ex A tce,ci-- Heal Kkieiari 2.)A,/e-ed I4946()04" Inspect dace: 24( 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 SDI- 0099 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect• Cs RA< 314 Type of Inspection: Mr_ck,o..11; cc L R h.. _ Address til- 1aal� 10 3y LN, 5_,pp,_ I—irkc,.C_ 5peInstructions: a.m. p.m. Requester: 11e P one No -zof,0)78 7- 0z5,.� Approved per applicable codes. Corrections required prior to approval. COMMENTS: eGA.sRef F,/ — 07 -,,, .0 il. f -%K LAP orlop MU</ ,i4id e__ p li 11 et -6-n 't CAL El AlC4L-. Ai., f 4,,,...-_. ii I 46s..5fi/ D' Lk.G eco- /1 f„r. 7,4.,r,c 914-c "pSifted) , 3 ` ; — ) a.- arts eve. Lit Ki GIJ /lea , 2L- tt arki ' InspectorW Date o�_ zokr REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid 300 Southcenter BlvdY Suite 100. Call to schedule r 'nsp ctionk Drag n pew r /l% 5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D7-oa9q 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: Address:`j l' 7� 77/ J/7 i Date Called: Special Instructions: j /' /oF�C LIA16 JAS0- i -776N Date Wanted: (2-21147 m. ,. Requester: Phone No: aac10-707- 61,25-9 MApproved per applicable codes. E Corrections required prior to approval. COMMENTS: 6 ({- 41/P50/K tiv41-1- / '/c � i''/.J� Inspector: Date/ 2 2:4 . 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 br7 -DO`S ci PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project: Type of Inspection: Addres :Date / 9V/15 73971 -/At, SI. Called: Special Instructions: OIL/ Date Wanted: 11-2.7- f 7 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CO MENTS: Inspector: Date: X1 -27-i7 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 BIvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D7-009? Proj t: 0..5-%r,QL`/ P'4k Type of Inspection: FRA -04 'NG - Address: Date Called: Special Instructions: Pi 1 Date Wanted: /1.2%`i % Cm.' p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: a K -fm-14A %G Inspector: Date: 1.. Zl'% ./ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD i 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 4917 —ac9 Projgct: C, r`Z'a_' -i PARR Type of Inspection: Rrsul -iN i-5 p( Address: /a .gym Liv` Date Called: Special Instructions: fr—Rlfiy ROI Date Wanted: /F ie "17 a.m. p.m. Requester: Phone No: Approved per applicable codes. I Corrections required prior to approval. COM MENTS: C Dt t1/N 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 DIT --ooh 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 0-57laj �',9RR Type of Inspection: 61AZ/A/G- Address: Date Called: Special Instructions: Date Wanted:_ ip- °25 -17 (a. D p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: b 17 0,0141 ? RovofiN PL, LMA MYCy-- 0)5k-44.41-a/N 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 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: (71Th1 PA Type of Inspection: A8 (JAl [cS1 _ Address: /4'Q// i,J . ' Date Called: Special Instructions: , ` y Date Wanted: /e/ ie7 n p.m. Requester: b1)'. Phone No: 2‘06, e?5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date:er q > REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPE TION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: CX.7,32.:fiJC Type of inspection: F ste4r%-4)mop6- Address: Date Called: Special Instructions: P Date Wantejd: rri. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: —. Date: /0 V17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 11 INSPECTION RECORD Retain a copy with permit INSP„'ION 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 Project: 0517,V0 lgkaa,4 Type of Inspection: it/ALL Ski -M/791/4.6 S)frfAi2 Address: /L/e, 31/174 4il s Date Called: Special Instructions: CASPhone 15 I `T Date wanted: �`' '�J f 7 A a.cpt! �/m. Requester: mike 0251 Approved per applicable codes. Corrections required prior to approval. CO MENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must he 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 Project: 7 y Type of Inspection' 7i 7717— pvmx t/ p�ppv // ) Address:d�J/ ' , /79D gy7- �i' Date Called: � UM'f l #4 < Special Instructions:` Date Wanted: 7-25./7 Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: f gitkornr Inspector: Date: 7-25-./7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. i' INSPECTION RECORD Retain a copy with permit 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 17- 0O9q' Project: OsVRL-Y f K Type of Inspection: 6 -ROOD iJ1S, Address: 99/c 5 )iv, Si Date Called: Special Instructions:j .1Y Date Wanted: -'-2/-17 a.m n•m> Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: pAxittir p4J / T- iti 4-iL 1& sekkil uLiz i s p�z c-ricv % Inspector: Date: 7-.2Y—/7 ,.2Y/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 5outhcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �k"7-iegi7f 0-404 T e ns ection: Yp /—OUAd ,477kArU./AU Address: Date Called: Special Instructions: • Zi Date Wante,� 7 2e 17 m p.m. Requeyst%e .. 47 Phone /No:� 2c& 747 O?3c Approved per applicable codes. L Corrections required prior to approval. COMMENTS: Inspector: Date:?/,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 Project: )STEe-i Pk Type of 1 pection: C. kiley-- Address: 144/10 P'4" � Date Called:. Special Instructions: e'7� it 1� Date Wante 7 , 7/1/7 _ a.m.' p.m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Atia„..t Date: 7 17 17 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: s / , mil/ime, .01174, A Type of Inspection -e/- Address: Suite #: ' 4-4 1� �t-,--)) t - Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood-& Duct: Monitor:- n Permits: Occupancy Type: ft il O .-1C---- f t --- 1--2) C.&v.z r fi -f-r 5 A 1 9 ad' - te:jvc I,t-cf a. k- ^)-e-e,4,e) g. 4 f .-tI S-€6 &-/- 2.J1-€ e%I6-1— 9-- rc!s. r f ., Needs Shift Inspection: Sprinklers: Fire Alarm: Hood-& Duct: Monitor:- Pre -Fire: Permits: Occupancy Type: Inspector:liA Date: /7///11---- j'--- Hrs.: f $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 •- i T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit -04? 04? PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT. 206-575-4407 Project: Ock tN( rk* P4--" Type of Inspection: ( 4"--4--1---- Address: 1A A '-z Suite #: ('Tl -t'(0 S Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 7-7 fif Needs Shift Inspection: \,J Sprinklers: ,riC Fire Alarm: A Hood & Duct: 7/ ) Monitor: f/ ) Pre -Fire: y.f Permits: Occupancy Tyl%: Inspector: FAy, - 4. Date: [ankh cr- Hrs.: i $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 0.54 UI 4k . 10 , t wq Rgf“4 2C(a 7P) 7 • (52�� This project will use the requirements of the Prescriptive Path below and incorporate the1 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 SHGCD'e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9' 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 /I( t 11-Zat RECEIVED CITY OF TUKWILA JUN 19 2017 PERMIT CENTEi-i 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. 112. 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 Tess than 500 square feet: .5 credits CORRECTION Table R406.2 Summary Option Description 1a Efficient Building Envelope 1 a Credit(s) 0.5 1b Efficient Building Envelope 1b 1.0 1c ld 2a 2b Efficient Building Envelope 1c Efficient Building Envelope ld Air Leakage Control and Efficient Ventilation 2a Air Leakage Control and Efficient Ventilation 2b 2.0 0.5 2c Air Leakage Control and Efficient Ventilation 2c 3a 3b 3c 3d 4 5a 5b High Efficiency HVAC 3a High Efficiency HVAC 3b High Efficiency HVAC 3c High Efficiency HVAC 3d High Efficiency HVAC Distribution System Efficient Water Heating 5a Efficient Water Heating 5b R VINE CO ui E COM 1.0 JUL14 0 5c Efficient Water Heating 5c c BUIL 1.0' 1.0 D FOR PLIANCE VED 2011 n tD 5d Efficient Water Heating 5d 0.5 kwila IVISION 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions rirom eF -- s . C c241 Mae(A 5(n40 *1200 kwh P11' OY4'i 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 less than the label or design thickness of the insulation,the compressed R -value of the insulation from Appendix Table A101.4 shall not be Tess 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 wal1.2110/13" 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. "' Int. (intermediate framing) denotes standard framing 16 inches on center with headers 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. Osterly Park Townhomes 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 cover per approved plan: 1. Beach Strawberry (4 in pots) 2. Japanese Spurge (4 inch pots) REVIEWED FOR CODE COMPLIANCE APPROVED JUL 102017 City of Tukwila BUILDING DIVISION Jct 6ct 9ct 13ct 3ct 9ct 10ct 5ct 1 ct RECEIVED CITY OF TUKWILA JUN 1 9 2017 PERMIT CENTER 0:R.RECTION ILTR# 1)11-W , . 1:)(1. evCA a 2) 66-4,1,‘ 3.) (((- $T) (,ei— / �tL OPT- OCL p lel 5' 43 500 0 ' if 40 (11r- cr tle (feu' )(pi) ffAs REVIEWED FOR CODE COMPLIANCE APPROVED JUL 10 2017 City of Tukwila BUILDING DIVISION 8Ptck F.1/ �Ys RECEIVED CITY OF TUKWILA JUN 19 2017 PERMIT CE NTER CORRECTION LTR#�_, RECEIVED JUN 20 2017 TUKWILA PUBLIC WORKS 011 w11 &-C, 0 NV)) rr tri REVIEWED FOR CODE COMPLIANCE APPROVED 'JUL 10 2017 City of Tukwila BUILDING DIVISION RECEIVED Too CITY OF TUKWILA CO JUN 192017 PERMIT CENTER. WED -65604 0981-2 3180RI 11-17921 Dallas W Jolley, Jr Attorney at Law 4707 S Junett St Ste B Tacoma, WA 98409 028902 28902 1 AB 0.405 98188 6 6 8569-1-28902 1111111111111111111111111111111°°°IIIIIIIII°1'11011111°1e111°M City of Tukwila 6300 Southcenter Blvd. Seattle, WA 98188-8548 RECEIVED JUN 0 8 2018 TUKWILq PUBLIC WORKS Electronic Bankruptcy Noticing Go Green! Sign up for electronic notices. FREE! Receive notices 24 X 7 and days faster than through US Mail. Try our new Email Link service. To find out how, visit: http://EBN.uscourts.gov Dfl ocM 028902 65604028930025 • debts for most fines, penalties, forfeitures, or criminal restitution obligations; • some debts which the debtors did not properly list; • debts for certain types of loans owed to pension, profit sharing, stock bonus, or retirement plans; and • debts for death or personal injury caused by operating a vehicle while intoxicated. Form 3180RI 028902 65604028930016 In addition, this discharge does not stop creditors from collecting from anyone else who is also liable on the debt, such as an insurance company or a person who cosigned or guaranteed a loan. This information is only a general summary of an individual chapter 11 discharge; some exceptions exist. Because the law is complicated, you should consult an attorney to determine the exact effect of the discharge in this case. Individual Chapter 11 Discharge page 2 Debtor 1 Michael David Overbeck Debtor 2 (Spouse, if filing) First Name Middle Name Last Name First Name Middle Name Last Name United States Bankruptcy Court Western District of Washington Case number: 11 -17921 -TWD Social Security number or ITIN EIN Social Security number or ITIN _ _ _ _ EIN Order of Discharge 12/15 IT IS ORDERED: A discharge under 11 U.S.C. § 1141(d)(5) is granted to: Michael David Overbeck dba Overbeck Properties LLC, fdba Unicorn Mortgage LLC 6/4/18 By the court: Timothy W Dore United States Bankruptcy Judge Explanation of Bankruptcy Discharge in an Individual Chapter 11 Case This order does not close or dismiss the case. Creditors cannot collect discharged debts This order means that no one may make any attempt to collect a discharged debt from the debtors personally. For example, creditors cannot sue, garnish wages, assert a deficiency, or otherwise try to collect from the debtors personally on discharged debts. Creditors cannot contact the debtors by mail, phone, or otherwise in any attempt to collect the debt personally. Creditors who violate this order can be required to pay debtors damages and attorney's fees. However, a creditor with a lien may enforce a claim against the debtors' property subject to that lien unless the lien was avoided or eliminated. For example, a creditor may have the right to foreclose a home mortgage or repossess an automobile. This order does not prevent debtors from paying any debt voluntarily. 11 U.S.C. § 524(f). Form 3180RI 028902 Most debts are discharged Most debts are covered by the discharge, but not all. Generally, a discharge removes the debtors' personal liability for debts provided for by the chapter 11 plan. In a case involving community property: Special rules protect certain community property owned by the debtor's spouse, even if that spouse did not file a bankruptcy case. Some debts are not discharged Examples of debts that are not discharged are: • debts that are domestic support obligations; • debts for most student loans; • debts for most taxes; • debts that the bankruptcy court has decided or will decide are not discharged in this bankruptcy case; For more information, see page 2 > Individual Chapter 11 Discharge page 1 65604028930016 l�4cfeek 4ect\ a 1.-kev-f- 2 (M /5 AI( A 3.) (f�� ti f 0c lifttV Kre ipC a Gam- 61_0 5' fo c0 orzi- o0' J(0 (IArAs — hnc k F. l/ RECEIVED CITY OF TUKWILA JUN 19 2017 PERMIT CENTER COFFRECiEON LTR#�_ 00k161 CT ENGINEERING INC. FIL Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (v) 206.285.0618 (F) #10014 STUCTUAL CALCULATIO\S Osterly Park Townhomes — 3ldc. Type 3 3429 S. 144th St. Tukwi a, WA Design Criteria: 13C 2015 Wind: 110 mph (ULT) 85mph (ASD), <zt=1.0 Seismic: Ss=1.49, S1=0.56, SDC=D, =6.5 Roof Snow Load = 25 psf REVIEWED FOR VODE COMPLIANCE APPROVED IJUL 10 2017 City of Tukwila BUILDING DIVISION Architect: 3arker Architects A.I 8715 \E 119th St. Kirkland, WA 98034 Ph: 425.821.7601 .A. 12111 001q RECEIVED CITY OF TUKWILA APR 1 8 2017 PERMIT CENTER SHEET TITLE: ;DEAD LOAD'SUMMARt-t: CT PROJECT # : 10014 - Osterly Park - Building B ROOFRoofing- ashphalt shingles 3:5 psf Misc. 0:9 psf 5/8" plywood10.S B) 2:2; psf gTrusses at 24" o c << 3.0; psf Insulation 1.0; psf r(1) 5/8" gypsum ceiling 2,8 psf 1.6; psf 15.0 PSF ROOF DEAD LOAD FLOOR floorfinish.4 2.0] psf NO gypsum concrete ',0.0, psf 3/4" plywood (0 S.B.) ` . .f 2.7i psf 2x10 at .1Z' avg. 4.3' psf (Insulation 10' psf 1(1) 5/8" gypsum ceiling 2.8` psf Misc _.. _ _ 2.2_, psf FLOOR DEAD LOAD 15.0 PSF CT ENGINEERING Struotural Engineers 180 Nickerson Street Suite S02 Seattle, WA 98109 INC. 208.285.4512 (V) 208.205.0818 (1") ikiii, S7 E EI (2) 2X8 HDR ASA„� (2) 2X8 HDR "'— i NA TRUSSES AT 24' 0.C. _ TRUSSES AT 24' 0.C. • • a IN i - ei a _ - -- x - Ai � N rX - _ 1 e • > I F6TN 1 19 59.1 (2) 2X8 NOR IF 'ml 2 2X8 HDR "f X��•....,..V HDR r 16 ] — — (2) 208 HDR p _v.) I - — d 59.1 a 16 1 t-6--) ( 59.1 M_ x#10014: B1, B3: Roof Framing Plan 3/16"=1'-0” CT ENGINEERING INC. — BBL 2X12 JST ==2X12 a is" n.c BBL 2X12 JST - _ IIBL-1x12-m---- I _ II tti I \ \ _Deuxu...ai II \ 11 — DBL 2X12 JST 1 s I -..— .,--- — flr7 _ L _ 1 - M. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98100 206.285.4512 (V) 206.285.0818 (F) (2 2)18 HDR JSI 7)(19 0 19" O.C. IBL2X12. JI MIR _DBLIX12.JSI r — lb _it_ DBL2X12_4ST_- t fl ,IST 0 0 'G1M I I . --j «P41 =11 L- 1 — =_----:.-_--_— LFIL I— e -÷ 11 11 -11E , I. I I I I= Lf= ;1 1 =_J E-mlLEZ cWIlk— I I= j LJ — r (2) 2)112 016 0.C. M ...•••••• 2X8 (2) 2X12 0 16" O.C. P6 IAST37 (3 0 L 2X12 JST. 0 #10014: B1, B3: L3 Framing Plan 3/16"=1'--0" CT ENGINEERING INC. Struotural Engineers 180 Nickerson Street Suite 302 Seattle, WA 08100 208.285.4512 (V) 206.285.0816 (F) PT2)0 0 RIM T. 2X12 RIM i• • iv zzr• MST CONT. 2X12 RIM =2X19 1fi* nc. 2X12 0 16" O.C. ))1 (2) 2X12 0 le 0.C._ LLLJ ,_(... 2) 2)02 • le O.C. r = = =....– —4, i 1 < > 1 6 _ ..., 1 1 ---; ;:-. 1 1 I =2,1 ' ii I-; 7' - - .., , u - - - ./13. • "...• . 1.:-7'=4 >-' .*.==7. -4m. ,__Imew Lill5LIZ gi ;)/ /1177 '7--/-- - 7` ''' ' ' Irvir/i-vi -/ , 7 / / [ 13, 2 p/. //-/ / / •/ 0 y//74/ 611/ /vii ,Aill'' • qi.-4 — .._,./ / 1 ::! R r—YL• •,•..=-Z-41 •71.11; 1 L g;i MST37 2P21 \ MST37 T. 2X12 RIM MST37 #10014: B1, 82, 83, B4: L2 Framing Plan 3 16"=1'--0 CT ENGINEERING structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208.286.4512 208.286.0818 (1") INC. ofr �� 20'-0" 20'-0" 8'-2 4" / 8'-2 3/4" F2 F2 F2 6'-9" 421--1 -1L II LJ J LJ �'..t-'3/4" I 6'-9" 2.-9e [ P2 p / I P2 1 1 P2 1 v".—= L_.J L. 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Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208.286.4612 (V) 206.286.0818 (F) (2 2X8 HDR (2 2X8 HDR II •:.i 9 u (2) 2X8 HDR • fn N A N —-......, • n,-�� sz f — — n I III 2X12 A 18'7a. U.N.O. r-- _Ir 1 L -14 9 N (2) 2X8 HDR P4 2X8 H P4 1 -- — I P4 I 44.0. #10014: C: L3 Framing Plan 3/16"=1'— 17 CT ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 208.285.0618 (F) T. 2X12 RIM 11-427 ST37 livik#411 mom. ammo 1111111111111t1mums I - I IIIIININININ11.1/111111111111.1 16 Y MI • 11 11 11 III 11 11 -,11 11 11 2)(1 FB H 11 11 11 11 11 CONT. 2X12 RIM 12: ac 2X12 0 12 0.Q Hpa,LN,o. CT ENGINEERING INC. 11'-3" 11'-3" Structural Engineers 180 Nickerson Street Suite 902 Seattle, WA 98109 208.285.4512 (V) 208.285.0818 (F) 7-0" \_NPM022 0 (-5 1;2:1 r -- r-47_51,2. 1/2" HPAHD22 12'-0'p .0.c. +o (-2'® 6 1I2" 4'-5 1/2" F2 • r LL F2 4'-5 1/2" 6 4'-2 3/4 2 4 F2 T.O.CC +0 HPAHD22 (-2' —b' — T.O.C. 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V NmC T VN(ON NOr.- r etNCDN(O(ON N0 r VN NOrr r CON • •D 4) O) as O N N LL Li_ TTTi 0000 X N N X N N U- X N N LL X N N LL TTTi NNNN X N N LL X 0 N LL X N N LL N N 1L iTTT mm (C9 N LL N U - Com N N U -LL N N iS22,ni2 0000 X N N LL X N N LL X N N LLNLL X N J00 D D N X N 01 N LL X N 04 N LL m CV x N N U- C4 r N 1 2x12 HF21 N LL 2 N X N p1000000 8080000 LL 000000 000000 000000 000000 080 000 000 0.0001 0.000 0 0 0 00 O0 do _00 00 0 0 000080 o 00000 000 coo 800 GOO 0 O 00 do r 8 8 - 0$008 ,-2-,=-1: 0083 odd u`�i`S o Oo o So -4 {1rn l0 C1 m 4(N�nA[n 7flint'Jlmnlm) �E1�rs2 am pm' 4]11(�1140�'1 [Inn a �'} l"] 000 NN MI.- O~ Zri a W V.N.a-s �L I�0, d l� N N (� O rrr1010 mmm In Mm mmm lmtl Nm oar,. rl0 omr'0 4um�l V �N 253 Omm top 0)0 O M lN00 m o0 NN r, 0) 'Va -mo _ N N N r� 0 m 0060000 4 1000110040 Vo0000) G r il74V4r70N n 1u.-0 0 r 000 mon .mu 4oN 0 a - 0 a o01 3ri NN co N 730 LL LL • T VLL� pp i 0 0(VVVQV V rNNNN N 00.1 ..-)V .cr nnn co 0 N 00 33 N N g LLLL m N m nnnnnn mmmmmm NMVN 0 no N0U Qu- U U O w pµ m m0 W 000W NN NNM0N W0 01 �� MN 1 ISEE SECTION: 1111111111111111111111 0 N •veq? LL m 0 N N 0 N 000000 aaaava mm10 vav m lv av m m mm o as r O • m mmmm r r m m r r m m m r r m m m N mmmm r r m m r r m m m N 000 m m m m m m m m l',.-.1'. m m m m m 0) O N 4I N m m IC j 10 mmmm . . m . . m m m . 10 m . . m . m m 10 N m 41 m OM _ 0) 0 ULL000000 m mmmm m N 000000 mmmm m 000 000 m 00 0 -.- N e2.-0 U LL r r .-.-�-� e-�-�r .-10 .-e-0r MM (BASED ON AN: MO LL 10101001010 000000 0l0N m m m m 00 1•I mvt� 0g0gg,0 000000 000 88g g gg = ao__FE 7< m m .vvmgmr JV o 010100.-014,) - Nv-Nn mo. D N0000 -0).-m O NO0.nm- .4 qaa M M MMM .-.-.- NN MMM N pmt �d a r N nn Fs'41 n) �O Y N Co 0) 4) o Z 11 V m m m 0000001 0 0 r(.�-1n.- gni 0 o m m O o Nyy N 0 000000 O Ol oGOo rot-. 01 o o W N0 a0) N M 606 m m N 1,-00 r...03.- N n [i00 n n ng 1 m 001 0 00 o o G LOAD CASE 0 By 5 000000 000000 000 000 0 00 V J'_.r-c4t-,2 1 000000 N n N00m0 TI.n-n-NN N A0 N r, r r 1Nn 1N7 ID 00 4] ICT 10014; OSTERLY PARK td BE U9 00 N v J 0000 rooGNiNdN ..0000N'010nnn mnn,1 rcq.,c2,4 mmo 000 dmd o 0099 stitd r me x mm01mm r mom N n r mmN N M002 N n mN A r OD 00)10).1 N r m W. V BucWine E1112:__ 21 )2_ A 0 C 10 m m N m N m m N m N 000 m m m 00 10 O=01161dldld mmmmmm 0 m 0ld1dtd1•11+1 N N m m 41 m 10 MOW N 000 000N m 00 N4i .-d o C 41m1n4141 m 0.41414q941 Igo"? N4?111 m 4141 m g V Y YU D m .C)J3 0) mmuomm m10mNm10 LL LL 2 2 aaJ3 LL LL 5 5 LL LL 5 5 G.9.9.9 0)01000)0 a 0)100)1000) a a J iO a a a ttk VV "u = f at -IAA S NNN ik qk# mom J3 ly 0) a a LL m m± 000000 000000 000 0D G d CD 0 0 mPII`.E% N. 3i3rriof2 FM 2`i 4'10aNu4i 111:-,,oE I`PifylAi f1 -m 2N4A, c1 ma . t - 33 m 8321r-000000 dddddd 000 cdc000 00 ddd d OOd ddd d do 00 -N. 0 r.-(7 NVS )0a} 0CS NNNN 0 0 0 00). Nh N,•NNN1V -NO )000011 0000 N0N Paal 0a tlN t1 0 1- rr 00I IO MNM 10 mW �' T. 00)0 0007+) V 0M0")MM rrr 100000yy0pp 070011))01[) N 170707007 tri daitodaa •i n PICC tr7M 00 00, pp0 CO c13 O 0'!00 0i 00) 0010 O N X070 NN /•7 AN o 4 a Vggrnmm r6 tiV 2 AON � al V ryovo0arnm 2N a0 � CO N N LL LL 6 U V W W CO p�N�00 p V r r NN • h CO 00 n, OC OW N CO N ry01 r tVN71, CO N aap C./ LLCD pp hNN p 0 0 1�u1 17N7N= 11 vi 1 170 p p p 2 07 0 0 NN r ,O.0 ad M -0 p 07 07 00LL (1, 07 {7 CO 0 c707 000000 m 17070.'107 CD (fp0100 0? N0t0t777 000 N N N 0el 0 N 0707 00 N N 0 0 r 002 00 N N O o F U w 0 W 0) W-000000 '000000 000000 `d'00000 NNN NNN 000000 000000 000000 000000 N NNN NN oog 000 o00 ao0 l7M CO 000000 oao 000 oao V Y< g 0 g N. g0 0g 0 v0 Co 1-r IL . 0000 0 803030 o pp Nm 0 0 r �tN.0 0 0 0 0 )- o .�.12. a o 0 err 0 0 0 r p 10 g I- .- m-0 r M LL )000100 VaO ?v a< 10101.00010 N NNN vv 02 av N V 0 N )0 0 Vt. v N N vva 010 N a .a m'4..",L' • � �N CO 03 N AAc0 co N AAAr^ a 0a01tOi 0, c0 nr10..c0 cI3 03 0 n p na 03 03 I(BASED ON ANSI/AF&PA NDS -199'. CP m . VI 0 01111.11411010 000000 0 0 0 min 0 0 0 0 N D X70 IL 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 O O 0 7 0 0 0 0 O O lilhIi!IFF:IiI 0 0 G m m: N mm01000, N. Pat 7 0 m m N N �o } :10111110;:• o r m -d- : r 0077 sf 00 17 17 m .., m d CT# 100t4 - OSTERLY PARK j LOAD CASE N. Q •P 03 ^1 A rection 3. "'Ls Section 23.10 !iIIIIr Coh. M NN CO0 N iiiiiiii n Nom= G Amm m 81666660 p Con O-0700.00)00 10 )01000 8800001880180811618 000)000 0 0000700 000 101010 000 N14 1p 0 0 00 (1) 10 Sm[07 roo v d001nN y)n 1.701n0 LI .1 11)0 )0 ... 01[1 )0 (g 01 m U 0: up y. U a Lo C7• a 10 aaaa0a y7 >>>., 10 10 LLLLLLLLLL i22i111I 0 0 y7 0 10 a a 00 0 0 aaaaaa 00700710)0 a a 0) 07 «000 a a 0 0 uut , =xi N N # NNN LL LL 070)0 R a 2 0 a 0) aLL 02 J 0 x00000 000000 0o0 000 o 00 . nidi�0010 n h•�}}•{NJ mhNO 2MM " fm. uli •yA' M}}^7 /0010 �M1g MCe9C.4, 10 �m' ryiii 0ryf '�� ,(p g t 00 AN MM {M f0 0 o 1fO O o l�l� O o WN 0 o W G o tih 0 o aN o O o Nf� 1011 o x o r o `a `a O 0 'NNrnN o momN01 W *001O101) O tn 0 ory'1 to N N O 'V t•1 N d'Nmm -.mm r1�Na NNNN COMM fU t�tp 10 Cl10 t1.v�1t1��••�1M1�1 Nmm ry 0 0 0 m0 oto Om r,.. o. -M W 4. T4gg Npm•t�N M 22 N��l�l(�•�•M ,-666m6 V' 1022] 4'2222 MM 1.211.2) p8p . �[_,-Odootri 0001 (018 6 COMM WO E o, o m +M�..o-- [.iN M N�Oolfr7 NO1mNNN 100000a)e03 V e0�!• V V' N mm l0OOG1 N(r7/r114Y4 Nm paamp�� Oi M CO mON O 000 acid 401 NM W f4 - Ord YNN NN V LL U V LL y mmmmmm mmmmmW o [mom V4O'd; toduidwmrm tmm1y.•1 te�p Amy V'4 (00 d33 •�o NNN 444 p th '1(1 NN .y. N .1] 0NNNMNNN LL 23 w(t11MO (m4)1 fON(!1 t(00.�1m1).� pm NNN pmpm {444 NNN M Y0N N CJ_ n^ WO. 0 0 n LL t: W W W W t7l.IMmmm W W W W W W W W W W W W tlMM W W W W MM W m W W M M 8 NNN M M 0 0 M goo NNN M M m 1- +117 toy NN SEE SECTION: _00008o wo•0Qodoo 000000 N NNNN 000000 000000 ododod 000000 N.NON NN 000 000 odd 000 M MM O 0�8 goo V o V.. O 0 0 N 00 00 0000 Q0 M U O O O O O O 1N N NNNN N 000 O O O N p N N N O e — 0....avaV.v0 U. LL m N N 2 N N 001011)010 vavvvv m a�v m m VV. m m m a m m av SIIAF&PA NDS -1997) _ LL' m NNNN M 03 M m ~n 0O(0 NNN N 000 �0mmrmm p M M M o M o MO m N m m m N iO 010101010 m comm co N M M 4)1) 'OaO LL m m O O m m O O M m 0 0 m m ..!°..q m m N M 000 000 f l I 00 13LL . . . MM 1.)m0 .-• rM (12-14) I I (BASED ON AN iiii::::i:::i:ir iiri: 7 1'11001'000'001"0'1 u:i:: 11111 0 ll 1FIEftililillit III 111111 II CT# 10014 -OSTERLY PARK I_ I g A 9 c �EIR- 4U A A c m O C N CO CO N CO N W CO W N W N m W W W W W W CO W E O Cl.i N m 1+J m N Dil+i m N t7 co (0(0(00(0 m (ti trillt7t'� N 0 O N NN N mind N W N t7 m m 1[)1f) 00 ,CMO 5 v,mmmulcrtm — m170m 17m NNN mom N Nm , �UyU 01 e000000 v 3 0 wwww w LL ±21±±± LL LL w LL LL 9 9 10111Wwo R 0 W W a j add m W 0 i m m 010101 w Z LL LL x 4100101 DD 000 0 N d 0 01t d LL 0f m J 0 e e a O o 0 aAC 0 0 o i�5 O O omnis O o 0 0 000 0 0 0 000 0 0 0 O tU, 0 0 _22.02,7i3 2aN0" 22 $mmMm N 0 ts MG,t "c^ 2 A"7, G U Nzi.); <N 0 it009 000000 ,".22,13 OOOOOOOO 4'80 Oda 002 O O O a O og 00 yyRM1pryRryv v aN2NN(Myy2(2 ryoa mo5odo 2g2Nth p.R^R 2 mmm NNS 202 ; m 7 N m_ oZ-- W M mW Gam. n433,9 N W M NfNfV NN vrr''' loo ntmS 010 7,N N 2277, 18221 rli a !°!! 7,0 O V (- m- 03m- 22 N m -000 'ada0ia a mMMaaa W 0 0V 0 00nm —t-,a44 m00Y 0 01 W W moo m M r 0 N_ 000 W mm 7 .....-,- m O N N 70 OV 't01 0LLnnma) N M N ITS WW 00 —mmmmmm lL a m mmm 0 O0 0 gg4q44 0001660 A000 Mo00 0 0 0 0 1000 44 mow m to . •-.-,..m m m 4�-y la 0 4 N 0 7, "a� N .....- . UdQppppppppppp M. LL 220222 bppo NRN N2 N 17 N U�U E (J p a a��"".-.-•- (000010(0 m m m m 0)00(0(0(0 000000 �--�-� �- •-•- MMM momm N N N MMM N m m N N 0 m 0 1- M M on 00 N tV 01- U wr.66660 0.000000 000000 000000 rstnteleir '% 0 o 0000 066600 0 0 H r a o 0 0 0 0 0 0 r r 0 000 coo D 0 0 o o r 000 0 06 o r 0 0 o o r r `§'i O o H So oaJ' 0 ,-,- w W m LL cNmO mmN rti1,rr r M to to) Too:'- N .-0 e. m- W.0000000 a ti 0 M 0 0 m V 0 10010100.0 Q o o o O o M O o m o o MOM o M v a 0 o MO o o PA NDS -1997} ,-,1-1, a(a 01� m1� m la mtrpmro m m m N m �m��.m m 0 m 0 p o O O W m 0 mmm m m 0 m 0 mm OW K =U 10(011) 1-.-+- 0 0 0 1' m 0 r rr•21� m 0 0 0 m 1-•-l- m m 0 e-1--,' 0 7, m e- 0 0 •-m- mi O„_, LL ....1001000.0 ti U o 0 0 o a o 00 0 0 110100 0 0 0 0 000 000 0 0 00 77 H m Q V e M ter.- r.- M M 10 10 M 1010 1(BASEDON AN: �G-. � Op V 1010(00100) r 10100100 0 (00) 7, 010 o t! mm 2SE 03 9 U 0 0 0i5.— ..."228 222222 r r 0 ,-, 0 0 222 r'-.- Om O r 0 0m mCLaf- —,- N lig ,m, '-M a0 MM ,... M1a mla .-. N, 6 1��N 0000) -NM . ,..„-- -.,;666 00NON,. N NNNNa q77 NN MMM 000 6 ___ n1`r moo M MM m co O N _.a f ti 0 N. - MM �N N+ N * 0 N M0 MO o v 226-222 000000 666666 S 7, O 0 0. 6 0 pmp `mNOM 0 0 0 m m 0 0 0 0 0 Mt...) 666 .4}} ' 0,2n M 000 V M M 0 0 mrn 0 7, 66 W Cma.1 QO 1] a.4<v444 0 2 m MMmm m 0 M 1t[[4]]a M m 444 m m ! 4''.4, mm m 4,aa m m M 7 122 ae O .4,— 000000 1+�1, 0 2,0220 M m',- 2 ro �•-N m m m 2 ' m^.- 0 0 r m .-.-N 0 0 m �+J 7, 2N N M ;-)(77(7) N N M M N m MMM 1.. A m m N N 0 0 N M0 m 2 7, ICT# 10014 - OSTERLY PARK Factor I Section 3.7.1.5 Section 3.7.1.5 , M O a 7 7, 7, 0O OQ100 N M M M M N N M N 100)0)0)10 RS N M 2200 M N N N 0(00 lO Oi 0 0)00 td ai t0 O m RR 0 vd O 0 —001N Z tr� ap 7, mNNN r ad tp0 000100 0N N ri 000 0 00010 . ti m 000 o 0 m ` mm .-'- AA E 1_ .2 cmmNm`0 m - T0N0'0 mm1O 000 m mm 1nn ' C' 100110 g •E 666666 0 M 0 m m tal 0 m 0 17 N1 (Ti'ti Ti m m N N ,Ti 0 N 0 0 til 0 0 dui do Ogm 6 'm. .... u 0 10 m 1 +- n m +- m m m t •-•-,-.- n m 0 m _ t n _-,_.- m O OR.' .-.-. m t 0 1 a ,-,-1 W0 Y M m 0 g v m p� N mNmm0 LL a a ±±x±±± LL LL a 000000 0 3? mw a a 000000 100)10(0(0(0 a m mm LL a 3 3 m a a N *U LL = NN N * a LL T S LL aaa m NN )t it a LL m m v 2N m a a m N at, LL tor D+L+S+.7E CT# 10014 - OSTERLY PARK LOAD CASE 1 (12-18) I (BASED ON ANSI/AFBPA NDS -1997) SEE SECTION: 2.3.1 2.3.1. 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1,4 c 0.80 (Constant) > Section 3.7.1.5 Cr KcE 0.30 (Constant) > Section 3.7.1.5 Cf (Fb) Cf (Fc) 1997 NDS Cb (Varies, > Section 2.3.10 Bending Comp. Size Size Rep. Cd (Fb) Cb Cd (Fc) Eq. 3.7-1 NDS 3.9.2 Mae.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert. Load Hor. Load <=1.0 Load (§) Plate Cd (Fb) Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc • Fce Fc fc fr1Fc th t6/ in. in. tn. 11. pif psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-frlFce) H -F Stud. 1.5 3.5 16 7.7083 28.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 986 515.42 441.22 359.37 0.81 138.53 0.335 H -F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 988 378.09 340.90 256.51 0.75 188.85 0.430 H -F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 270.48 0.79 141.63 0.364 H -F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 D.79 158.68 0.376 H -F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H -F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 39522 342.86 0.87 79.34 0244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.80 1.15 1.1 1.05 1.15 • 675 425 725 1200,000 1,388 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 18 825 28.3 1210 3.57 0.9932 2091.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 . 531 875.436 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 825 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725. 1200,000 1,366 531 875.436 449.95 388.13 339.05 0.87 79.34 0.238 H -F 42 1.5 5.5 16 7.7083 18.8 3132 3.57 02844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H -F#2 1.5 5.5 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H -F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 6426 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 108915 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 6426 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 14426 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H -F #2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1 300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 1 Title : Dsgnr: Description : Scope : Date: Job # LLRev: 580006 User: KW -06002997, Ver 5.8,0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Ca Icula [Ions Description BLDG B1/B3: GT Reactions 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 Timber Grade Douglas Mr - 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 E 3 4x10 4x10 Center Span Data Span Dead Load Live Load ft #/ft #/ft 5.00 165.00 275.00 8.00 165.00 275.00 Results Ratio = 0.2662 0.6814 Mmax @ Center in -k @X= ft tb : Actual Fb : Allowable psi 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 LL Max. DL+LL @ Right End DL LL Max. DL+LL lbs lbs Ibs Ibs Ibs Ibs 412.50 660.00 687.50 1,100.00 1,100.00 1,760.00 412.50 660.00 687.50 1,100.00 1,100.00 1,760.00 Deflections Ratio OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in -0.006 -0.041 9,551.0 2,331.8 in -0.010 -0.069 5,730.6 1,399.1 in -0.017 -0.110 ft 2.500 4.000 3,581.6 874.4 Title : Dsgnr: Description : Scope: Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Description Timber Beam & Joist BLDG B1/B3: Roof Framing Page 1 toot 4.ecw:Cal culatIon s 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 Flr, No,2 Hem Fir, No.2 Hem Fir, No.2 Hem Flr, 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 Gdd 3 Grid NE Grid 4 Grid 5 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 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 DL lbs 52.50 LL lbs 87.50 Max. DL+LL lbs 140.00 @ Right End DL lbs 52.50 LL lbs 87.50 Max. DL+LL lbs 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 UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio 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 -0.001 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 -0.001 51,354.9 -0.001 30,812.9 -0.002 1.750 19,258.1 Rev: 580006 User: KW -0602997, Ver5.8.0, 1 -Dec -2003 (c)1963-2003 ENERCALC Engineering Sofiware Title : Dsgnr: Description : Scope : Date: Job # Timber Beam & Joist Page 1 10014.ecw:Calculallon s 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 - Basle Allow psi 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 Grld 2 Grld 4 3.125x15 3.125x12 Center Span Data Span ft Dead Load #/ft Live Load ft/ft 16.00 12.00 340.00 425.00 340.00 425.00 Results Ratio = 0.9082 0.7983 Mmax @ Center in -k @X= ft tb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable 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 LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 2,720.00 3,400.00 6,120.00 2,720.00 3,400.00 6,120.00 2,040.00 2,550.00 4,590.00 2,040.00 2,550.00 4,590.00 [Deflections Ratio OK Deflection OK Center DL Defl in -0.317 -0.196 UDefl Ratio 605.9 735.3 Center LL Defl in -0.396 -0.245 UDefl Ratio 484.7 588.3 Center Total Defl in -0.713 -0.441 Location ft 8.000 6.000 UDefl Ratio 269.3 326.8 L( Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 01983-2003 ENERCALC Engineering Soliware Description Title : Dsgnr: Description : Scope: Date: Job # Timber Beam & Joist BLDG B2/B4: Roof Framing Page 1 10014.ecw:Celculations 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 Grid 1 2.2x8 Grid 3 2-2x8 3.000 3.000 7,250 7.250 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No 850.0 150.0 1,300.0 1.150 Sawn No Grid A/E 2-2x8 3.000 7.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No Grid 4 2-2x8 3.000 7,250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No Grid 5 2-2x8 3.000 7.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No Center Span Data Span ft 3.50 2.50 3.50 2.50 3.50 Dead Load #/ft 240.00 30.00 30.00 240.00 30.00 Live Load #/ft 400.00 50.00 50.00 400.00 50.00 Results Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477 Mmax @ Center in -k 11.76 0.75 1.47 6.00 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 447.5 28.5 55.9 228.3 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 3.6 6.3 28.7 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ 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 in Location ft UDefl Ratio in in -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 # Rev: 580006 User: KW -0602997, Ver S.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculatlons Description BLDG B: L3 Framing (1 of 2) Timber Member Information Timber Section Beam Width In 3.000 3.000 3.000 0.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 11.250 0.000 7.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade i 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 1,000.0 1,000.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 95.0 95.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.150 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No GR 1 GR 2 GR D2 GR 4 GR S STR XFER 2-2x8 2-2x8 2-2x12 2.20 2-2x12 2-2x12 Center 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 in -k @X= ft fb : Actual Fb : Allowable fv : Actual Fv : Allowable psi psi Pp' 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 lbs 187.50 LL lbs 129.12 Max. DL+LL Ib's 316.62 @ Right End DL lbs 187.50 LL lbs 129.12 Max. DL+LL lbs 316.62 262.50 180.77 443.27 262.50 180.77 443.27 240.00 640.00 880.00 240.00 640.00 880.00 0.00 0.00 0.00 0.00 0.00 0.00 262.50 180.77 443.27 262.50 180.77 443.27 210.00 560.00 770.00 210.00 560.00 770.00 310.31 827.50 1,137.81 139.69 372.50 512.19 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 -0.001 -0.004 -0.001 I 28,183.6 10,271.0 39,551.8 in -0.001 -0.003 -0.003 40, 924.8 14, 914.3 14, 831.9 in -0.002 -0.007 -0.004 ft 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 Description BLDG 6: L3 Framing (2 of 2) Page 1 10014.ecw: Calcul atIons 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 Fir, 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 NE2 A/E3 A/E 6x8 5.125x7.5 2-2x8 Center Span Data Span ft Dead Load #/ft Uve Load #/ft Dead Load #/ft Live Load #/ft Start ft End 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 psi - - Fb : Allowable psi fv : Actual Fv : Allowable 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 Ratio OK Deflection OK Deflection OK Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio -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 : L( Rev: 580006 User: KW -0602997, Ver 6.8.0, 1 -Dec -2003 Timber Beam & Joist 011983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (1 of 2) Job # Date: Page 1 10014.ecw:Ca lculalions 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 1.500 11.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn Repetitive GR 2 6x8 5.500 7.500 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.000 Sawn No GR E2 2-2x12 3.000 11.250 0.00 Hem Flr, No.2 850.0 150.0 1,300.0 1.600 Sawn No 2.5 2-2x12 3.000 11.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.000 Sawn No STR 2.2x12 3.000 11.250 0.00 1,000.0 95.0 1,600.0 1.000 Sawn No XFER 2-2x12 3.000 11.250 0.00 1,000.0 95.0 1,600.0 1.000 Sawn No GR E 6x8 5.500 7.500 0.00 Douglas Fir - larch, No.2 900.0 180.0 1,600.0 1.000 Sawn No Center Span Data '1 Span ft 4.00 3.50 4.00 16.00 3.50 16.00 3.50 Dead Load #/ft 20.00 570.00 20.00 37.50 120.00 15.00 165.00 Live Load #/ft 53.30 465.00 53.30 100.00 320.00 40.00 440.00 Point #1 DL lbs 210.00 LL lbs 560.00 @X ft 1.500 Cantilever 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 Mmax @ Center in -k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 @ 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 LL Max. DL+LL @ Right End DL LL Max. DL+LL lbs lbs lbs lbs lbs lbs -130.00 106.60 -23.40 570.00 464.85 1,034.85 997.50 813.75 1,811.25 997.50 813.75 1,811.25 30.00 -1,555.05 -1,525.05 90.00 5,144.85 5,234.85 297.50 800.00 1,097.50 342.50 913.26 1,255.76 210.00 560.00 770.00 210.00 560.00 770.00 310.31 827.50 1,137.81 139.69 372.50 512.19 288.75 770.00 1,058.75 288.75 770.00 1,058.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Deft UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio m in in ft 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 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 Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl in Cantilever LL Defl In Total Cant. Def 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 10014.ecw:CalculatIons 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:Caicula tions Description BLDG B: L2 Framing (2 of 2) [Timber Member Information GR 3.7 E5 GAR HR D+L+S+E GAR HR D+L+5 Timber Section 3,125x12 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 Timber Grade Douglas Fir, 24F- Hem Fir, No.2 Douglas Flr, 24F - Douglas Fir, 24F- 2 -2x12 5.125x13.5 5.125x13.5 Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status V4 V8 V8 psi 2,400:0 psi 240.0 ksi 1,800.0 1.000 GluLam No 850.0 150.0 1,300.0 1.150 Sawn No 2,400.0 2,400.0 240.0 240.0 1,700.0 1,700.0 1.300 1.150 GluLam GIuLam No No Center Span Data Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X Point #3 DL LL @X ft #/ft #/ft lbs lbs ft lbs lbs ft lbs lbs ft 19.50 4.00 16.50 16.50 45.00 20.00 20.00 20.00 120.00 53.30 53.30 53.30 2,040.00 2,040.00 2,550.00 2,550.00 6.500 6.500 665.00 665.00 2,203.00 2,203.00 6.500 6.500 1,200.00 6.500 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #/ft Point #1 DL LL @X lbs lbs ft 2.00 250.00 118.30 1,200.00 2.000 Results Ratio = 0.5228 0.6085 0.8988 0.8844 Mmax @ Center in -k @X = ft Mmax @ Cantilever in -k fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 94.11 9.75 0.00 1,254.8 2,400.0 Bending OK 58.2 240.0 Shear OK 0.04 0.29 -37.64 594.8 977.5 Bending OK 71.0 172.5 Shear OK 436.53 6.53 0.00 2,804.2 3,120.0 Bending OK 125.1 312.0 Shear OK 380.00 6.53 0.00 2,441.0 2,760.0 Bending OK 109.3 276.0 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs IDeflections 438.75 1,170.00 1,608.75 438.75 1,170.00 1,608.75 -85.00 -552.55 -637.55 665.00 2,202.35 2,867.35 1,804.39 4,047.60 5,852.00 1,230.61 2,784.85 4,015.45 1,804.39 3,320.33 5,124.72 1,230.61 2,312.12 3,542.72 Ratio OK Deflection OK Deflection OK Deflection OK Title : Dsgnr: Description : Scope: Date: Job # Rev: 580006 User: KW -0602997, Ver5,8,0, 1 -Dec -2003 (01983.2003 ENERCALC Engineering Software Timber Beam & Joist Page 2 10014.ecw:Ca lcula tions 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 i -0.038 Total Cant. Defl i -0.044 UDefl Ratio 1,079.2 Title : Dsgnr: Description : Scope: Date: Job # Rev: 680006 User: KW -0602997, Ver 5,60, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description BLDG B: Deck Framing Timber Beam & Joist Page 1 10014.ecw:Calculalion s [imber 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 6x8 Center Span Data Span Dead Load Live Load ft #/ft #/ft 4.00 20.00 53.30 2.00 20.00 53.30 8.00 125.00 333.00 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #/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 in -k @X= ft Mmax @ Cantilever in -k fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 1.26 1.70 -3.96 185.0 1,075.3 Bending OK 18.7 150.0 Shear OK 0.07 0.38 -3.96 185.0 935.0 Sending OK 19.7 150.0 Shear OK 42.48 3.94 -10.99 823.9 900.0 Bending OK 60.7 180.0 Shear OK Reactions @ Left End DL lbs LL ibs 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 UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in UDefl Ratio 0.000 113,250.3 -0.002 20,108.6 -0.002 1.856 22,985.7 -0.005 -0.014 -0.020 3,629.1 0.000 -0.032 93,648.8 3,031.1 0.001 -0.099 35,140.3 967.8 0.001 -0.131 1.192. 3.968 25,552.2 733.7 -0.005 0.021 -0.013 0.056 -0.018 0.077 4,036.0 625.2 Page 1 10014.eow:Calculatlons Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW0602997, Ver 5.8.0, 1 -Dec -2003 (01983.2003 ENERCALC Engineering Software Timber Beam & Joist 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 9r, No.2 Hem Flr, No.2 Hem Fir, No.2 16' OC , 12" oc 8` oc 2x12 2x12 2x12 Fb - Basic AIIow 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 Dead Load Live Load ft #/ft #/ft 16.75 20,00 53.30 19.25, 23:50 15.00 40.00 10.00 26.70 Resu Its Ratio = 0.9974 0.9884 0.9829 Mmax @ Center @X= fb : Actual Fb : Allowable in -k ft psi 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 LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 167.50 446.39 613.89 167.50 446.39 613.89 144.37 117.50 385.00 313.72 529.37 431.22 144.37 117.50 385.00 313.72 529.37 431.22 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl 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: 580006 User; KW -0602997, Ver 5.8.0, 1 -Dec -2003 01983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Ca l culatlons Description CODE MAX JOIST SPANS LL=30PSF Climber 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 Flr, No.2 Hem Fir, No.2 Hem Fir, No.2 15" OC 12" OC 8" OC 2x12 2x12 2x12 Fb - Basic Allow ps Fv - Basic Allow ps Elastic Modulus ks Load Duration Factor Member Type Repetitive Status 850.0 850.0 850.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1.000 1.000 1.000 Sawn Sawn Sawn Repetitive Repetitive Repetitive Center Span Data Span Dead Load Live Load ft it/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= in -k ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi LReactions 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 @ Left End DL tbs LL lbs Max. DL+LL tbs @ Right End DL lbs LL lbs Max. DL+LL lbs 185.00 370.00 555.00 185.00 370.00 555.00 159.37 318.75 478.12 159.37 318.75 478.12 128.75 257.50 386.25 128.75 257.50 386.25 L Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in UDefl Ratio Center LL Dell in UDefl Ratio Center Total Defl In Location ft UDefl Ratio - 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: KW0602997, Ver 5.8,0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw,Calculations Description BLDG C: Roof Framing Timber Member Information Timber Section Beam Width in 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 Grid 1 Grld 2 Grld 5 Grld 6 Grld 5 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 3.000 3.000 3.000 3,000 3.000 7.250 7.250 7.250 7.250 7.250 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Flr, No.2 850.0 850.0 850.0 850.0 850.0 150.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn Sawn No No No No No Center Span Data Span Dead Load Live Load ft #/ft #/ft 3.50 30.00 50.00 2.50 30.00 50.00 2.50 30.00 50.00 3.50 240.00 400.00 3.50 30.00 50.00 Results Ratio = 0.0477 0.0243 0.0243 0.3815 0.0477 Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable in -k ft psi psi 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 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 52.50 87.50 140.00 37.50 62.50 100.00 37.50 62.50 100.00 37.50 420.00 62.50 700.00 100.00 1,120.00 37.50 420.00 62.50 700.00 100.00 1,120.00 52.50 87.50 140.00 52.50 87.50 140.00 Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl in Location ft UDefl Ratio Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK - 0.001 -0.000 -0.000 -0.007 51,354.9 140,917.9 140,917.9 6,419.4 -0.001 -0.000 -0.000 -0.011 30,812.9 84,550.7 84,550.7 3,851.6 - 0.002 -0.001 -0.001 -0.017 1.750 1.250 1.250 1.750 19,258.1 52,844.2 52,844.2 2,407.3 -0.001 51,354.9 -0.001 30,812.9 -0.002 1.750 19,258.1 Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 • (c)1983.2003 ENERCALC Engineering Software Description Title : Dsgnr: Description : Scope : Date: Job # Timber Beam & Joist Page 1 10014.ecw:Calcula Ilons BLDG C; L3 Framing (1 of 2) Timber Member Information Timber Section 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 Flr, 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 ps 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 GR 1 GR 2 GR D2 2-2x8 2-2xB 6x8 GR D3 GR D4 GR5 GR6 2x12 2x12 2-2x8 2-2x8 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 50.00 165.00 440.00 165.00 165.00 130.00 440.00 440.00 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 (41X= ft fb : Actual Fb : Allowable fv : Actual Fv : Allowable 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 27.45 2.75 532.4 850.0 Bending OK 46.9 150.0 Shear OK 18.38 2.25 580.8 850.0 Bending OK 70.7 150.0 Shear OK 14.52 2.00 458.9 850.0 Bending OK 57.6 150.0 Shear OK 1.69 1.25 64.2 1,173.0 Bending OK 8.1 172.5 Shear OK 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 187.50 262.50 453.75 371.25 330.00 129.12 180.77 1,210.00 990.00 880.00 316.62 443.27 1,663.75 1,361.25 1,210.00 187.50 262.50 453.75 371.25 330.00 129.12 180.77 1,210.00 990.00 880.00 316.62 443.27 1,663.75 1,361.25 1,210.00 162.50 62.50 225.00 162.50 62.50 225.00 262.50 180.77 443.27 262.50 180.77 443.27 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 In ft -0.001 -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 28,183.6 10,271.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 -0.001 -0.003 -0.036 -0.018 -0.011 -0.000 -0.003 40,924.8 14,914.3 1,831.4 3,077.7 4,382.2 84,550.7 14,914.3 -0.002 -0.007 -0.050 -0.024 -0.015 -0.001 -0.007 1.250 1.750 2.750 2.250 2.000 1.250 1.750 16,689.8 6,082.3 1,331.9 2,238.4 3,187.0 23,486.3 6,082.3 Page .1mail 10014.ecw;Calculalions Title : Dsgnr: Description : Scope: Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Sollware Timber Beam & Joist 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 Fir, 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 AIIow ps Fv - Basic AIIow ps Elastic Modulus ks Load Duration Factor Member Type Repetitive Status 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 LCenter Span Data Span ft Dead Load #/ft Live Load #/ft Dead Load #/ft Live Load #/ft Start ft End ft LResults 2.50 5.00 7.50 150.00 150.00 150.00 400.00 400.00 400.00 280.00 280.00 280.00 300.00 300.00 300.00 3.00 150.00 400.00 280.00 300.00 Ratio = 0.3436 0.6850 0.9341 0.4948 Mmax @ Center in -k @X= k ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 10.59 1.25 403.1 1,173.0 Bending OK 50.7 172.5 Shear OK 42.37 2.50 669.6 977.5 Bending OK 79.4 172.5 Shear OK 95.34 3.75 1,004.4 1,075.3 Bending OK 94.4 172:5 Shear OK 15.25 1.50 580.5 1,173.0 Bending OK 70.1 172.5 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL -I -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 Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio In in in ft Ratio OK Deflection OK Deflection OK Deflection OK -0.003 9,831.5 -0.005 6,039.3 -0.008 1.250 3,741.2 -0.013 4,591.7 -0.021 2,820.6 -0.034 2.500 1,747.3 -0.044 -0.006 2,040.8 5,689.5 -0.072 -0.010 1,253.6 3,495.0 -0.116 -0.017 3.750 1.500 776.6 2,165.0 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0802997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Cal culatI ons Description BLDG C: L2 Framing 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 jst D 2-2x12 3.000 11.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.000 Sawn No GR 3 GR DE GR4 GR 5 3.2x12 6x8 6x12 5.125x13.5 4.500 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 1.000 1.000 Sawn Sawn No No 5.500 5.125 11.500 13.500 0.00 0.00 Douglas Fir - Douglas Fir, 24F - Larch, No.2 V4 900.0 180.0 1,600.0 1.000 Sawn No 2,400.0 240.0 1,800.0 1.000 GluLam No 3ST 4-6 2x12 1.500 11.250 0.00 Hem Flr, No.2 850.0 150.0 1,300.0 1.000 Sawn No Center Span Data Span ft 5.50 18.00 4.00 18.00 17.50 4.00 Dead Load #/ft 20.00 45.00 165.00 45.00 435.25 20.00 Live Load #/ft 53.30 120.00 440.00 120.00 315.00 53.30 Dead Load #/ft 165.00 Live Load Start End #/ft ft ft 440.00 Cantilever Span Span ft 2.00 2.00 Uniform Dead Load #/ft 500.00 20.00 Uniform Live Load #/ft 650.00 53.30 Point #1 DL lbs 326.70 LL lbs 120.00 @ X ft 2.000 Results Ratio = 0.5131 0.9035 0.6258 0.7350 0.9225 0.4640 Mmax © Center in -k 0.03 80.19 29.04 80.19 344.65 0.00 @ X = ft 0.26 9.00 2.00 9.00 8.75 0.00 Mmax @ Cantilever in -k -27.60 0.00 0.00 0.00 0.00 -12.48 lb : Actual psi 436.1 844.8 563.2 661.5 2,213.9 394.4 Fb : Allowable psi 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 fv : Actual psi 55.2 39.4 60.5 31.6 124.1 46.7 Fv : Allowable psi 150.0 150.0 180.0 180.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs -126.82 405.00 660.00 405.00 3,808.44 -133.35 LL lbs 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 Max. DL+LL lbs 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 @ Right End DL lbs 1,236.82 405.00 660.00 405.00 3,808.44 580.05 • LL lbs 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 Max. DL+LL lbs 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 UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in in ft 0.006 10,335.4 0.007 9,242.9 0.014 3.278 4,880.7 -0.153 1,410.6 -0.408 529.0 -0.561 9.000 384.7 -0.006 7,812.7 -0.016 2,929.8 -0.023 2.000 2,130.7 -0.095 2,266.6 -0.254 850.0 -0.349 9.000 618.2 -0.486 432.5 -0.351 597.5 -0.837 8.750 250.9 0.005 9,931.3 0.001 34,153.1 0.006 2.400 7,722.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8,0, 1-Dec•2003 (01983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 2 10014.ecw:Cal cula1Ions 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: KW0602997, Ver 5.8.0, 1 -Dec -2003 (c)1980.2003 ENERCALC Engineering Soflware Timber Beam & Joist Page 1 10014.ecw:Calcul atlon s Description BLDG C: Deck Framing Timber Member Information jst jst bm Timber Section 2x10 2x10 6x8 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 [Center 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 Uniform Dead Load Uniform Live Load ft #/ft #/ft 2.00 20.00 53.30 2.00 20.00 53.30 1.50 125.00 333.00 Results Ratio = 0.1131 0.0880 0.8203 Mmax @ Center @X= Mmax @ Cantilever fb : Actual Fb : Allowable fv : Actual Fv : Allowable in -k ft in -k psi psi psi psi 2.51 2.40 -1.76 117.5 1,075.3 Bending OK 17.0 150.0 Shear OK 0.76 1.32 -1.76 82.2 935.0 Bending OK 11.1 150.0 Shear OK 38.07 4.22 -6.18 738.3 900.0 Bending OK 49.7 180.0 Shear OK Reactions @ Left End DL lbs 42.00 LL lbs 133.25 Max. DL+LL lbs 175.25 16.67 399.96 79.95 1,109.25 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 in -0.001 0.000 -0.034 UDefl Ratio 44,186.7 562,653.4 3,029.8 Center LL Defl in -0.006 -0.001 -0.099 UDefl Ratio 10,295.6 47,664.8 1,029.4 Center Total Defl in -0.007 -0.001 -0.133 Location ft 2.460 1.416 4.250 UDefl Ratio 8,360.0 48,711.9 768.4 Cantilever DL Defl In 0.000 -0.001 0.017 Cantilever LL Defl in 0.001 -0.003 0.046 Total Cant. Defl in 0.002 -0.004 0.063 UDefl Ratio 27,379.8 12,992.4 568.8 #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) IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW „ CT PROJECT # : 10014 - Osterly Park - Building B4.2„ Step # 1. OCCUPANCY CATEGORY TYPE =': 2015 IBC Table 1604.5 ASCE 7-10 Table 1.5-1 2. IMPORTANCE FACTOR Is=1.00 _ 711 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. = t,D.._ Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss=`1;47 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1=;0.51, Figure 1613.3.1(2) Figure 22-2 Latitude = 147:47 . N Longitude =1-122.29 W http://earthquake.usgs.gov/designmaps/us/application.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient (short period) Fa= ;1.00 g Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv =1.50 m Figure 1613.5.3(2) Table 11.4-2 SMS = Fa * Ss SMS = 1.47 EQ 16-37 EQ 11.4-1 SMI = Fv * Si SMI = 0.76 EQ 16-38 EQ 11.4-2 Sos= 2/3 * SMS SDS= 0.98 EQ 16-39 EQ 11.4-3 Sol = 2/3 * SM1 Sol = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs ='l7': ! Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = '0 Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC =10 Max. Max. 11.(N&S) Wood structuralpanels R - - N/A Table 12.2-1 front to back 12.(N&S) Response Modification Coef. R= .6:5 Y N/A Table 12.2-1 13.(N&S) Overstrength Factor no = '3'.0. N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor Co= 4.0, : ; N/A Table 12.2-1 11.(E&W),Wood structural panels - N/A Table 12.2-1 side to side 12.(E&W) Response Modification Coef. R= 6:5..._ N/A Table 12.2-1 13.(E&W) Overstrength Factor 00= '3.0. N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 40: _ _ N/A Table 12.2-1 15. Plan Structural Irregularities - ;No = `" ---.. i N/A Table 12.3-1 16. Vertical Structural Irregularities - *No � .�� ? N/A Table 12.3-2 17. Permitted Procedure Equiv: Lateral:Force - Table 12.6-1 Page 1 SHEET TITLE: CT PROJECT # : IBC EQUIV. LAT. FORCE N&S N&S: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 10014 - Osterly Park - Building B SOS= SD1 = R= IE _ S1= Cs = Sos/ (R/IE) Cs = SDI / (T*(R/IE)) Cs = (Sol* TL)/ (T1*(R/IE)) Cs=0.044* SDS•IE >0.01 Cs = (0.5 S1)/(R/IE) 0.98 0.51 6.5 1.0 0.51 (for T<TL) (for T>TL) CONTROLLING DESIGN BASE SHEAR = hn = x G= T k = 0.150 W 0.337 W 0.000 W 0.010 W 0.039 W 0.150 W 26.00 (ft) 0.75 ASCE 7 (Table 12.8-2) 0.020 ASCE 7 (Table 12.8-2) 0.230 ASCE 7 (EQ 12.8-7) 1 ASCE 7 (Section 12.8.3) 0=, ASCE 7 (Section 11.4.5: Figure 22-12) 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 Si> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) DIAPHR. Story Elevation Height AREA LEVEL Height (ft) h, (ft) (sqft) Roof. - 26.00 26.00 1575 3rd (Upper) 8.00 18.00 18.00 ; 1364 2nd (Main) 9.00 9.00 9.00 ..;1364 1st (SOG) 9.00 0.00 C. = DL w, w * hk vu * h.k DESIGN SUM (ksf) (kips) (kips) Ew * hk Vi DESIGN Vi 0.020 31.5 819.0 0.47 0.025 34.1 613.8 0.35 0.025; 34.1 306.9 0.18 4.94 4.94 3.70 8.65 1.85 10.50 SUM = 99.7 1739.7 1.00 10.50 E = V = 15.00 (LRFD) 0.7 E = 10.50 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, s F; w ` w FPx = EF; * wx LEVEL (kips) (kips) (kips) (kips) (kips) Ew Roof 4.94 4.94 31.5 31.5 6.16 4.94 3rd (Upper) 3.70 8.65 34.1 65.6 6.67 4.50 2nd (Main) 1.85 10.50 34.1 99.7 6.67 3.59 1st (SOG) 0.4 * SDS* IE * Wp FPx Max. 12.32 13.34 13.34 0.2 * SDS* IE * Wp FPx 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 = S1= CS = SDS / (R/IE) Cs = SD1 / (T*(R/IE)) CS = (SD1 * TL)/ (TZ*(RAE)) Cs=0.044* SDS Is >0.01 Cs = (0.5 S1)/(R/IE) 0.98 h„ = 30.00 (ft) 0.51 x= - 0.75 ASCE 7 (Table 12.8-2) 6.5 C1 = 0.020 ASCE 7 (Table 12.8-2) 1.0 T = 0.256 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 = TL = 0.150 W 0.303 W 0.000 W 0.010 W 0.039 W 0.150 W 6 ASCE 7 (Section 11.4.5: Figure 22-12) 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) C. = DIAPHR. Story Elevation Height AREA DL w, w * hk * h," DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Zw * hk Vi DESIGN Vi Roof - 3rd (Upper) 10.00 2nd (Main) 10.00 1st (SOG)' 10.00 30.00' 20.00 10:00 0.00 30.00 20.00 1364 10.00 1364 0.020 0.025 0.025 SUM = E=V= 0.7 E = 31.5 34.1 34.1 945.0 682.0 341.0 0.48 0.35 0.17 5.04 5.04 3.64 8.68 1.82 10.50 99.7 1968.0 1.00 10.50 15.00 (LRFD) 10.50 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 DIAPHR. F; Z. 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) vw (kips) 31.5 65.6 99.7 Design Fpx = (kips) 6.16 6.67 6.67 (EQ 12.10-1) Fpx= . Fi 0.4*SDS" IE*WI) 0.2*SDS* IE*Wp 1,14 Fp, Max. F„ 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 § a. co/ ) o [• u § 2 I 2 0 cek 0cnu Fig. 26.5-1A thru C § CO\ N I £e ILIj 0/a/E Cl) ;0'.(7.'''' 7, / �}u� mg: CC) y 2±Z$\§§. g)z�iam. t% )) C.6 CV // z 4:6 06COCOCON \\\\\\ u_ u_ /&EE \\\\ CL CL a a 4\ 00 c w g CO CO cd co co cNi NNNNN wwwww / 0 = 0 0 _0 _ LL CC CC CC -J J \ \ to- in in in in 0aQ/ 7 §r4 &+ a®& °§■a © / coco cCQCV III 11 1 /\\\\\\\)/\/�} »�t==w 2 II ai ID u) \ J 77 /\ ps= \*Kzt*I*p,3o= 11 I I 11 W R / =\ f / Z di \ r �Lci rr= ui 32 „,6 I > u- R- \ °\ / ZZ » §§/ /� $ > d6 77§m 6o w joy _ 4 4 0) ^.: ui k 1,1 'IE *o_ eE &// it -1k- I MAIN WIND - METHOD 1 PER ASCE 7-05 Areas (N -S) Areas (E -W) • 1.00'. • 0.50= . 1.00 3,0:50 DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac Ao 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 AF= 1263 AF= 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 Wind (N -S) Wind (E -W) 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) Min/Part 2 (Max.) Min/Part 2 (Max.) Wind (N -S) (LRFD) Wind (E -W) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N -S) V (N -S) Vi (E -W) V (E -W) Vi (N -S) . V (N -S) Vi (E -W) V (E -1A!) Roof - 26.00 26.00 `:0.00; 0.00 0 00 0.00 7.88 7.88 6.36 6.36 3rd (Upper) 8.00 18.00 18.00 0.00 0.00 0:00 0.00 5.98 13.87 4.62 10.99 2nd (Main) 9.00 9.00 9.00 0.00 0.00•0.00; 0.00 6.34 20.20 4.90 15.88 1st (SOG) 9.00 0.00 V (ns). 0.00 V (e -w)= 0.00 V (n -s)= 20.20 V (e -w)= 15.88 kips kips kips(LRFD) 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 (ns)= 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) 064C 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) X0.6 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 = 1H -F or SPF S.G. =10'.43 Anc. Bolt dia. =!0.625 ASD F.O.S. Table 4.3A Seismic V seismic (SDPWS-2008) 0 ;150` 520` 7760` '980 1280` 1520 1:9604 :2560_ 10000 V s allowable modify per S. G. (divide by 2.0 FOS) (for ASD) 1 150' 242 353 4561 595i 707 911:, 1190, 4650 Table 4.3A V wind (SDPWS-2008) 0 Y �15q' 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 = i1 1/4" tong No.6 Type S or W R = 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic 1/2" w/ 1 1/4" screw V atlowable vs allowable Blocked (PER 2009 IBC) modify G7 G4 2G7 2G4 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 Design Wind N -S V i = 4.73 kips Sum Seismic V i = 4.94 kips Sum Wind N -S V i = 4.73 kips per SDPWS-2008 Table 4.3.3.5 Wind Wind E.Q. E.Q. Wall ID T.A. Lwall Logy eft C 0 w dl V level V abv. V level V abv. (klf) (kip) (kip) (kip) (kip) (sqft) (ft) (ft) (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + W pt= 1.00 p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. 2w/h v i Type Type vi OTM Row Unet Usum OTM ROTM Unet Usum Usum Of) (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 0.0 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 0.00 395 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 0.28 395 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 0.0 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 - , 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 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 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 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 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 0.00i 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 party party c - C+ Notes: 1580 59.0 59.0 = Leff. 4.73 0.00 4.94 0.00 EV,Mnd 4.73 EV EQ 4.94 denotes with shear transfer denotes SB Shear Panel U m CO 0) c as Y Y D) N N • 00 11 11 > > 99 zz • mic .F. rnc E = a) C) co co an Y Y O N N (D M O 11 11 > > V C/ E E N H c nin E n N O O O O N N O O O h N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a- M 0 0 0 0 0 O 0 0 0 a- M o 0 o 0 O 0 O O 0 0 0 O 0 0 0 0 0 a- er 0 0 0 0 n- 0 0 0 e- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO r• 0 0 0 0 1- x 0 0 0 U) .- O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ✓ v O 0 o O N N 0 0 0 v v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O o 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 N N O o O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O ✓ 0 o 0 0 0 v v O o O V O O 0 O O 0 0 0 0 O O 0 0 O O O 0 0 Tr o 0 0 0 o v Ti o 0 o Ti o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • 0 0 0 0 0 v v o O o v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O (0o o O o o (0(0 0 0 0 C0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U) 6 0 0 0 0 (D w o N - N O O O O N N 0 0 0 n N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e-1.1000000000,-0100000000000000000 • O O O O O .- r- O O O r- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ✓ 0 0 0 O CDC) O O 'V O O O O O O O O O O 0 O O O O O O O Q, Q n 0 0 0 O O n 0-000N-000000 0 0 0 0 0 0 0 0 0 0 0 0 w v x 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 • .- o 0 o O o .- o o O. - O o 0 0 0 o O o o O o 0 0 0 0 0 0 0 o x 0 0 0 0 o o O o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ll.•e-0 0 0 O o r• ,- O O6 e- O O o 0 0 06 0 0 0 0 0 0 06 0 06 cc • (000000(0000(0000000000000000000 �• 2 v00000v,v,oOOVOo000O00o00oo00oOo LLI 1 Y o1 o O O O O o7 0) O O o 0) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c - CI 0 0 0 0 0) n 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O r r u1 a 0 W Wind Wind E.Q. 00 O U) N (rj Cr) M 3> v a 0) CD 23co cu a V level V abv. V level V abv. a! 1 1 1 1 T. 0 1 I I E l I I 1!!! 1! 1 1 a E l l• (0 (0 •! a E l l!! I E l I E I!! I E l I 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 co 0 (u oo o o O O O O O o 0 0 0 0 o O o O O o o O o O O O o 0 o O O o O O o O o 0 0 o O o O o O o 0 0 0 0 o O o 0 0 0 0 0 0 0 O o • 0 0 0 0 0 e 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000000000000 000000000000000000000000000000 Cr O O O O O Ct Cr O O O Ct 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 v U) p_ N O O O O O N N O O O N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U) 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 OD 1 0 0 0 0 0 co co 000010000000000000000000 0 a 0) 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 0 n • 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 6 ri G1 (00 O O O O a0 e0 O O O 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O M N ,-00000,-.-000‘-000000000000000000N- M • o 0 0 0 0= 0 0 0 e- o o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 o Ti (o a 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 0) b 0) O O O O O 0) 0) O O 0 0) O O O O O O O O O O O O O O O O O O U) 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 M, uJ U) o 0 0 0 U) U) CD C) O (D U1 0 0 0 O 0 O O' 0 0 0 0 0 0 0 0 0 0 O O O O N N O O O Ne- O'0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0) O O. OO 6.6 .O O O O 'O .6.6, O O 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 0 0. O O .O 0 0 0 0 0 0 0 0 0 0 o o 00000000 O 0 O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 o v •0 0 0 0 0 0 0 0 0 0 O. O -O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co co 0 0 0 0 (o (0 o 0 o co (0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J 0) O O O CI O' O O.'0 O O O 0 0 0 0 0 O O o 0 0 0 0 0 0 0 O 0 O O O N O O O C) O N N 'O O O N O O O 0 O O 0 0 0 0 O 0 0 0 0 0 0 0 O v 0 O o0 x 0 0 0 0 0 0.0.0 O O O 0 0 0 0 0 0 0 o co Tr v v v (0 M M Mco .0 O) O z SHEET TITLE: LATERAL - N & S (front to back) CT PROJECT # : 10014 - Osterly Park - Building 8 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.. party C party : C+ Ext. Ext. Notes: 341 0 0- 0 o.. 0 341. 341 0 0 0 341 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1364 12.0 0.0 0.0. 0.0 0.0 0.0 12.0 12.0 0.0 0.0 0.0 12.0 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 48.0 Seismic V i = 1.85 kips Sum Seismic V i = 10.50 kips per SDPWS-2008 Table 4.3.3.5 Wind Wind E.Q. E.Q. LDL eff. C 0 w dl V level V abv. V level V abv. (ft) (kit) (kip) (kip) (kip) (kip) 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 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 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 48.0 = 0.25 0.15 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: 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' L eff. 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 Design Wind N -S V i = 3.80 kips Sum Wind N -S V i = 12.12 kips pt= 1.00 p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. 2w/h v i Type Type v i OTM ROTM Unet (plf) (plf) (kip -ft) (kip -ft) (kip) 2.08 0.46 2.16 1.00 1.00 219 P6 P6 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 -- - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - - 2.08 0.46 2.16 1.00 1.00 219 P6 P6 2.08 0.46 2.16 1.00 1.00 219 P6 P6 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 -- - 0.00 0.00 0.00 1.00 0.00 0 - - 2.08 0.46 2.16 1.00 1.00 219 P6 P6 0.00 0.00 0.00 1.00 0.00 0 - -- 0.00 0.00 0.00 1.00 0.00 0 -- 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 -- - 0.00 0.00 0.00 1.00 0.00 0 -- 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 -- - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 -- - 0.00 0.00 0.00 1.00 0.00 0 - - 0.00 0.00 0.00 1.00 0.00 0 - - o.00 o.00 0.00 1.00 0.00 0 - - 8.32 1.85 8.65 12.12 Y.:VEa 10.50 253 0 0 0 0 0 253 253 0 0 0 253 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 E.Q. Wind Wind Wind Wind Max. Usum HD (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) Usum OTM ROTM Unet 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 W J 0 0 1- W F_ 0 w wa x� (n 0 (0.6 - 0.14Sds) D + 0.7 p Qe N N 0. 0. Y. Tt 0 0 00 ID ui 11 11 > > U_ E E E r) rn 0 E.Q. Wind Wind Wind Wind Max. E g o 0. 2 F a O 2 o W O w O W E.Q. E.Q. Wind 0 11 11 Q C W w Wind Wind m O u) N (.j v L/) M 0 5 v O N (/) W Ta ~ F 0 CL CL co 'iii a) 3re M N II >0) () u 0) C m t J • (u 113 •-g O• d 2 2 o a z a O > 0. a. N V level V abv. V level V abv. 0 0 a O O O O O 0 0 O O 0 O O O O O O O 0 O O O T O O O M M O (") M (0 (0 O O 0 0 0 0 0 1- T"' 0 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 O O 0 0 0 0 0 0 O O O O M 0 0 0 0) 0) O 0) 0) . . . . . . . . . . (V N 0 0 0 0 0 N N 0 0 0 0 0 0 0 0 0 0 0 0 M 0 0 0 0) 111 0 u) 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 u) u) O )n u) e -e -00 o 00T-e-Oo0o00000000000000000 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 u) u) 0 11) u) 000000000 0000000000000000un(nONu) .- c- O O O O O e- e- o O O O O O O o O O O O O O O O O O o O O I,- I. 0 0 0 0 0 N. N. O 0 0 0 0 0. 0 e-00000.--.0 � o wc000 Ci M 0 0 0 0 0 0 0 0 0 0 0 0 0 (00 0 0 m 0o 0 ro o 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 1` h o n e O o 0 0 0 0 0 0 0 0 o 0 0 0 0 o O o O 000e-0000000 0000300000000 000 Ci 6 o o 00 o 6 o 0 0 0 0 0 0 0 0 0 0 0 0 (0 (0 0 0 0 0 0 (0 (0 0000 e- O o 0 0 o r- e- 0 0 0 0 O O O 0 (o O 0 .- 0 0 O O O 0 0 o O O O O O 0 (0 (0 O 0 0 0 0 0 0 0 0 0 0 0)0)oao0000 o 0 0 0 0 0 0 0 0 0 0 M M 0 0 0 0 0 M M 0 0 0 0 0 0 0 0 0 0 0 (riuio0000(riui6 I� 1. 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E.Q. V level V abv. V level V abv. O O O 0 O O 0 O O 0 O O O O O O O O O 0 O O O O O O O 0 O O 0 0 0 O 0 O 0 O 0 O O O O O 0 O O O O O O O O O 0 O O O O O M M 0 0 0 0 0 M M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M M O M M V (O a 0 0 0 0 0 0 0 (O (O 0 0 0 0 0 O 0 O O 0 0 0 N O O O M M O M M O (0 6666666666666666666666666666666 M CO O O O O O M M O 0 0 0 0 0 0 0 o O V 0 0 0 V' V O V V V a N N 0 0 0 O O N N 0 O O O O 0 O O m m O O CO 0 0 0-- O ,- CO W . 6666666666666666666666666666666 L1 (0(00 0 0 0 0 e0 c0 0 0 0 0 0 0 0 0 0 0 0 0 Y- 0 0 0 (0 (f) 0 (n N N m a V V 0 0 0 0 0 V C 0 0 0 O O O O O O O O O m O 0 O N N O N N c0 N y 66666666666666666666666666666666 I.--1'-60000C-C-.0000000066000000,-.-0 .- .- r a a, .- 1- 0 0 0 0 0 .- a- 0 0 0 0 0 0 0 0 O O o o N o 0 0 .- r- O,- r y 666666666666666666666666666666 ._ .. . _ -'-1 . ... W N (0 0 0 0 0. O (0 6 0 0 0 0 0 0 O 0 :0 (0 O O (D 0 0 0 (0 +0 0 to N U •- .- O O O O O .- .-. O O O O O O -O 0.- - 0 0 0 0 0 .- O. N 3 V 666666666666666666666666666'666_J ll u c c C •0060006006606606666006606060066 (0 0 0 0 0 0 0 0 o g o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a N N L '.6666666666 L 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' N (n L m 6 O O CI b 0 CC/ c0 Ci 0 0 0 0 0 6 O O 4 O O (O O CI O (O (O O (O 6 J 03 § V) N N M M O O O' o O O -O O O' O O O O r r 0 0 (0 O o O N (0 3 N N M M' 0 0 'O O O M M O O O O O O O O M M O 0 0 0 0 0 C' V O .' V c0 0 0 J .. N N 0 '6 N N 0 0 0 0 0 V)• 31) 0 0 0 0 0 0 0 0 O C7 (0 0 0.0 V' V O st v v 'S CO CO - .es co a O. (0 () (0 (0 O 0 M M 0 ( N Cl N N ( M M M (.j . I.Q. V . N 10 ( () (0 (0J J J J 3j w ' W W W( W W ( T( `x ( iC ww ww C C J ( W 'W X ( W W ( -' c Lt N 0 z • SHEET TITLE: CT PROJECT # : LATERAL - E & W (side to side) 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 Design Wind NS V i = 2.94 kips Sum Seismic V i = 10.50 kips • Sum Wind N -S V i = 9.53 kips per SDPWS-2008 pt= 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 LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Us., OTM ROTM Unet Ueu , Usu , HD Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. - Ext, L i' Ext. L1 Ext. L1 Ext. L1 Int L1 Int 3 Int 3 Int L1 3- Ext. 4a Ext. 4C Ext. 4E (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 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 4.23 0.00 0.00 0.00 2.58 4.23 0.0 0.0 1.00 0.00E 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 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 92 3.3 0.0 1.00. '0.00 0.20 0.74 0.12 0.93 1.00 0.72 449 P3 P6 289 8.42 0.00 3.26 3.26 7.51 0.00 2.91 2.91 3.26 2 78 2.8.; 0.0 1.00 0.00 0.17 0.60 0.10 0.79 1.00 0.61 531 P2 P6 278 7.14 0.00 3.43 3.43 6.11 0.00 2.93 2.93 3.43 2 78 2.8; 0.0 1.00 0.00: 0.17 0.60 0.10 0.79 1.00 0.61 531 P2 P6 278 7.14 0.00 3.43 3.43 6.11 0.00 2.93 2.93 3.43 - 2 92 3.3 0.0 1,00 0.00 0.20 0.74 0.12 0.93 1.00 0.72 449 P3 P6 289 8.42 0.00 3.26 3.26 7.51 0.00 2.91 2.91 3.26 1 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 4.23 0.00 0.00 0.00 2.58 4.23 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 4.23 0.00 0.00 0.00 2.58 4.23 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 0.001 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 2 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 2 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 0.00 250 11.0 12.0 . 1.00 0.15 0.54 0.00 0.33 0.00 1.00 1.00 30 P6TN P6TN 49 2.67 4.58 -0.19 -0.19 4.31 5.94 -0.16 -0.16 -0.16 91 3.7 4.0 1.00 0.15; 0.20 0.69 0.12 0.91 1.00 0.82 345 P4 P6 242 8.25 0.51 2.58 5.13 7.12 0.66 2.15 3.78 5.13 91 3.7 4.0 1.00 0.15 0.20 0.69 0.12 0.91 1.00 0.82 345 P4 P6 242 8.25 0.51 2.58 5.13 7.12 0.66 2.15 3.78 5.13 250 11.0 12.0 1.00 0.15 0.54 0.00 0.33 0.00 1.00 1.00 30 P6TN P6TN 49 2.67 4.58 -0.19 -0.19 4.31 5.94 -0.16 -0.16 -0.16 O 0.0 0.0 1.00 0.00E 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 0.00 165 3.8 16.0 1.00 0.15` 0.36 1.26 0.22 1.66 1.00 0.83 600 2P4 P4 432 15.00 2.08 4.19 5.40 12.95 2.70 3.32 3.48 5.40 88 2.0 16.0 1.00 0.15; 0.19 0.67 0.12 0.88 1.00 0.44 1122 2P2 P4 430 7.98 1.11 5.15 5.15 6.88 1.44 4.08 4.08 5.15 88 2.0 16.0 1.00 0.15: 0.19 0.67 0.12 0.88 1.00 0.44 1122 2P2 P4 430 7.98 1.11 5.15 5.15 6.88 1.44 4.08 4.08 5.15 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 • Ext. • 5 0 0.0 0.0 1.00 • 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 Ext. 5 0 0.0 0.0 1.00 0.00j 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 - - 0 ' 0.0 0.0 1.00 0.001 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. 5 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 1.79 0.00 0.00 0.00 0.99 1.79 Ext. 5 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 1.79 0.00 0.00 0.00 0.99 1.79 1363 49.1 49.1 = L eff. 2.94 6.66 1.82 8.67 EV,.,,„d 9.60 S V EO 10.49 Notes: denotes with shear transfer denotes SB Shear Panel PORTAL FRAME ASSEMBLY For allowable holes, see SB2 and 5811 on . page 12 Single Portal Pre-cut ' wiring chase Jr r/o' gap between brace and concrete Portal straps Yz" from edges on both sides of the brace (4 straps total per brace) Column base with a minimum uplift capacity of 1,000 lbs Use one strap on each side with a minimum uplift capacity of 500 lbs per strap Concrete design is he responsibility of the design professional of record PORTAL DESIGN INFORMATION For allowable holes, see S82 and SB11 on page 12 Pre-cut wiring chase Double Portal Portal straps 1" from edges an both sides of the brace (4 straps total per brace) Portal straps 16" from edges on both sides of the brace (4 straps total par brace) scrr ,zeas toN9; Concrete design is the responsibility o 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 31' minimum and 51/4' maximum. ▪ Header depth must be 91/2" 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 7J-8620 January 2010 8 ALLOWABLE DESIGN LOADS -PORTAL FRAME Allowable Design Loads -Portal on Concrete Foundation /t=':'.f, i. }{,��Pt 111 Pili aBraceili; (Yr" 'ss ntv ,! h I r s' 6°"T 11 '' 0..'11k .: i.. n , :,.i�1•:.T';', .1: :.T }i,1 xh` �Vfrdtllt,f�lle::A;• 1 r , 1 5.1,, 1.,1� (IY44tf.�• �t�G�� IP , t( � ( (4'` �`r4' ..,,a ' ,iv,, I0'wI l"Tota�{ryf''�:i aVbr{Ical ;Bits a:: it l l �a(I1Is +, .. ? Y.(.:•/ - (.'''llkt��l$Ihln na�$�II. 1'it!,,,: -i ly !'I'C�d tlM f•V: I.I1� A(:'.l'?!.Y.�: (-39iiilrr.-1Wrnd,Ops�iB'i1i��)r�;�1;71t°:,`e iar)jL l� �ti rrr r pSuoan. , I fi' ,� (1bS�1 Y ' ,`,')a ,'_':, i.Is ...,.:.t ` Q,r4,,,,e, r•-•4; 01 " t 4 > Nh ) y - t)' Ta. 14).0q.o n:} jiJIf! , )t' iai,able:•'s ws"hear t , •irui•y(Ib4 ;'y L, (lush • t,1+ �w� ,� ta).: �. 1:1?1,: ; t. i, 4,�,,,�.? ' ji)rl (-at�r( ,A• llo ahit:,1 taanii?,; ,?(%';i0 ,.!t .r -ft iown, :� r !( pi?.y.Ob(e• . • tSlleart' 1; (11101:)...A.,. �, . "ter !S8+12z7 i;) 12" 78' 8,000 2,730 0.29 8,520 3,000 0.31 9,370 IS112X15 12":-.: ;':15' :'8,000 2520 '•';'''012''''•:-..:.':'° 8 t2D.:.r ': :.'•;2;770. ',.::k.' 9;480':!::`:: tr',>'0,1 8; 12" 9314 8,000 2,310 0.35 8,620 2,540 0.39 9,480 1 i iiS131,zx9f)I 4,12..s-:...,;10514!.: '•8;00.0'':' ::,:'1580 .: ,Oi43• ;315° :;':`. • ,. '::1,780 •:0:59. . 9;370. a:�:::: •; ' fSBi1:151 i1' 18" 78" 8,000 5,600 0.30 12,285 6,160 0.33 13,515 5 iiS3,18:17;01" ..18".;r.'u.851 '':8;000x; <':r5380:.: . ,0:d :12;925 ';: .:5910:...... 0:37 :...,14;220 F p 1 '(, g;i$B.'i1 geaa 18" 931/2" 8,000 5,150 0.37 13,510 5,665 0.40 14,860 4fiSB;'18.X9(1.)?; ::18.';:Y ::`105' 8;000:. X3;810 7. ..:0:43 "::,12,530. ' '- � "°:::':� =;(4;180+ 0:51 ,... : -13150 r,se24x'm 24° 78" 8,000 10,300 0.29 18,260 10,400 0.30 18,435 31' �il$B+2Qx81n �2q�,'., ',....1)93114°.,3,7...1.'f;00,0;';.•:8;$70 r.4..;;;-:1:9.' 37 ii18,800.:.:: 9;760:°': ;:40:42 1 -Iii 20;685,... li 'iisB24k9.e` 24" 1051/2 8,000 7,810 0.42 18,680 8,590 0.47 20,550 " IS612x_: is 12°..',:i::;;:::',93".),..'.3,, :;,8;000:::: ';:.`x1;30'0 ;?"4•;27.;::"..e...., .'ss8115 : '.:'::',',.!.'4.,,430:;!:::'' -..,..o..-3s.:.-i.:,.:.,...8;925,•s. ':r � a; : ; t"c SB':;12ac15v'i. 12' 85/" . .8,000 . 1,200 0.31 8,220 1,320 0.38 9,040 •`''iS.131 2x8 I) :;,,1P�,;:..>:, ; :83�°4:' `x8000 :? '_°' 1` 100 "%.'r '•:'::::0135`:....:; ;:'1'210 •'. ':': ' .... :;,'•:::.. ..11210 `. i:� •: •; :0:92'..:: <_;9;030.: `:;: • hiltDS42x9 ......,, )Y..; 12" 105/° 8,000 790 0.43 8,315 890 0.59 9,370 m<.t{LSBaT8x7X=...:18:_..:::,ZB".:%<'8400:!;i'••`•i:7800:::.;":':;•0:31.:;;':`;:;12;285''-:.':_1`;:'3:080':'.;::..',:.<0:36 ;'•'<::'3.3;;515:::: ". 7' S$ is i 15'•2:: 18° 851" 8,000 2,625 0.33 12,625 2,885 0.40 13,890 r.•_4i.4.#18x353,...:'•18'.:'.:.:..,.93 ::::•(:::'$'400`:.`:' %:'z2450z..'. ;t...r:11.36:';;'::.:';}"12;855''::::'::;-,::>5,'.2695::r`: .7;:,I443 ;:!.q.;1:04.0.,,"::." 6; ti.S1318z9N 18° 1051/2° 8,000 1,905 0.43 12,530 2,090 0.51 13,750 4 i$O Xliri 24.' 9.8.t''c::`8•;000,. `5;150'.::.•:=:(;0:29 .- :18;260.:°: :''.`.`':ri5;200.:; `":.'030.:;.,;{18;435, '<.` +k+S6;2Az8 § 24" 931" 8,000 4,435 0.37 18,800 4,880 0.42 20,685 7 ",S6 4x6141i:.�2�'rg_:::1d5v4.;.::``8'000:z'r;....:1..;1:005:-::.!..;;..D:42'.:.,-...:::_::.:_.:r;a0:47;? 5�...2_ . ,+ 4 .. . .. _.......:`x:181680: .....:.,•.'4;295.,. . 't 20:550..;;:;'_. � , 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) DD NOT interpolate Holdown Uplift at Allowable Shear values; use the value for the shorter brace. (3) 12" wide braces (105'1" tall or less) and 18' wide braces (1413/4" tall or less).are allowed in prescriptive applications. (4) The portal kit must be ordered separately when specifying braces over 100' tall. Allowable shear loads (lbs) Vertical bads (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, �/e" for all others. See page 18 for anchorage options. - Portal header clear spans of 8' (minimum) to 18'-6" (maximum). • Allowable Shear and Orift at Allowable Shear are for the entire portal assembly. • Portal frame assemblies are not for use on RFXs. • For shimming and furring requirements, see details on page 15 and 17. • Portal braces may be used in 2x4 or 2x6 wall framing. See S85 (page 15) and SB12 (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 Kitto 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 Toads consider the total vertical load. Vertical loads Side View Out -of -plane lateral loads (psf) (Level Shear Brace Speclfler's Guide TJ -8620 January 2010 9 0%6743 6743 !rtIV- E S arjiitit,8race:lte"t lit ric.g.;'itatiei.leMA 0.0.0.0' �.:5Y ..c�'I:1>1'.� ;i ;. .15 ,�•..8.,:s1s,�9.:.:._JD,n'1S' 'e, fila•- � ? a:i. g r°'' .�-1i1fs� Wag: :xa- , x,!'12;(;;0, rifili 1 °rg :r 4:1:2;-4. 275 255 230 205 150 110 85 a Agh 88ile (i „185..- 170:. ,,1:155 '. ,i�;135::':',125.'!...::::7j10 s '85::?• f:;l -,,,Ra*Rte PVtta 140 - 115 105 95 85 75 1) Table values based on using iLevele Portal Kitto 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 Toads consider the total vertical load. Vertical loads Side View Out -of -plane lateral loads (psf) (Level Shear Brace Speclfler's Guide TJ -8620 January 2010 9 CD 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 #1 Permit Number D17-0099 Dear Mr. Overbeck, This letter is in response to your written request for an extension to Permit D17-0099. 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 September 19, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0099 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Dear City of Tukwila b11-001 Can you please extend my permit X90 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 98165 206-7870259 Request for Extension # I Current E ,piration Date: Extension request: ylApprov :d for M-0/ days Denier' {provide explanation) Signature/Initials RECEIVED CITY OF TU KWI L.A JAN 11"4 ZU19 PERMIT CENTER 5/1/2018 0 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit No., D17-0099 OSTERLY PARK - B14 14410 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: D17-0099 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • . Fax 206-431-3665 June 14, 2017 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0099 OSTERLY PARK - B14 - 14410 34TH LN S Allan Ekberg, Mayor Jack Pace, Director Dear MIKE OVERBECK, 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. • Provide 3.5 credits for the 2015 WSEC. Clarify the options/choices selected. PLANNING DEPARTMENT: Jaimie 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, Rachelle Ripley Permit Technician File No. D17-0099 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 QERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0099 DATE: 06/19/17 PROJECT NAME: OSTERLY PARK - B14 SITE ADDRESS: 14410 34TH LN S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Deferred Submittal # after Permit Issued DEPARTMENTS: AT Aux Building Division A -W Public Works !171 7 J p, A-Wc 2717 Fire Prevention ❑ Planning Division 117 Structural Permit Coordinator ri PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 06/20/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 11 07/18/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 EBMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0099 DATE: 04/20/17 PROJECT NAME: OSTERLY PARK - B14 SITE ADDRESS: 14410 34 LANE S X Original Plan Submittal _ Response to Correction Letter # Revision # after Permit Issued Revision # .before Permit Issued DEPARTMENTS: t2 ], uilding Division JC Go-! (di/ Public Works k MO 11 R- 002 (45. Fire Prevention Planning Division Structural Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/20/17 Structural Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: ❑ Approved with Conditions Corrections Required ri Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 05/18/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Ottjr Departments issued corrections: Bldg H Fire 0 Ping g PW Staff Initials: Y� @r- 12/18/2013 Date: (#01(5-- ❑ Response to Incomplete Letter # City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: Response to Correction Letter # ❑ Revision if after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: 017- a'1oo 6o4q + (r- ( ��(K 76cdo ru c 2 -Cf -c- re;ve 6.,, rl Contact Person: / I 'e Q`( C-fs pj € ( Phone Number: 2a & r --7p7 . 6 f7 Summary of Revision: �e L L I /✓t -ed- 7 . �Y 1 reiemitic T,, f e,�S6 , (e)a.-�C 2. ilv 1-4A`z- t31t ��s. a�� 5 3) 1 , ( f -- iCrdp o -P fC rro✓-e, (e --AJ t(i r (4,1+ t , , 4- (- orrti (6(9 s (f r o ry pyp c ((91 -z -v 5:) 2l , r s' C_ r,tQ;-F -1'.2---e• RECEIVED CITY OF TUKWILA 9 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin date 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 Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Search L&l Page 1 of 2 A -Z Index Help My 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 02/24/20.14— 03/08/2018 Bond Ironshore Indemnity Inc Bond account no SUR40005200 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 05/27/2015 05/22/2015 Expiration date Until Canceled Bond history Insurance Arch Specialty Ins Co Policy no. AGL0026134-00 $1,000,000.00 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 accounts during the previous 6 year period. L&I 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 J 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 r)C11 LAD i QQ-.:S l j hi. I Of\ t-(14 t el � ... '(l .114 j _pr t h1 ft/Att.-PI/456 � � �: � t-tA�� U �, :'p l �' ::.. . _'�" � : . A� Tlt.t° 1 P et4t.1.. fn,5,. a t r.P i !ct1A a 14 :' HAV( TH a Rot7F p5.--/,1‘ , I w 1.1;,0A- (i: _6 A ): 0 2. n 4- 1441 P Tici.: EA M F . R©OP . PE: t,....5L,It I '413 3 NAV ,. 01 F F aR114T SIO I141 a00 fq 5 D ::'" ... t RP F:Greig Y COPY Permit Piet ►1 - ©O�t' ►17 ` 0106 Plan review approval is subject to errors and omissions. Approval of construction documents does not auinorize the violation of any adopted +r:de • of approved , •Id Copy dine ce: Receipt acknowledged: 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. • 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. DDrs\CO5 MIRED • HITECT ER ttiGT©N Date: City of Tukwila BUILDING DIVISION aurt_ol t Duil.vt w Ci 512il i I � (ed p t,� st A3 AA7. ARE, `.st-toc 1 c' eu r c -P . C 4 54. pGSt t j 51 ..4. 152:ARE:::si n.ct Vii. p 5Wt-P.Ar I.4 xi 2 0 •: NP:1 t V1 i4 .T No changes shall be scope of work without prior approval to the of Tukwila Buildinof ding Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 12-gr2sLIHAVA. 14. ALL chtic.Liz PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Division of DCD Approved By:, ; .5 .... Date: A OE AT 2 SEPARATE PERMIT REQUIRED FOR: ❑ lecal a Etectricaitiicai ❑ Plumbing ❑ Gas Pim City of Tukwila BUILDING DIVISION I IN 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 top of foundation wall near Location of power panel.) 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 from 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. f 1 i r(f, Fag co t— tx A tl coNcogRe.Tat . 5fwt~ 172-T411,;. martiN� n ►� rrsO -AI4::,. P' 8'2017 PERMIT CENTER •„. . '.",•...., '-',I.7.,..,.•••-;';`,......„ / I. • - / s••• •',./ ••••;• :. ....'„tL:''..:::.:-..... 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PF AF 6roP P.2OE FRAM IPLAN i l ,4k•t-T I u�UL�. 4q 2x4 TUGSe.t "Q, G, R -t$ P S.TT U U G•. z. w 4 2<4 W• RAP EspI.o.;. TW W .1015r, fiftel41;,10-: ..... Ftgef3`ror `1-0). NDTt" : FrJ \/to I-'RtzaNrAt. Figg,sT0r,5 aveg. t' is LIN, FT rAF.:N r -loon-, 401676. h0.HoRi , 1/4 1 4,W,o, x. 4 .. t1 et. 1,-4Z., TIM A sEiez :.2w. pyg-g.6 . • ::......:: s/ ct, W, Tire x . yy2 611,4;6�).1 n 04, 14 4.{4F, ivtr X A5%1146:141156 ...10i51141,Ed:777 :: 1..::.' '(> .1..A Gar:.:: . Nt�.:._....................... `r.:4"':QP.:n:l: .7.,_r::1:: ; .. ktf cte"ciX11 '°t A.f'twT$ - 2-ff w(3"xA 1/4'! WAw, 24" fit 4. 4-.I 00 P.-te r r- 2X4 $T49 G I22 a 141 6/e" �K l O - A, 13v1-11 c?. 2.9 Oa,. Ulf .JC 5."X 14,1-1 NA•54.1; T� lYt' ri41?•,1-Y • \1\1 REVIEWED FOR E �O• �PPF�OVEC� CE i. Cfi;}I • (JIIL I 0 2017 i of Tukwila BUIL®IIBI„N VLL02. wL- ..los .: CITY OF TUKWILA APR 1 8 2017 PERMIT CENTER S .VVI . , Wee—r, rit% %H 111414P -Argo. GPA -41f.45, t>E. ra.K. I C. . ° MT. Wlrr6 - :.Wit�r :TAI F :).. io4Lj�A R a t4it44 4644, G L- P ... Ct >C = ` f `- . rP? P *. " 1 iti t. 1-A�i" ICS i - `I"g►4 , :} :JQ#t ff, tz � 141-n4 -rAlvI - * sii4va, .,, - FLe914 ezt4TR OL: :LM trtE-P'..i'- 2.sq.:,r: M, i s 1. o•t".:: t4A'"C" • Ft0't" ig: Q1 -t fia t'' .06.614 ,A .• e3'WA-So (` .. Gc*M iL'' ( 14Vfak i. ; 6.; 5 MCt4 txNi "':1,S,..,1OO 3, so 1. b AAPt-'j5) iceAvE P Ffo ht p taVl P ' V 41 iL4 flOt�i`. 4 ;.)al� cal, ' cvv ..CZo157 M,4JL 6t1-4,". ..4*" d #? . i�4 f t l : 5'.:'7` M i t�fil� 2.t�" M.1t . l Pry+:. 11. .vi : 14" plkovii 2 Ft:val J +t t U D R GtZfPp�eivt�Til.I:.Y i L► t4,ruit-; ..... 41; 3' MA tMUM l t4I- ' : C�GtwAticrt. • . 1.;042"1" t:' w .t?, C. Cf f .' 1 NO09 to 4. 23 is A I?rpt', aor r r:41r to rN ' , 4(.2;44. V 14 6e3.1,, -ro l Y • eot-+ p �'C"�0r-t..., i •t3f6, 2$t4 • Cold T. p.Qt PotAT - t4M - 1.tt1 . A P eTOF t t' iwN fi r{. TAA/ -A. t i.° ► •.• X- e)RACE.. ALIw 't~001 . ARP • t2,.vosp NAP '5TArt-t1-.4:5 TO COisiPOR.t.4 ei . mF A rM F ttaCa 1..0,6, 2303 .p..Ark>._:t ARP14I:I A • tR34/f Rai s ,,,,LU..UL,,.., ,.,,L. R315.1 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 mstallation.lnsttuctions, Gdti4Rf, ' 611At.1,. AD'SAlr1 A 2h PAY '1 t44 h At~ ' f c -2.500 ami . 1H t41)( 6!latrL• attrAi11 tiDt' t I t'tni aCIU. or e4M&M'1' Pi✓K GU %O. MP riot MO+ . 't iACi. Cn •4AL.4-011 .ol=./'� //,// 14/604 P e,i< O� G0,NiP r ON c - ;So 46x zoo°' r6i uti .tro!".vl�`'n til t,&.G, t ii�l-121z tZ uiroKam4 61 EL 6t1AU. 4O11ft t''1 1'D A6'T t A616- .151 4etAM 40, cy, -o,000 r . Cat•.utyttl Titch, 1<1E P ettir etAt.. ) t .t•►.P fleste.,b ANQ ANY PAiz.-5 Mart .x Ott'11-!' VgAIMHErb 6NAt i. est,. 4gAp 40) f 40) Orth W. - 3,4ELPP Wf ge 1`'( N ft1 LGNfaf M A•IfYr 0.114 aRC'JN4 't t- 611Au. t 1? 'CA11..• w 1.1-441.1.01C-14 1.IavK6 4 t-tic}s -- 1t1. A Q,°-i6E Wt*f A. 1, 315'--14 '.`'"310-B3. 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U6E0, 6o13461-11) WIPA Ati2 NritrAli A9144 vr0.4r Atv Tot, et'1'ct icit`UI 4..1 ARM :. 1 ; i:;NGTorl 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. 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AtiP .: t":~sxt1t l t'°. t t5 14111.1COAr-o tw. 4 OU/'`C1 G - 2.,L'k % P`,5.1D A05, "Mt.ILAc"i"'-1 lti I.I.i').G, REVIEWED I R CODE COMPLIANCE APPROVED I11 10287 APPROVED BARKER 8715 N 119TH ST. ARCH KIRKLAND, City & Tukwila ;BUILDING DIVISION • ista . DATE A EV1510N e.AINKe t • ARCHrrECTS RECEIVED CITY OF TUKWILA APR ..1•.8 2017 TECTS T ti U 'A T E A33REVIATIONS 01000: .GENERAL REQUIREMENTS. -..THE,STRUMRAL NOTES- SUPPLEMENT.' THE PLANS • AND :SPECIFICATIONS... AN y - DISCREPANCY I: rouND.: BETWEEN THE. DRAWINGS,. NOTES, SPECIFICATIONS, SITF:.,coNDITIoNs,. ANII.ARCHITECTURAL :PLANS...SHALL BE REPORTED TO :THE.::ARCHITECTi•VA10.'SHALL„ CORRECT THE DISCREPANCy.,IN..waniNG,..ANY..WORK..COMPLETED AFTER DISCOVERY THE.. DISCREPANCY SHALL BE DONE .. AT . THE. CONTRACTOR'S ..RISK: :REFER ..TO ARCHITECTURAL. PLANS FOR OPENINGS,..ARCHITECTURAL ,TREATMENTS„..AND:1DIMENSIONSE .NOT -.SHOWN. CONSULT. MECHANICAL PLANS. FOR 'DUCTS: AND PIPES ETC NOT SHOWN, 11 -IE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHAII. NOT BE PLACED UNTIL THE WALLS ARE PROPERLY suppoRTED. TI -IE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WM ALL UTILITIES AND ADJACENT PROPERTIES, CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-555/ 1100: CODE REQUIREMENTS ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2015 INTERNATIONAL RESIDENTIAL CODE WITH COMPONENTS AS REQUIRED SUBJECT TO 2015 INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY OF TUKWLA, WASHINGTON. 01200: DESIGN LOADS LJVE LOADS ROOF (SNOW) 25 PSF FLOORS (RESIDENTIAL) • 40 PSF SNOW LOAD DESIGN DATA: Pg = 20 PSF, Pf = 14 PSF, Ce = 1,0, Is = 1.0, Ct = 1.0, WND DESIGN DATA: BASIC WIND SPEED: WIND IMPORTANCE FACTOR: WIND EXPOSURE: TOPOGRAPHICAL FACTOR: 'INTERNAL :PRESSURE. COEFFICIENT: COMPONENT/CLADDING.'WIND .PRESSURE: EARTHQUAKE:DESIGN:.DATA: SEISMIC:IMPORTANCE:FACTOR: .;SPECTRAL :RESPONSE.ACCELERATONS:. .SITE.CLASS: SPECTRAL RESPONSE COEFFICIENTS:l SEISMIC. DESIGN: CATEGORY: BASIC.* FORCE...RESISTING . SYSTEM:: DSIGN BASE.SHEAR: .• RESPONSE: MODIFICATION . FACTOR: ANALYSIS PROCEDURE:: 110 MPH (ULT.) - 85 MPH (ASD) lw = 1.0 EXPOSURE B Kzt 1.0 =pi +/- 0.18 P(C) = 25 PSF le = to Ss = 1.49 S1 = 0,56 SITE ciASS SDS = 0.99 SD1 = 0.56 SEISMIC DESIGN CATEGORY D BEARING WALL SYSTEM Cs = 0.150 W R = 6.5 (LIGHT FRAME WALLS) EQUIVALENT LATERAL FORCE 01300: GEOTECHNICAL INF ATION EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS, ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS ALLOWABLE BEARING PRESSURE 2000 PSF ACTIVE EARTH PRESSURE (YEILDING) 35 PCE ACTIVE EARTH PRESSURE (AT -REST) 50 PCF PASSIVE EARTH PRESSURE 350 PCF COEFFICIENT OF FRICTION 0.35 SOIL PROFILE SITE CLASS D ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL_ OF THE LOCAL BUILDING INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER SHOP.: DRAWING SUBMITTAL PROCESS SHOP .D.RAVANGS.. ARE. :TO . BE SUBMI TIED . TO THE ARCHITECT AND: ENGINEER:. CIF, RECORD - .FOR APPROVAL PRIOR TO FABRICATION. IF.. SHOP. DRAWINGS DIFFER FROM THE APPROVED DESIGN:.DRAWINGS,:;:NEYE.DESIGN DRAWINGS .BEARING THE SEAL AND SIGNATURE OF.:A .LICENSED-, WASHINGTON iSTATE .: STRUCTURAL :ENGINEER SHALL BE. SUBMITTED 'ALONG. W1 TH: THE SHOP :DRAWINGS TO THE::APPROPRIATEI:JURIST1DTION FOR.-APPROVAL.PRIOR...TCE FABRICATION. SHOP DRAWINGS ARE REQUIRED FOR PREFAE3RICATED WOOD TRUSSES. CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A UCENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED PLATED WOOD TRUSSES. 0t40OiJNSPEC11ONSr AND SPEaAL INVECTKINS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL BUILDING DEPARTMENT. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. 0101: STRUCTURAL OBSERVATION STRUCTLIRAL OBSERVATION IS NOT REQUIRED. 01700: EXECUTION REQUIREMENTS INSTALLATION OF ALL STRUCTURAL COMPONENTS SFIALL BE AS REQUIRED PER ALL LOCAL CODES, 02000:- SITE CONSTRUCTION • . • . • . ALL SITE CONSTRUCTION ,s0Au_ BE CONSISTENT yrrii II -1E GEOTECHNICAL ENGINEERING . . . RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION .0.1300). AND IN SUBSEQUENT. DIRECTIVES. 02260: EXCAVATION SUPPORT AND PROTECTION . EXCAVATION FOR FOUNDATIONS -SHALL BE. PER PLAN. s DOWN TO UNDISTURBED NATIVE . MATERIAL. PER THE. GEOTECHNICAL..ENGINEERING RECOMMENDATIONS, OVER -EXCAVATED AREAS.. SHALL- BE BACKFILLED _WITH .LEAN. CONCRETE. OR . PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER MAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER 'THE SHORING DRAWINGS, NOTES, AND SPECIFICATIONS. 02300: BACKF11.1. AND CCNPAC11ON BACKF1Lt_ SHAW NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL BEHIND ALL WALLS SEIALL NOT BE PLACED UN11L THE WALLS ARE PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH IHE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. 02/332: Wa/AENTAL RETAINING WALLS SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILIZED EARTH (MSE) RETAINING WALLS SHALL BE DESIGNED BY alliERs. 3000: CONCRETE CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'', CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1901 ADMIXTURES SHALL BE APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY YATH ACI 318-14 SECTION 26.4.1.4, CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO IBC SECTION 1904.a THE USE OF WATER 'SOLUBLE CHLORIDE ION SHALL NOT BE USED. THE CONTRACTOR.:SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR: APPROVAL FOUR WEBS PRIOR TO PLACING. CONCRETE MIX DESIGNS SHALL :BE REVIEWED FOR CONFORMANCE TO IBC.. SECTIONS' :1904. AND .1905. CONCRETE -MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS:: 28. DAY MAX MAX. AIR SPECIAL LOCATION STRENGTH W/C. SLUMP ENTRAINMENT INSPECTION AND Ec:(PSI) RATIO- (INCHES) (PERCENT) REQUIRED. APPLICATION 3000 .0.45 4±1. 0±1 3000 .0.45 4+1 5+1 3000 0.45 -4±1. 5±1 3000 0.45 411 5±1 2500 0.45 5±1 0±1 NO .FOOTINGS NO FOUNDATION wALLS NO .SLAB ON..GRADE PATIOS NO CURBS, WALKS, DRIVEWAYS NO ALL OTHER CONCRETE . ONE. O.QMPRESSI ON 'TEST' !MINIMUM.: SHALL .BE COMPILED FOR EyERy..lso'cuRc YARDS OR 5000 SQUARE FEET..OFESURFACEEAREA FOR EACH MIX DESIGN PLACED. EACH DAY:. A. .TEST.:. SHALL. BE.:!7.1.1-1E.-:AVERAGE., STRENGTH ...OFE TWO CYLINDERS: MADE FROM ..THE : SAME . -SAMPLE,AND.:TESTED.:_AT":11-1E..SPECIFIED-Ap: ADDITIONAL CyUNDERS'.m.Ay'.0E..MADE.FOR.... INFORMATION::REGARDING-POST TENSIONING,. FORM REMOVAL,''..STRENGTH DEVELOPMENT; OR .0117.1ER.:' PURPOSES,- CONCRETE .,51-1ALL BE ACCEPTABLEIF. 1. NO. TEST FALLS. 500 PST. BELOW.. THE SPECIFIED. STRENGTH . a THE AVERAGE.._ OF E ALL SETS OF -.3 .CONsEpu-nvE TESTS:p0ES.-Nor :FALL BELOW THE SPECIFIED STRENGTHE CONCRETE NOT MEETTNG..:THE ABOVE:.:CRITERIA.,- SHALL BE SUBJECT TO FURTHER •TESTING AT. NO. ADDITIONAL EXPENSE: TO..THE . OWNER. RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301. CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED BY ME ARCHITECT. !3100.:: REINFORCING STEEL:. .. REINFORCING STEEL DETAILING,: FABRICATION,HAND.:PLACEMENT:''SHALL BE. PER ACI: ;3.161 -.REI FORCI NO HSTEEI_ . SHALL.. MEET THE: FOELOWING REQUIREMENTS: . .ASTm A0'.15.: DEFORMED . B. ARS. GRAD.E.'49..- . FOR: :O. BARS ONLY. ASTM A-615 DEFORMED BARS GRADE :60. (4=60:KSI). FOR,#4..11pAt3s 4N0 LARGER' ASTM..r..A4706.,.DEFORMED: BARS:- GRADE 60: (f.y=60;1(S1) :FOR ALL: :WELDABLE-. BARS ASTM AE185 -SMOOTH .:BAR: (5=60.. KSI) : FOR WELDED '. W RE . FABRIC- : REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH UNLESS NOTED OTHERWISE. PROMDE LAP SPUCES PER THE LAP SPUCE SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND F0011NGS SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH ALL BAR SIZES . FORMED. SURFACE EXPOSED. TO EA -- RTH OR '1/4VEATHER #6 AND LARGER . • #5 AND SMALLER . . . . .-. . 1 1/2° CONCRETE NOT EXPOSED TO EARTH OR WEATHER WALLS AND JOISTS #14 AND #18 BARS . . . 1 1/2' #11. BARS AND ISMALLER. 1.. . . . 3/4" SLABS AND JOISTS #14 AND #18 BARS . 1 1/2" BARS AND SMALLER:,,. 1" BEAMS, COLUMNS PRIMARY REINFORCEMENT . . 1 1/2" TIES, STIRREJPS, AND SPIRALS . . 1 1/2' REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE DESIGN DRAWINGS WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN. DRAWINGS. 06071: PRESERVATIVE TREATED WOOD PRODUCTS PRESERVATIVE -TREATED WOOD SHALL BE REQUIRED FOR; ALL WOOD THAT FORMS THE STRUCTURAL SUPPORT OF THE BUIL.DING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITFIOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT ME SURFACE OR AT JOINTS BETWEEN MEMBERS. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT VATH THE EARTH. EXCEPT;. t IF LOCATED IN BASEMENTS ON11A CONCRETE PIER OR METAL PEDESTAL I INCH ABOVE 1 THE. SLAB AND SEPARATED THEREFROM BY AN I1MPERVIOUS MOISTURE BARRIER. Z IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS MOISTURE• BARRIER SEPARATION WITH EXPOSED EARTH. 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO 11HE INTERIOR OF ExTERIoR CONCRETE OR MASONRY WALLS BELOW GRADE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS'. ASSOCIATION (AWPA) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G -I85 HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL. 06100: ROUGH FRAMING SAWN LUMBER SHALL CONFORM.- TO WEST- COAST LUMBER . INSPECTION BUREAU (wCLIB) "GRADING AND DRESSING RULES"- NO. 17 LATEST EDITION. .SAWN LUMBER. SHALL BE S4S AND SURFACED DRIED; 19 • PERCENT • MAXIMUM MOISTURE CONTENT. PROTECT LUMBER. FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING. TO - MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT VATH CONCRETE OR MASONRY. Sl -IAL BE PRESERVATIVE TREATED LI.N.a PER •PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SI-IALL BE AS FOLLOWS U.N.O. PER PLAN/SCHEDULE: Fb Fv Fcp Fc E USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) WALL. SPUDS/BLOCKING 2X4, 3X4. HEM -FIR STUD . 675 150 405 800 1.2E6 2X6, 3X6 •HEM -FIR NO. 2 850 150 405 1300 1.3E6 WALL PLATES 2X4, 3X4 2X6, 3X6 JOISTS 2X„ 3X HEM -FIR HEM -FIR I IDA -DI R STUD 675 150 405 800 1.2E6 No..2: 850 150 405 1300 1.3E6 N0. 2 850 150 405 1300 1.3E6 LEDGERS 2X, 3X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6 4X DOUGLAS FIR -LARCH NO. 1 1000 180 625 1500 1.7E6 BEAMS AND .ppsis . 4X DOUGLAS:. F1R7-EARCH. :NQ. 2. .. 900 .6X. DOUGLAS - FIR -LARCH: NO. . 1 ..1 200 180 625 1350 1.6E6 170 625 1000 1.6E6 . . . . . . • :06101:::STRIJC1URAL FINGER jOINTED.•LUMBER . 'STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE STRUCTURAL FINGER -JOINTED LIJMBER• SHALL BE GRADED -UNDER AMERICAN:LUMBER . . . . . . .STANDARD COMMITTEE "PRODUCT STANDARD PS 20-99*. -LUMBER CLASSIFIED AS STUD' :USE ONLY SHALL BE LIMITED TO.VERTICAL APPLICATIONS ONLY E LUMBER WITH CERTIFIED •EXTERIOR JOINTS IS NOT RESTRICTED TO.ANY..TYPE OF LOADING. 0610 FRAMING NOTES FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN ME PLANS AND DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG --TIE. EQUIVALENT HARDWARE MAY BE USED VATFI PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH mEmBER. PROVIDE SOLID BLOCKING AT All BEARING POINTS SEE SECTION 06071 FOR FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING SCHEDULE ON SHEET 51.0. NAILS SHALL BE COMMON UNLESS NOTED OTHERINISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: NAL SIZE DIAMETER LENGTI- 8d.0.1312.5" 104 0.148 ▪ 3.0 12d 0148' 125" 16d 0.162 • 3.5 UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES SHALT_ BE 5/8 INCH DIAMETER WITH 7 INCHES MINIMUM EMBEDMENT INTO CONCRETE AND 'SHALL BE SPACED NOT MORE THAN 4 FEET APART -THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WIM ONE BOLT LOCATED NOT MORE THAN 12 INCHES NOR LES THAN 4.5 INCHES FROM EACH END OF THE PIECE A. GALVANIZED 3"X3"X1/4" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSUNK PLATE WASHERS SHALL NOT BE ALLOWED). . 06103: JOIST AND 'BEAM. HANGERS JOIST AND BEAM-HANGERS:AS NOTED IN. THE -PLANS SHALL BE - AS MANUFACTURED BY SIMPSON -.STRONG-TIE.: EQUIVALENT HARDWARE MAY. BE: USED WITH PRIOR.. APPROVAL . BY . ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALE - BE INSTALLED PER MANUFACTURERS4 SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS- NOTED OTHERWISE PER PLANS OR DETAILS: MEMBER SIZE SAWN LUMBER 3.125" WIDE GLULAM BEAM 5.125" WIDE GLULAIA BEAM 6.75" WIDE GLULAM BEAM 8.75" WIDE GLULAM BEAM MANUFACTURED WOOD "I" JOIST 1.75" WIDE PSL OR Elit. BEAM 2.69" WIDE PSL BEAM 3.5" .WDEI PSL OR Dot BEAM 5.25" WIDE PSL OR LVL BEAM 7" WIDE PSL BEAM HANGER "U" SERIES TO MATC1-F LUMBER SIZE GLT3 GLIT5 GLT7 I IGLT9 PIUS" SERIES TO MATCI-1 "I" JOIST SIZE "LBV* SERIES TO MATCH DEPTH "1.13V" SERIES TO MATCH DEPTH .a.pr SERIES TO MATCH DEPTH 'GEN" SERIES TO MATCH DEPTH "FIGLIV" SERIES TO MATCH DEPTH 06104: SHRINKAGE OF VOX) FRAMING SHRINKAGE.IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE 0616o:!,.v00o..':sHEATHING sTRucTuRg.,WOODi:SHEATHING PANELS SHALL. HAVE. ARA GRADE,,..TRAPEMARVOF'11-.1E.: AMERICAN PLriOIDO ;06.1.SS0C1ATIcr.L:. w000iSHEATHING'PANELS:..SHALL . BE: C -TI INT APA ' WiN EXTERIOR..ORIENTED : STRAND!: BOARDE,(OSB)...PANELS:sHALL:BE EXPOSURE 1. PANEESHSHALE.HAVE:::THELFOLLOW1NG'111.1PKNESS,-.,SPA.k:RATI.Np;..AND FASTENING: UNLESS:NOTED:: OTHERWISE .PER PLAN: EDGE , FIELD NAILS • Rogn- 40/2.0. cHp FLOOR!'. 3/4" -APA..:RATIEDiSTURD4141LOOR 0S9 4opo.,T440A1E-6E -,Io4 AT 127' SH EARWALL::i: 7/1e W/EXTERIORHSEE. GLUE . ,.....:. :SCHEDULE ALL. ROOF. AND FLOOR:- SHEATHIND:.P.ANELS SH ALL.-- BE INSTALLED FACE:. GR AI N PERPENDICULAR TO SUPPORTS ANO IN A STAGGEREE1.:PATTERN UNLESS NOTED OTHERWISE PER PLAN... BLOCKING'. AT INTERMEDIATE:. FLOOR.. AND ROOF 'SHEATH I NG. .JOINTS.SHALL.:NOT BE. REQUIRED UNLESS:NOTED ::OTHERWISE- PER .pLAN,:.SHEARWALL SFIEATHING: .SHALL BE BLOCKED ..AT ALL. EDGES 'WITH ..2X OR .3X .FRAMING PER .. SH EARWALL. SCH EDU LE 6176:METAL PLATE CONNECTED WOW TRUSSES PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2014, NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND IBC SECTION 23014. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE:FOLLOWING: ROOF TOP CHORD LIVE LOAD SEE SECTION 01200 TOP CHORD DEAD LOAD 10 PSF TOP CHORD DRAG LOAD SEE PLAN TOP CHORD NET WND UPUFT 7 PSF (NET) BOTTOM CHORD DEAD LOAD 5 PSF HVAC SEE MECHANICAL LIvE1 LOAD DEFLECTION L/360 061851 STRUCTURAL GLUED LAMINATED 11MBER GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWNGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330, DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: USE SIMPLE SPAN BEAM CONTINUOUS BEAM CANTILEVER BEAM COMBINATION SYMBOL SPECIES CAMBER 24F -V4 DE/DF STANDARD 24F -V8 OF/DF ZERO 24F -V8 DF/OF ZERO UNEXPOSED ..GLUED -LAMINATED -RIMER SHALL:BI-:: I NDUSTRTAL GR -ADE. • TYPICAL. :UNLESS. NOTED OTHERWISE: '-.EXPOSED.. GLUED:, .LAMINATED TIMBER SHALL BE--APPEARANC.OLASS PER ARCHITECT:: 06190: tonufAcTuftEcvwoop ?Ems: . . MANUFACTURED/ENGINEERED W000.:.BEAMS'sHALL BE THE SIZE AND. TYPE SJIOWN ON THE DRAVANGS..:AS-MANUFACIDRED By...-TRUSJOIST.:.011•:APPROVED: EQUAL STORAGE,' ERECTION, AND INSTALLATION .SHALL:.BE:PER. MANUFACTURER.- SPECIFICATIONS; MICROLAM AND:. PARALLAM .MEMBERS'SHALL...NO.T.: HAVE NOTCHES OR DRILLED • HOLES' WITHOUT .PRIOR ENGINEER- OF: RECORD APPROVAL SHOP.:DRAwiNGS.--$1-1ALL.BE.SUBmITTED.:PEW,THE REQUIREMENTS OF .SECTION 01330.. DESIGN MATERIAL: PROPERTIES SHALL BE AS FOLLOWS:: MEMBER E:1(PSI) FI) (PSI) Fcp (PSI) Fv (PSI) LVL = MICROLAM 1.9E6 2600 750 285 PSL = PARAI_LAM 2.0E6 noo 650 290 1-S.L. = 1.75" 11MEIERSTAND 1.55E6 2250 750 400 LSL RIM = 1.5" TIMBERSTAND RIM BOARD FASTENING SCHEDULE ROUGH FRAMING NAING SCHEDULE (IN LIEU OF MILE 2.304.10.1) CONNECTION 1..JOIST.T0..SI[1 OR GIRDER. 2. BRIDGING.10.JOST .3..:1X6 -.OR:LESS- SIII3FIR.• 4.- wipER..:THAN!.1.6. SPEER' TO JST 27:51j8FLOOK'TO.,45LIGIRDER. 6ESOLE PLA1E:.T0..JSTE0R.BLKG., ." "AT. BRACED.,.WALL PANEL 7. . TOP PLAT:TP.S71.1a. 8.... STUD. TO SOLE.: PLATE ..(0R)... 9.• DOUBLE' STUDS; 10,..DOUBLE TOR:KATES.. DOUBLE TOP. P.LATE;LAP SP.UCE 11...41ST/RWER.6.11(0E:10.PLATE.. 12. RIM JOIST-TOETOP PLATE._ 13. TOP :PLATE;LAP INTERSECTIONS 14: DOUBLE...2X.: JOIST/READER 15: CEILINGAISTS'TO.PLATE.. 16:.CON11NUOUS:HEADER TO STUD 17. CLC. JsT,, LAP. AT:PARTITIONS.: 18. CLG..JSE..Tp:PARALLIEL RAFTER 19: : RAFTER TO PLATE.. .. 20...1X BRACE TQ.EA-. STUDA.:PLATE 21. 1X8 . DR.. LESS....SHTO.ETO.EAEBRG,:. 22.191DER:. THAN slim...TO:ERG: 2.3.BUILTEUP......CONERSTUDS 24.BUILT-UP. GIRDERS. AND: BEAMS FASTENING (3) 0.131" X 3" TOENAILS (3)0.131! X 3" TOENAILS EA. END (2) 0.131" X 2.5" FACE NAIL (3) 0.131" x 2.5" FACE NAIL (2):0i61' X3.5" BUND & FACE NAIL 0.131" X3" AT 8' 0.C. TYP. FACE NAIL (4) 0.131" X 3" AT 16" aO. FACE NAIL (3) 0,131" X 3" END NAIL (4) 0.131" X 3" TOENAIL (3) 0,131" X3" END NAL 0.131" X 3" AT 8" 0.C. FACE NAIL 0.131" X 3" AT 8" OC Tv. FACE NAIL (20) 0.131" X 3" FACE NAILS (3) 11131 X r TOENAILS 0.131 X 3 • AT r 0.C. TOENAIL (3):0.131" X3" FACE NAIL 0.131" X 3" AT 12" FACE NAIL_ EA. EDGE (5) 0.131" X r TOENAIL (4) 0,131" X3" TOENAILS (4) 0131" X r FACE NAJL (4) 0.131" X 3" FACE NAIL (3) 0131" X 3" TOENAIL (2) 0.131" X 3* FACE NAIL (2) .0.131" x r FACE NAIL (3) 0.131" X3" FACE NAIL (3) 0.131" X 3" AT 16" at FACE NAIL 0.131" X 3" AT 12" EA. EDGE STAGGERED STRKTURA.L D RAVING SH EE: I.N XX. SHEET DESCRIPTION 51.0 STRUCTURAL NOTES S1.1 STRUCTURAL NOTES S1.2 SHEARWALL SCHEDULE AND DETAILS 51.3 HOEDOWN SCFIEDULE AND DETAILS- SZO BLDG. 81 - 84 FON. &..L2 FRMG. Sal BLDG 131 & 83 L2 & ROOF FRMG. 52.2 BLDG, B2 & B4 L2 & ROOF FRMG. 56.0 TYPICAL CONCRETE DETAILS S6.1 TYPICAL SHEAR BRACE DETAILS S9.0 TYPICAL FLOOR FRAMING DETAILS 59.1 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 A.B. ABV. ADD. ADJ. ALUM. ALT. AND AT . FEET(FOOT) INCH. (INCHES) POLINp(s), NUMBER EQUAL(S) PER ANCHOR BOLT ABOVE ADDIT1ONAl_ ADJACENT ALUMINUM ALTERNATE APPRX. APPROXIMATE(LY) ARCIIITECT(URAL) ASSEMBLY BOTTOM BELOW BOUNDARY EDGE NAILING BRACED FRAME BUILDING BLOCK BLOCKING. BELOW BEAM BRICK MASONRY UNIT BOUNDARY - NAILING BOUNDARY BOTTOM OF BOTTOM OF EXCAVATION BOTTOM OF FOOTING BRIDGE(ING) BEARING BOTTOM BETWEEN ARCH. ASSY B. BEL. BEN B.F. BLDG. BLK. BLKG, BLW BM. ENU BN BNDRY, B.O. B.O.E. B.O.F. BRDG. :BRC.. BIM, BTWN. CAMB, CANT. CF C.I.P. C.J. CL. CLG. CL.R. COL. CONC. CONN. CONST, CONT. CTSK, CTR. CAR CY d. DB DBA DBL DCW DEPT. DET. DF DIAG. DIAPH. DIM. DN, D.O. DP. 11.5, DWG. DWL (E) EA, E.E. E.F. E.J. EL EMBD. EN ENG ED EQPT. • E W EXP. EXST, EXT. FAB. FB FDN. F. F. FIN. FLO. FIR. FN F.O. F.O.C. F.O.S. F.O.W. FRMG. F.S.. :FSO FT. FRTW FTG. GA. GALV. GB. GRD. GWI3 GYP REVIEWED FOR CODE COMPLIANCE APPROVED -1. !JUL 1 0 2011 City of Tukwila BUILDING DIVISION .D.G. DR. R. RZ. RIZ. LE. L.F. CAMBER CAMBER(ED) CANTILEVER(ED) CUBIC FOOT CAST IN PLACE CONSTRUCTION JOINT CENTER LINE CEILING CLEAR COLUMN CONCRETE CONNECTION CONSMUCTTON CONTINUOS COUNTERSINK CENTER(ED) COVER VERTICAL REINF. CUBIC YARD. _PENNY(NAILS) DROPPED BEAM DEFORMED BAR ANCHORS DOUBLE -1.1 DEMAND CRITICAL WELD DEPARTMENT DETAIL DoUGLAs FIR DIAMETER DIAGONAL DIAPHRAGM DIMENSION DOWN. DITTO(REPEAT) DEEP DRAG STRUT DRAWNG(S) DOWEL(S) EXISTING EACH EACH END EACH FACE EXPANSION JOINT ELEVATION ELEVATOR EMBED(MENT) EDGE NAIL ENGINEER EQUAL EQUIPMENT EACH WAY EXPANSION EXISTING EXTERIOR FABRICATION, FLUSH' BEAM: FOUNDATION: FINISH(ED) FLANGE FLOOR FIELD: (FACE)::. NAIL.. FINISHED ..OPENING FACE::0EECONCRETE.,: FACE:OFENASONRY F40E:10E-El:STUD...I -FACE'•.10EANALL: -FRAME(ING) FAR SIDE FORMED STEEL DECK.: FEET(FOOT) .„.. „ . .FIRE RETARDANT TREATED.' WOOD FOOTING GAUGE GALVANIZE(D) GRADE BEAM GLUE LAMINATED BEAM GRADE GYPSUM WALLBOARD GYPCRETE HORIZONTAL HOLDOWN HOT DIPPED GALVANIZED HEADER HANGER HOIRTZONTAL. HORIZONTAL READER HIGH STRENGTH BOLT HEIGHT INSIDE:DIAMETER.. I NVERtELEVATION INSIDE.FACE 114, INFO. INT. JST. JT. LAT. LB. L.B. LG. LGTH, LGMF .INFORMATION, INTERIOR.: ...LATERAL •POUND(S).., -_1.45...G:BOLT(S) • LONG(ITUDINAL). *LENGTH; UGHT GAUGEMETAL FRAMING LEH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL. LSH LONG SLOTTED HOLE(S) LT. WT. LIGHT WEIGHT L.W. LIGHT WEIGHT ,MAS .MASONRY MASN. MASONRY MAT. MATERIAL MAX 1 MAXIMUM M.B. MACHINE BOLT MBM METAL BUILDING MANUFACTURER MECH. MECHANICAL M.E.J. MASONRY EXPANSION JOINT MEZZ. MEZZANINE 1 MFR. MANUFACTURER MIN.' MINIMUM . MlSC 1 MISCELLANEOUS MIL METAL (N) NEW N/A:. NOT APPUCABLE. N.L.B. NON -LOAD BEARING NO. NUMBER N.S. NEAR SIDE N.T.S. NOT TO SCALE N.W.C.NORMAL WEIGHT CONCRETE O.C. 0.0. 0.F. 0.1-I. OPNG. OPP. ORNT. OSB 0,W.J. PAR. P/C PEN PERP. PL PL PLN PLMBG PLYWD. PSF PSI PT 01.Y. R. RAD. RE: REF. REINF. REQ. R.F. R.O. R.S. SCH. SCL SCHED. SHT, SIM. 50.1, SKW. SPC. SPEC. SO. STD. STGR, SWF. STIR, SM. ST1RU ON CENTER OUTSIDE DIAMETER OUTSIDE FACE. IDOOOPRPEIPENQNSTEWEITEDBSJOIST °PP°S17 (ION) OPENING TRAND BOARD PARALLEL 'PRECAST pPP LEA riti oRN PE Et- No EDD C UG EE RL ill- A ft PLATE :PROPERTY LINE PLUMBINGPOUNDS P E FOOT •POUNDS PER SQUARE INCH PRESERVATIVE. TREATED POST TENSION(ED) 'QUANTITY RADIUS RADIUS . REFERENCE . REFERENCE REINFORCEMENT(ING) .REQUIRED . RIGID FRAME: ROUGH -.OPENING . ROUGH SAWN , . scHEDULE. STRUCTURAL COMPOSITE WOOD SCHEDULE SHEET SIMILAR. . SHRINKAGE CONTROL JOINT SKEW(ED) . SLAB ON:GRADE SPACE(S) (ING) :SPECIFTDATION(S) SQUARE . STANDARD .STAGGER . STIFFENER(S) -STIRRUP(S) STEEL STRUCTURAL STRUCT. STRUCTURAL SUSP. SUSPENDED(110N) SYMM. SYMMETRICAL T.. T.&B. TEMP. TAG, .TJ -{K. THRD. TN. TOP TOP •AND• BOTTOM: TEMPORARY.. TONGUE AND 'GROOVE THICK(NESS) THREADED TOE NAIL T.O.S. TOP OF SHEATHING(SLAB) TOP -OF WALL TRANSV„ TRANSVERSE .TOP OF STEEL TYP. TYPICAL U.N:O. UNLESS NOTED OTHERWISE LE/S UNOERSIDE V. VERT. ktir W. W/0 WD. W. H. S. W.S. WT. W. W. F. X-STG XX- STG YD VERTICAL_ VERTICAL VERIFY IN FIEgECEIVED CITY OF TUKWILA VADE(WIDTH) WTH APR I 8 2017 WITHOUT WOOD PERMIT CENTER WELDED HEADED STUDS WORK POINT WEIZED STUD WEIGHT WELDED IMRE FABRIC EXTRA STRONG DOUBLE EXTRA STRONG YARD ooqe, a. L.LJ :4) rkt UJ 0 0 LLI tal 0 ts, , „ , cf) ric) U � 3 � gi 73' v7, V1 3429 S. 144th St. Tukwila, WA 98188 LAS RE: 1/S1.1 FOR 0 RE 1/S1.1 FOR FILE: 10014_S1.0 RE: 1/S1.2 » SHEARWALL SCHEDULE - 7/16APA RATED SHEATHING W/HEM-FIR STUDS AND HEM -FIR PLATES 0 \\ BALANCE*OF••••BALANCE OF N FOR BALANCE 0 0 A -4 SECTION 0 0 SEC11ON 0 ii gclO OF SEC11ON WALL PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PANEL FIELD BOTTOM PLATE O RIM OR BLOCKING TO TOP PLATE CONN. FRAMING FOUNDATION ANCHOR BOLT - � ENGR: TRE dZ I I I TYPESHEATHING EDGE NAILING NAILING 0.148"x3.25" LTP4 DIRECT AT ADJOINING SILL PLATE SPACING SHEARWALL PER PLAN 1 BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE RE: 14/S1.1 & 10/S1.1 I 1 (3) ROWS RE: 14/S1.1 & 10/S1.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE 1 1 (3) OR (4) ROWS RE 14/S1.1 & 10/S1.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE NAILING 0 ® ROWS SPACING TOENAIL TO FRAMING A35 ONLY 10 PANEL5/8` EDGES © 0 DIA. 7" EMBED Qty P6TN 7/16" SHT. ONE SIDE 6" O.C. 12" 0.C. (1) 4" O.C. 4' O.C. N/A N/A 2x 2x 3x 48" 0.C. 48" 0.C. PEN I.,_ FLOOR SHEATHING I, LTP4 OR A35) �� LTP4 OR P6 7/16" SHT. ONE SIDE 6" 0.C. 12* O.C. (1) 4" O.C. N/A 24" O.C. 16" O.C. 2x 2x 3x 48" O.C. 48' O.C. ' 1;'•�;r RE: NOTES SECTION 06160 _;..;v ' �' - 1..w (EITHER �' '`- E' (EITHER A35) FLOOR DIAPHRAGM EDGE NAIUNG ,.ism�a�� 1' ;■■1:41 �' iIIe1.�►�.��. 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. RE NOTES SEC11ON 06160 I �;uY Ni _ M'► (4' ' r' I 2x BLKG. W/.148'DIA.x3 ®3"OC BLOCK TO RIM NOT REQUIRED FOR P6) CONT. 4x RIM CONT. 4x RIM 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 24M O.C. 22 O.C. '1,0-41. PZ 7/16 SHT. ONE SIDE » 2 O.C. r 12 O.C. (3) 6" O.C. N/A ,0' O.C. 10" O.C. (2)2x OR 3x 3x 24" 0 C. SHEARWALL PANEL EDGE NAILING 2x CONT. RIM PER SCHEDULE 41111L,mi I1 h T!� 2P4 7/16' SHT. BOTH SIDES 4" O.C. 12" O.C. (3) 5" O.C. N A0.C. / 10 O.C. 10 O C • • OR 3x (2)2x3x 2x 16� O.C. 20 O.C. � 1 PEN /►�-1�� RIM/BLOCKINGSHEARWALL 1 CONN. PER SCHEDULE A35/LTP4PER 0.131" DIA. X 2 1/2"1 r P.E.N. SCHED. i�i I �WALL }MUDSILL `-RIM JOIST OR PONY j Ill SHEATHING I 1PEN � I ' SHEATHING (2) SIDES 2P3 7/16' SHT.3" BOTH SIDESW/(12) O.C. 12 O.C. (3) " 4 O.C. N/A 8" O.C. 8' O.C. (2)2x OR 3x 2x12" 3x O.C. 16' O.C. 2P2 7/16 SHT. BOTH SIDES " 2 O.C. 12' O.C. (3) 3' O.C. N/A 6" O.C. 6" O.C. (2)2x OR 3x 2x 3x 8" »O.C. 12 O.C. SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN SCALE: NONE TYPICAL EXTERIOR SHEARWALL CONNECTION SCALE: NONE LAP SHEATHING AT FLOOR LINE SCALE: NONE TYP. EXTERIOR SHEARWALL CONNECTION SCALE: NONE TYP. EXTERIOR SHEARWALL CONNECTION SHEARWALL 1.STUDS SHALL NOT BE SPACED MORE THAN 16" O.C.. 2. RE: S1.0 SEC11ON 06100 "ROUGH FRAMING" FOR REQUIRED WALL STUD AND PLATE SPECIES 3. RE: S1.0 SECTION 06160 `WOOD SHEATHING" FOR REQUIRED SHEAR WALL SHEATHING, 4. SHEATHING PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY WITH ALL 5. FRAMING MEMBERS RECEIVING EDGE NAIUNG FROM ABUTTING PANELS SHALL NOT BE LESS 6. WHERE PANELS ARE APPLIED ON BOTH FACES OFA WALL AND NAIL SPACING IS LESS 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 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.148 X 3.25 ). FLOOR DIAPHRAGM NAIUNG SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR 10. ANCHOR BOLTS SHALL BE GALVANIZED 5/8" DIAMETER A-307 AND SHALL BE SECURED 11. GALVANIZED 3" X 3" X 0.229" (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR 12. LTP4 FRAMING PLATES SHALL BE INSTALLED WITH 12-8d X 1 1/2" (0.131" X 2 1/2') 13. A35 FRAMING ANGLES SHALL BE INSTALLED WITH 12-8d X 1 1/2" (0.131` X 1 1/2") 14. ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING 15. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. 16. WHERE BOTTOM PLATE NAILING SPECIFIES A SPACING OF 4 INCHES OR LESS NAILS SHALL 17. GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT 18. 2-2x'S IN LIEU OF 3x'S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED AND GRADE. THICKNESS AND GRADE. ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. PANEL EDGES BACKED/BLOCKED W11H 2" NOMINAL OR WIDER FRAMING. SEE NOTE 5. THAN 3" NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT "P6'. THAN 6' O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR (0.131' X 2 1/2"). BOTTOM PLATE NAIUNG. DO NOT OVER NAIL THE BLOCKING. IN PLACE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. BOLT - SEE DETAIL 8 HIS SHEET FOR PLACEMENT DETAILS. RECESSING PLATE WASHERS IN PLATES IS NOT ALLOWED. NAILS. RE: DETAILS 1, 2, 3 & 6 THIS SHEET. NAILS. RE: DETAILS 1, 2 & 3 PHIS SHEET. TO ASTM 153 OR STAINLESS STEEL BE INSTALLED IN TWO ROWS OFFSET 1/2 INCH AND STAGGERED. INTERIOR BEARING AND PARTY WALLS. PER 10/S1.2 SIM. AND BOTTOM PLATE NAILING. P 6 P 4 8c P 3 1 A DETAILING 2 00 4 OD > 3 on > 2 3 00 4 OD > 3 2 P 2 PROVIDE 3X3X0.229" PLATE WASHER U.N.O. 0 EA. ANCHOR TYP. FOUNDATION SILL PLATE AND STUDS'.- PER SHEARWALL SCHEDULE TYP. � libli-....,.. ��9. °1 �� A.BOLT PER SHEARWALL SCHEDULE �� ° • '' ' • • • • • ° • • • ' .. • , n'.• n •I. �' ' • ° �; ° ° HEAD OUT FR a ' '.d° ' ' n ... 19. WHERE BUILDING OFFICIALS ALLOW, OSB SHEATHING MAY BE APPLIED OVER 1/2" OR SHEARWALL 3/8" GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED WITH 10d NAILS (0.148" DIA X 3" LONG) SCHEDULE . n 'VIIRIM JOIST PLUMBING, MECH., ° `` ETC. FOUNDATION PER PLAN ,. IIID PLYWOOD ROOF SHEATHING DIAPHRAGM EDGE NAILING E. SCALE: 3/4" = 1'-0" SIMPSON LTP4 L - - SIMPSON LTP4 W/(12) 0.131' DIA. X 1 1/2' - - - - - - - - - - - - - - 5i c.5 a 5 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE w/(12) 0.131" DIA. X 2 1/2" WHEN APPLIED DIRECT TO FRAMING WHEN APPLIED OVER SHEATING I� ! `, .. I ' TRUSS/JOIST BLOCKING BLOCKING CONNECTION TO = 2x10 CO NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2" OF EDGE OF BOTTOM SCALE: NONE N U210 HANGER PLATE PLACEMENT ON SIDE(S) WITH AS SHOWN SHEATHING. ELSE PROVIDE OVESIZE PLATE STAGGERED/OFFSET WASHERS AS REQUIRED. 6 TYPICAL SIMPSON LTP4-r• , �, ,, _•__E3 r- IT T1 1 ' I 1 ,1 I 11- 11 I1 I - Tl �.7.,• •• • .•• - -N., 1:1....... 1.1'1!1 r 1 LtE5 PANE3 5 11•••••••••'........114. Tr I 1 11•••••••••••••••••1•14. r I 1 1 1.71 ••.•,•.•.••••• •1.1•:1 •• TOP PLATE ► EA. END !� �� ► ;>c„ U210 HANGER JOIST PER PLAN i" 1 2x10 r©i i�a _.. ©, II`i a (16" O.C. U.N.O. PER SPA. PER SCHED. SPA. PER SCHE[ 10" MIN. PER SCHEDULE 10" MIN. L.SPA. PER SCHED.USPA. PER SCHE[ PLAN) 1 i w WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING• - 1 1 1 'I II 1 I 1 ' I .- 1 1 11 II 1 N i 2x10 0 1► i► ; x EXTERIOR TYPICAL 2X6 2X6 0 16" w I I I--- N o = v, 1 I ; GARAGE GARAGE/UNIT 2X6 2X6 0 16" ` --® 1'-4" 1'-4" FOR JOIST SPANS UP TO 10" MIN. SPA. PER 1 1 STAGGER INTERIOR FIRST 2X4 2X4 0 16 " 111-0", A SINGLE JOIST MAY BE HEAD OFF TO i� d N i� I 1 i SECOND 2X4 2X4 ®16" NOTE: MINIMUM SHALL BE SIZE OF SHEATHING 2'-0" X 4'-0" 11-4"111 THIRD 2X4 2X4 ®16" ADJACENT SINGLE JOISTS I !row 1 1rei PARTY WALL)SECOND FIRST 2X4 EA. WALL 2X4 0 16" PLYWOOD FLOOR SHEATHING BLOCK ALL PLYWD. EDGES DEDICATE STUD BAY AT RE: NOTES 06160 NOT SUPPORTED FRAMING BY MEMBER. END OF SHEARWALL FOR HOLDOWN. FOR JOIST SPANS 1" ! o . Z \ 1 �� o (DOUBLE THIRD 2X4 EA. WALL 2X4 EA. WALL 2X4 0 16" 2X4 0 16" BOTTOM PLATE CONNECTION I. BETWEEN 11'-O" AND M o t 7 RE: 1, 2 & 10/S1.1 i •.1 1 . •'�•'•'•'•'•'•'•'•'•'' •I' 1 ADD'L STUDS FOR HOEDOWN 16'-0" ADD ADDITIONAL 1....` n 1110=011 -` � BEARING WALL NOTES 2x10 JOIST ADJACENT TO HEAD OUT. 1 3/4" 2" MIN. MAX. 1 3/4" 2" MAX. MIN. 1 3/4" 2" MAX. MIN. 1 3/4" 2" MIN. MAX. 1 3/4" MIN. " MAX. 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. DIAPHRAGM EDGE NAILING ••••••••• I 1'�.'.'.'.'.'.'.'.'..1'I .f' I.'.'.'.'.'.'.::;:; I PER SCHEDULE. I I I I'I I I 'i 1 I J 1'1•:•:•:•:• • •:I�I • I' 11 1.' ' ''''''CONT. . ` 2x RIM'ill REVIEWED F NOTE JOIST HEAD -OUT LOADED °- IS FOR UNIFORMLY FLOR JOISTS ONLY i I! •• i i i l » " • 2. SECURE SILL PLATES TO CONCRETE WITH 5/8 DIA. ANCHOR BOLTS WITH 7 EMBED AT 48 ON CENTER TYPICAL UNLESS NOTED OTHERWISE. REFER TO SHEARWALL AND HOLDOWN SCHEDULE FOR ADDITIONAL •-1. 1 1 I I L ---I I --- 1 1 I I - II�• I - I -- • • j I; 1 • • • • • •1�1 / W/BLOCKING IF REQUIRED { 'i JUL1�. ® 2011 1►.,� I►...I 11 . 11;7:::7iANCHOR L - 1_-- z ;t z Z Z II ,I- BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED,REFER TO THAT SECTION •c •• tlt I,I z �It I,I x !I I, �I; I �,1 ;; I I FOR CORROSION PROTEC110N REQUIREMENTS FOR CONNECTORS. m f t I- 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPUCE. PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS irilladiVAIrA � II ',� f-ti,� CC �I BLOCKING OR CONT. RIM CONNE'�ON TO TOP PLATE 10.• C1�ji ©�Tukv�lla DIVI510N PLAN -JOIST HEAD -OUT 2x4 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDES 2x6, 3x6 PLY ONE SIDE 2x6, 3x6 PLY TWO SIDES INDICATED ON THE PLANS. SCALE. 3 4" = 1'-O" / •_ '_•4. SCALE: 3/4 1 0 TOP FLOR INTERIR WALLS ARE NON-BEARING. INTERIOR GARAGE WALL BETWEEN GARAGE AND�)IIitLi6LDINt� CONDITONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. �� '� �� HOEDOWN 7 JOIST HEAD -OUT DETAILS 8 ANCHOR BOLT PLACEMENT DETAILS 9 WALL STUD SCHEDULE • � eee • • • RE: 11-17, 19/S1.2 --- --- -F.7' 1, • 1 1 I 1 1 1 �I. 1 FRAMING AT 3 5 1,1.'.'.'.'.'.'.'.'.'1+I I PANEL EDGES 1.1 .:.:.:.:.:.:.:•;•;1,1 '11' ' PROVIDE PANEL AT NAILING AT END OF WALL STUDS THAT ATTACH TO HOEDOWNS TYPICAL . AT ADJOINING PANEL EDGES PROVIDE ` 1. EXTERIOR SUPPORT BEARING 1 11 I- - - - ' 11 - -- 1.1 .'.'..'.'.'...1. I I 1 1:1:::: ' ' ' I I I I I 1' i'...'.'•'•'.' ' I PANEL EDGE NAILING AND FRAMING PER SHEARWALL SCHEDULE (STAGGER NAILS) Q5 BLOCK ALL PLYWOOD EDGES NOT " - - - - - - - - -I�- - - ^� - - J- SIM. ®2x FRAMING AT (2) ADJOINING PANEL EDGES. (1) 1 CONT. 1/2" (2) 1 1/2" CONT. 3 1/2 SOLID RIM RIM PLUS BLOCKING RIM i 1 11 i 11 1 I I 11 1 STI 11 11 I 1 t- i 11 I 2 11 .} 11 �� 1 1 r ROOF/FLOOR SHEATHING NOTES BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. - ..._ -1.1 1 1 1 1 I 1 1 1 r- 1 ( 1 ' ' ' SUPPORTED BY FRAMING MEMBERS AND 1 NAIL W/PANEL EDGE NAIUNG 3 5 GALVANIZED ANCHOR BOLT RE: 5/S1.1 BELO - - iPANEL 1 1, EDGES B.N.) ( 1 i 11I \ 11 11 - �11JI. �1� ili RIM TO BLOCKING » `� IPA_ I i I i I I h I I i - - 2. EDGE NAIUNG (P.E.N.) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS •1 1 • 1 I ►� FIELD • • • • 11'(' " W/ 3 X 3 X 0.229 GALVANIZED WASHER . ll DIA./SPACING PER SHEARWALL SCHEDULE.© W "' o \ 3 `"Ili N .148 DIA.x3 NAILS 3 = `" N 1 i 11 11 11 11 1 O CC I -LI ®3"OC TYPICAL 1 �} 1 I iiK 1 I )IK., 1 3, INTERIOR FIELD NAILING (F.N.) 12" O.C. AT BEARING SUPPORTS NAIUNG I'J'.'.'.'.'.'.'.'.'.1.1''l' ' ' ' ' ' ' ' ' ' ' 1.1'i, • F--� PROVIDE MINIMUM OF TWO BOLTS PER PLATE WITH ONE BOLT NOT LOCATED `V MORE THAN 12 INCHES OR LESS T CEIVED H (7) BOLT DIAMETERS FROM T {.0 F T U K W i L,Q EP_ n n LI •, 1 11 - I I - I I I 1 ` �. T..' lir ` \ 1 / \ / \ SEE PLANS FOR PLYWOOD THICKNESS &NAIUNG SCHEDULE 4.•11',','''''' II 1 1/4" II �'� 3/4" / 11 11 - ' 11 1 1 -TI' i ' 1 I 5. LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR• 1 . 171.'.'.'.'.'•' 11• - SEE DETAIL 8 THIS SHEET \ -..)k. .) / I \ L TO TRUSS SYSTEM FRAMING &FLOOR FRAMING. I 1 I •...1 1-)•:•••• ••'•'• • •. •1�'.' FOUNDA11ON SILL PLATE MPR $ 2017 ~ (1) ROW (2) ROWS (3) ROWS CENTERED ON CENTERED ON CENTER ON RIM BELOW RIMS BELOW RIM BELOW ••••••"- 11 I I J 1 1 `/ \• �,, ® 1 i 1 -- - 6. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8" » 7, MINIMUM PLYWOOD SHEET SIZE 2 -0 X 4 -0 1 I I I I I 1 1 •-. I 1 I•I I I I 1 1 IL---- 1 1 - I'1'.'.' .'.'.'.'.' •; •; •; ; •;•• ..• 1.1•'••.• :. '.' 1__ -• '. -. � STAGGER NAIUNG RE: SHEARWALL SCHEDULE F�� CENTER PQ HOLDOWN ANCHOR PER PLAN RE 1, 2/5,.2 cip P6TN, P6 P4 & P3 P2, 2P3, 2P4, 2P2 II & NAILS SHALL NOT BE OVER DRIVEN -JL-- ____.L1_-_ -- A •Jit , n d a .• <,L a • ' • ^ ' 14 L . : ..C •. . .. I. ". • • d•9i L� d ^ n ^ A n n v a v • ^ ' yfl v;: Emil s SCALE: NONE SCALE: NONE V CONCRETE FOUND 110N SCALE: NONE 12 TYPICAL SHEARWALL NOMENCLATUREr�BOTTOM 10 PLATE NAILING PATTERN 1 ROOF FLOOR SHEATHING LAYOUT(ELEVATION)W cf) ric) U � 3 � gi 73' v7, V1 3429 S. 144th St. Tukwila, WA 98188 ni- 0 0 FILE: 10014_S1.0 \\ ,t N NN. 0 0 A o 0 0 14) 0 ii gclO CODE UPDATE PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL 0 PLOT: 06/26/14 rilrW - U ENGR: TRE dZ I I I cf) ric) U � 3 � gi 73' v7, V1 3429 S. 144th St. Tukwila, WA 98188 CID N N 7:$ E� 0 CIO o "C::) 2,1 Oa 74)� �O 3429 S. 144th St. ila, WA 98188 H S1.2 N HOEDOWN FASTENER SCHEDULE: HF STUDS HOLDOWN PLAN o FILE: 10014_S1.0 JOB #: 10014 A HOLDOWN HOLDOWN PER PLAN 0 c' HARDWARE WOOD MEMBER/POST FASTENER ROD ANCHOR EMBEDMENT STEM DETAIL PER PLAN • I HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOEDOWN ENGR: TRE °z ', I r, ' PER ''- ,- �- HOEDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE ,,, 8 STRAP STRAP TYPE 2X4 WALL 2X6 WALL DIAMETER STEM THICKENED FOOTING STEM THICKENED SLAB (MINIMUM) SW CS16 2X4 2X6 (28) 8d N.A. N.A. _ N.A. _ N.A. PARTIAL PLAN: SHEARWALL WATH FORCE TRANSFER SCALE: 3/8" = 1'-0" 17Z:-.4 ;�� SCHEDULE �:�� MST37 (2) 2X4 (2) 2X6 (16) 16d N.A. N.A. - N.A. - N.A. 13 14 „ ,,, 4 a• •• ��' •a .' FRAMING AT PANEL EDGES PER SHEARWALL SCHEDULE i z MST48 (2) 2X4 (2) 2X6 (28) 16d N.A. N.A. - N.A. - N.A. 1. 1. •. •. ' - 111E1 - -4f-' A I- -I-ter- - _ - o _ - WINDOW [, HEAD II r --1r-1r— --11-- 1.-- --.4 II-- --1r- II #4 CONT. #4 CONT. '-� -III ►AF I ' II HEADER PER PLAN �- - II I HPAHD22 (2) 2X4 (2) 2X6 (21) 16d N.A. N.A. - 10" - 8" II I. 1 II I II HEAD/SILL CS22 X 48" HEAD SILL W/ (36) 10d NAILS II j I II I PANEL EDGE NAIUNG (P.E.N.) EDGES OF ALL SHEETS PER SHEARWALL SCHEDULE I II fi -� -' . �� c — — #•. I ��; �� C� — - STHD14 (2) 2X4 (2) 2X6 (38) 12d N.A. N.A. - - 0 U.N.O. PER PLAN 11 I1 I 14" 8" %IrWei BIM. W/ EDGE NAIUNG II i PLACE EDGE NAILS INTO SCALE. 3/4" = 1'-0" A: STRAP TYPE B: HD TYPE PER SHEARWALL SCHED. DGE NAIUNG AT SILL HEAD, KING & TRIM STUDS-�_-- I ) POST PER PLAN OR (2) 2X STUDS ( AT ENDS OF SHEAR WALLS. SCALE: 3/4" = 1'-0" HDU2-SDS2.5 (2) 2X4 (2) 2X6 (6) SDS " 1/4X2 1/2 5/8" 8" 6" ` POST & HOLDOWN PER I 11 II 1 -JL_- I I 1 11 I 1 II 1►.1 1 In I ii ii II 11 II II II -_L_- I, HOLDOWN SCHEDULE 2 E X T E R I O H O L D O 1 EXTERIOR H 0 L" D 0 HDU4-SDS2.5 (2) 2X4 (2) 2X6 (10) SDS " 1/4X21/2 5/8" 9" 6" 6 12 -� -- -.._ J 1 ! ! I ! i 1 ! HOEDOWN PER PLAN HDU5-SDS2.5 (2) 2X4 (2) 2X6 (14) SDS 1/4X2 1/2" 5/8 " ROD & PL 3/2"x3 SQ. RE: 15/S6.0 11"RE: 15/S6 0 6" 1. 1. WINDOW HEAD 4 n_ n n n n n 1 _ _ - -1 r - r - r -I r - -r - - u- - -I - - 1 STAGGER NAIUNG AT PLYWOOD JOINTS HDU8-SDS2.5 4X4 4X6 1/4X2 SDS �2" 7/B" W/NUT T&B 11" 8" .... u 1 I I 1I 11 I HEADER PER PLAN r CS22 X 48" HEAD/SILL W/ (36) 10d NAILS 1 I III 11 III I II HOLDOWN I U.N.O. PER PLAN 11 11 111 SHEARWALL SCHEDULE - TYPICAL PER PLAN HOLDOWN FASTENERS 1 BLKG. W/ EDGE NAIUNG PER SHEARWALL SCHED. II III FIELD NAIUNG - TYP. 1 I DGE NAIUNG AT SILL, III (F.N.) HOEDOWN 1 . HOLDDOWNS 16D 3. USE SCREWS 5. HOLDDOWN 6. ANCHOR CARE 7. HDU 8. RE: SHALL = .162 HALF THE ARE SDS ANCHORS BOLT SHOULD HOLDDOWNS NOTES SECTION FASTENER NOTES: BE AS MANUFACTURED BY THE SI MPSI STRONG -TI E C ANY. DIA. X 3 1/2 LONG. REQUIRED NAI LS I N EACH MEMBER BEING CONNECTED. 1/4" X 2 1/2" MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. SHALL 8E SECURED IN PLACE PRIOR TO PLACI G C C N ON RETE. „ NUT SHOULD BE FINGER -TIGHT PLUS 1 /3 - 1 /2 TURN WITH HAND WRENCH. BE TAKEN TO NOT OVER -TORQUE THE NUT. 1 MPACT WRENCHES SHOULD NOT BE USED. SHALL BE INSTALLED CENTERED ALONG THE WI DTH OF THE ATTACHED POST. 06100 "ROUGH FRAMING" FOR THE REQUI RED POST SPECIES AND GRADE. AND WOOD STUDS PER PLAN AND HOEDOWN o `� • HEAD, KING & TRIM STUDS / POST & HOEDOWN PER HOEDOWN SCHEDULE SCHEDULE o I II II \ I I IIII 7 / MI -I1) 10 19 I II I II I► I I III ." IA .2. II x . II11 dQ �,� JL_ 1 11 11 1 1 11 1 J L_ 1 1 L_ �,PHOEDOWN HOLDOWN BOLT - SEE SCHEDULE11 II - - I4. ` ' ' '�- ANCHOR BOLTS - SEE SHEARWALL SCHEDULE FOR SIZE, SPACING, PLYWOOD/O.S.B. SHEAR PANELS AND EMBEDMENT SCALE: 3/8" = 1'-0" TYPICAL DETAIL FOR SHEARWALL I I FOOTING SIZE AND REINFORCEMENT PLAN �, ,,III- PER HD TYPE SCALE: 3/4" = V-0" 10 HOEDOWN FASTEN ER SCHEDULE 8 FORCE TRANSFER AROUND WINDOW OPENINGS 7 INTERIOR HOLDOWN ADDED STUD FOR _ HD TYPE HOLDOWNS ._Q.� PER PLAN ADDED STUD FOR HD TYPE HOLDOWNS •�-- t HOLDOWN PER PLAN STRAP TYPE SHEARWALL SHEARWALL RE: PLAN RE: PLAN STRAP SAW CUT I N PLY TO ACCEPT STRAP I RE: PLAN OVER SHEATHING HOLDOWN PER I -4- (COUNTERSINK) Ni; ■: III Al FLOOR JOISTS/RIM PHOEDOWN I111 ;� 3) 10d � �•) AT INTERIOR , HOLDOWN NAILING RE: HOEDOWN � HOEDOWN NAILING RE: HOEDOWN CY W 1 SCI SCHEDULE cy ``. 1 i IF,, SCHEDULE ■ (COUNTERSINK) BEAM PER PLAN r _1 ili) III i i w c6 cn 1 I o !i! -- 11 1: r� c ►�k ;!► _� �� II -. ,. JOISTS PER PLAN $EKG. WALL UNE �I: li i W ! BUNDLED STUDS RE: HOEDOWN c� 4, I I BUNDLED STUDS RE: HOEDOWN (TYP.) BEND STRAP UNDER MULT. JOIST/BEAM U.N.O. `� PL 5 X 5 X 3/8" \ STRAP SCHEDULE 1111 RE: PLAN OVER I SHEARWALL RE: PLAN SHEATHI NG REVIEWED FOR 'ODE PER PLANS SHEARWALL COMPLIANCE RE: PLAN RE: HOEDOWN SCHEDULE FOR ADDITIONAL INFO. SHEATHING SHOWN CLARITY NOT FOR RE: HOEDOWN SCHEDULE FOR ADDITIONAL INFO. r,: y �. APPROVED <' .: IJUL 10 2017 14 INTERIOR HOEDOWN 15 EXTERIOR HOEDOWN' ` City of Tukwila BUILDING 13 HOLDOWN DETAIL 12 TYP. HOLDOWN TO BEAM 11 TYP. HOLDO ON FLOOR TO FLOOR DIVISION SHEARWALL BEYOND PER---- SHEAR WALL SCHED. TYP. STRAP ®6"0.C. STAGGERED ALT. LOCATION BOLT TYPE P.E.N. F.N. F.N. STRAP TYPE STRAP TYPE `` ---- 'gO A ►- 1111 1 ►.f�� i t J�° ` j '_', 07# P.E.N. ( i F.N. �' , _. PLN. P.E.N.— Imo• jM-M. ^�^^^•�~�^ RECEIVED CONTINUOUS DRAG JOIST STRUT PER PLAN PER PLAN -TYP. `s ' � " WALL ABUTTING SHEARWALL PLYWOOD CON11NOUS BOLT TYPE I ALT. LOCATION I> ADD STUD IF NO PLN. Y OF T U K W I L A —3 `= ► EXTERIOR A.P.A. SHEATHING ► i'" ( ALT. LOCATIONS i I NAIUNG NOTATIONS: APR 1 8 2017 - ®ABUTTING WALL 111 NOTE: P.E.N. =PANEL EDGE NAIUNG I1 (.148"DIA. X 3" LONG) 2,111111A I PLN. = PLATE NAIUNG � K10d I - SEE 20 THIS SHEET FOR PANEL NAIUNG DETAILS - - F.N. =FIELD NAIUNG P: RMIT CENTER F.N. F.N. F.N. it .... STRAP TYPE BOLT TYPE i� P.E.N. P.E.N. H � BLOCK NG OR BEAM I _� �,._� :-..m.1 � a � TJ b n j 1� PLN. 1 �- PLN. _ PER PLAN SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. CONTINUOUS STRAP 1414 i f , ' I CA SHEARWALL , F. zrzm ► ; + PLN.; +� P.E.N.PN $ ' �' P.E.N. i� DRAG STRUT PER PLAN WALL BELOW WALL ABOVE I i NOTE: ( i NOTE: I H , - RE: PLANooq HOEDOWNS AND STUD QTY. TO I NAIUNG TO BE PER PLAN BE PER PLAN AND SCHEDULE. AND SHEARWALL SCHEDULE. SCALE: 3/4" = 1'-0" TYP. U.N.O. SCALE: 3/4" = 1'-O" TYP. U.N.O. W 18 HOEDOWN PLACEMENTS 20 STRUCTURAL WALL INTERSECTIONS gn-1 18 TYP. MULTIPLE STUD ATTACHMENT 17 DRAG STRUT DETAILS 16 TYP. ABUTTING WALL CID N N 7:$ E� 0 CIO o "C::) 2,1 Oa 74)� �O 3429 S. 144th St. ila, WA 98188 H S1.2 N o FILE: 10014_S1.0 JOB #: 10014 A M 0 0 c' PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 U ENGR: TRE °z ' 8 CID N N 7:$ E� 0 CIO o "C::) 2,1 Oa 74)� �O 3429 S. 144th St. ila, WA 98188 H S1.2 x 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 SHEAR 11. SEE ARCHITECTURAL DRAWINGS FOR DIMEN 12. BUNDLED STUDS FROM THIS LEVEL SHALL DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) EACH BEAM, TYP., U.N.O. WALLS. SIONS. BE CONTINUED MINIMUM OF (1) STUDS UNDER 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 WTH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION REQUIREMENTS. FRAMING LEGEND ®--- •• FB --CO DB HR GLB 0-- • • GT FLUSH BEAM DROPPED BEAM HEADER - SEE 10/S9.0 -0 GLUED -LAMINATED BEAM -® GIRDER TRUSS INDICATES NO. OF it 6 4. BUNDLED STUDS PROVIDE (2) TYP. U.N.O. ii__14P POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW P6 MST48 MST48' I WOOD PANEL SHEARWALL SEE 11/S1.1 I HOLDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEILING AT11C ACCESS AT WALLS Note: ALL SEC11ON 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 CONSTRUC11ON. 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 o E. O O F2 12" 24" 24" (2) #4 EA. WAY POST FTG.: 4/S6.1 PLOT: 03/08/10 5 8" 1'-4" CONT. (2) #4 CONT. FTG. W/ STEM WALL: 16,17,18/S6.0 SB 12" 2'-0" 3'-0" (2) #4 CONT. SHEAR BRACE FTG.: SBA -3/S6.1 FOUNDATION LEGEND 0 SEE FOOTING TYPE THIS SHEET (-3'-0") BOTTOM OF FOOTING ELEVATION TALC. 20 -0TOP OF CONCRETE ELEVATION S.J. SHRINKAGE CONTROL JOINT PER DETAIL 5/S6.1 C.J. CONSTRUC11ON JOINT PER DETAIL 6/S6.1 P6 LHPAHD22 WOOD PANEL SHEARWALL PER SHEET S1.2 I HOLDOWN HPAHD2 SHEET S1.3 PER SCHEDULE Note: ALL SEC11ON CUTS ARE TYPICAL 0 I'7 M A P2 40'-0" E 20'-0" 20'-0" T.O.C. +0" \\ P6 ci 0 T.O.C. +0" N P6 Cr) I 0) P: T.O.C. +0" \i',;:! T.O.C. +6" 2'-9" 8'-2 /4" 0 8 2 3/4" T.O.C. +0" 2'-0") STHD14 (-2'-0") STHD14--1 P4 I IDU8 T.O.C. +0" omcm F@:C. -4" w 0 N 16'-3" 20'-0" 3 STHD 1-1-3•11 4'-3 1/2" 3'-10 1/ 3'-2" P YP. 6'-9" 1 P2 1 F1 STHD14 (-2'-0") 2'-9" P2 T.O.C. +0" P6 Itt P6 F1 T. -0:E +6" (-2'-0" 1 HDU8 o 2P2 (-2'-0") 0 N 16'-3" T.O.C. +0" T.O: =. -4" 20'-0" P4 0 Foundation Plan SCALE: 1/4" = 1'-0" REF. T.O.C. +0" N N 0 d P6 T.O.C. T.O.C, +6" 0 M C) O co N N PT2X10 RIM SIM. PT2X10 RIM ST48 CONT. 2X12 RIM 6X. DR • • Poo MST4 CONT. 2X12 RIM 4 GRAPHIC SCALE 0 4 8 ( IN FEET ) 1 inch = 4 ft. YP. 1 II I II 1I/1I1- u_/1/1 DBL 2X12 JST a DBL 2X12 JST Vetartaltigrl MST37 ` ki4Ir1. (2) 2X12 0 16" 0.C.._. 1! 1- J Flu 1 ST37 - a rr • - ;r 11 P6 • =GL3125X12 FBLi 1F'1V 641ji__115.1.2 5.12 13, ' 2 HD ;�(2) 2X12 0 16" O.C. r .I • if 11- - GL 3,125X12 FB X 7i2 N X31 2 - ' ,,,ri► ' t.. 31 .5X'20' DR 9 ITV Ili... II2 -J 0 MST37 MST37 oo J 0 NT. 2X12 RIM ST37 MST37 Cr, Floor Framing Plan c 0 co cn N ,REVIEWED FOR ttmE COMPLIANCE APPROVED IJUL 10 2017 City of Tukwila ILDING DIVISION REF. SCALE: 1/4" = 1'-0" CITY OF TUKWILA APR 1 8 2017 PT CENTER 3429 S. 144th St. Tukwila, WA 98188 52.0 ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) a ■ 3429 S. 144th St. Tukwila, WA 98188 52.0 o 0 N rn ml d o E. O O PHASE 1 PERMIT SUBMITTAL ao P. PLOT: 03/08/10 5 CAD: TRE R ENGR: TRE °z 3429 S. 144th St. Tukwila, WA 98188 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 SHEAR 11. SEE ARCHITECTURAL DRAWINGS FOR DIMEN 12. BUNDLED STUDS FROM THIS LEVEL SHALL DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) EACH BEAM, TYP., U.N.O. WALLS. SIONS. BE CONTINUED MINIMUM OF (1) STUDS UNDER 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 ®— • • FB —® DB HR �+—• GLB ®- • G • T —® FLUSH BEAM DROPPED BEAM HEADER — SEE 10/S9.0 GLUED—LAMINATED BEAM GIRDER TRUSS INDICATES NO. OF •� IL BUNDLED STUDS PROVIDE (2) TYP. U.N.O. POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW P6 I WOOD PANEL SHEARWALL SEE 11/S1.1 I MST48 MST48' HOLDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 x ►!"iI 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 0 0 c▪ o DBL 2X12 JST. 0 16" O.C. CAD MS T37 Ab‘ r 0 CO N N 11 r (2) 2X8 HIR r DBL 2X12 JST 7X17 -(X8 J DBL 2X12 JST DBL 2X12 JST. _ 3 IBL 2X12 JST DBL 2X12 JST 47 II I, LL -79 i.. .::::'..L Li _.._ r • P4 1- J fit ■ M 1 ST37 (2 2X8 HDR CE' •_• 2X8 HDR 1- J DBL 2X12 JSI X N N DBL 2X12 JST j3 (2) 2X12 ® 16" O.C. CU CO MST37 481 T r p l P4 • 1> 110002 ' CO (2) 2X8 H CD _._ _. 71 r-- it _= ........... jr ... Ij (2) 2X12 0 16" O.C. T2X8 HDR CD ST37 YP. 2X12 JST. 16" 0.C. P6 Third Floor Framing Plan SCALE: 1/4" = 1'-0" REF. CO N N J 0 YP. C3) U 4 GRAPHIC SCALE 0 2 4 8 N { E I= zf s E n ( IN FEET ) 1 inch = 4 ft. CD •II— —II• ......,��..,.. TRUSSES AT 24" O.C. TRUSSES AT 21 " O.C. REVIEWED FOR CODE COMPLIANCE APPROVED IJUL 10 2011 City of Tukwila BUILDING DIVISION 2 2X8 HDR (2) 2X8 HDR (2) 2X 1 3 HDR CO (0 CO CL br7oocf 9 Roof Framing Plan SCALE: 1/4" = 1'-0" REF. RECEIV CITY OF TUKI"A APR 1 0 2017 PERMIT CENTER Structura Seattle, WA 98109 Suite 302 180 Nickerson Street 206.285.0618 (F) 206.285.4512 (v) 3429 S. 144th St. ila, WA 98188 H S2.1 Ao o to 0 FILE: 10014B_S2.0 JOB #: 10014 0 PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 CAD: TRE ENGR: TRE °z ' 1 3429 S. 144th St. ila, WA 98188 H S2.1 GABLE TRUSS C'D N r 1 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. - /7 — i 0 Ial 1....111 r ___ 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -11E. 10. PROVIDE JOIST OR BLOCKING ATOP SHEAR 11. SEE ARCHITECTURAL DRAWINGS FOR DIMEN 12. BUNDLED STUDS FROM THIS LEVEL SHALL DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) EACH BEAM, TYP., U.N.O. WALLS. SIONS. BE CONTINUED MINIMUM OF (1) STUDS UNDER 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. co FRAMING LEGEND FB � ---a, DB • HR —iso GLB ®-- • G • T —Il FLUSH BEAM DROPPED BEAM HEADER - SEE 10/S9.0 GLUED -LAMINATED BEAM GIRDER TRUSS INDICATES N0. OF BUNDLED STUDS 3 PROVIDE (2) TYP. U.N.O. o POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW W�.. W.W. rW.. � �....._....._._...._.._._..._.._..._... A&I<C \\ Third Floor Framing Plan SCALE: 1/4" = 1'-0" REF. GABLE TRUSS (4) II II ci 0 CD/ CO P6 'a WOOD PANEL SHEARWALL SEE 11/S1.1 MST48 MST48' HOEDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 4 X OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM AT11C ACCESS AT CEIUNG AT11C ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL GRAPHIC SCALE 0 2 4 8 —w ;yt— ( IN FEET ) 1 inch = 4 ft. CO E Q (/) w N II II r �I 1 P611N P61N L CO V N., V V V VVVV �sz Ea— J II c� 0 N W N V) Ir N P6TN V V V V W VS/ V _u GIRDER TRUSS Roof Framing Plan SCALE: 1/4" = 1'-0" REF. CO ,,,REVIEWED FOR DE COMPLIANCE " APPROVED Y IJUL 1o2017 City of Tukwila ;WILDING DIVISION RECEIVE APR 182017 PERMIT CENTER A O FILE: 10014B_S2.0 JOB #: 1 001 4 O oA O 0 PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 L -1 U ENGR: TRE z ' I gLi aA • rT 4-40 cip 0 1=4 M ,x gi-4 3429 S. 144th St. ila, WA 98188 H S2.2 BAR SIZE LAP CLASS F'c = 3000PSI F'c = 4000PSI TOP BARS OTHER BARS TOP BARS OTHER BARS #3 A B 17 23 14 17 15 20 12 15 #4 A B 23 30 18 23 20 26 16 20 #5 A B 29 37 22 29 25 32 19 25 #6 A B 35 45 27 35 30 39 23 30 1. LENGTHS SHOWN ARE IN INCHES. 2. TENSION LAP SPLICES SHALL BE CLASS B UNLESS ONE HALF OR LESS OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN THE 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 GREATER THAN TWO BAR DIAMETERS (SPACING AND COVER CASE 1). 5. INCREASE LAP SPLICE LENGTH BY 1.5 FOR EPDXY COATED REINFORCEMENT. 6. INCREASE LAP SPLICE LENGTH BY 1.3 FOR LIGHT WEIGHT CONCRETE. 7. COMPRESSION LAP SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS UNLESS OTHERWISE SHOWN ON THE DRAWINGS. 1 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). SECOND POUR FIRST POUR SEE PLAN FOR SLAB THICKNESS AND REINFORCING; d.4 4• a . A 4 iMPAi4. •• •�;••'•��• 1. 08 0 ..•• CUT ALT. WIRES AT JOINT O • •0• II. b•• •••• A •j;, .�. 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. 2 CONTROL JOINT 3 BURKE "KEYED KOLD" JOINT. STOP REINF. CLR. OF JOINT EACH SIDE COMPACTED SUB GRADE AND GRANO R 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. CONSTRUCTION JOINT N CO HOD z' J w CC w POST PER PLAN - LOCATE PER ARCHITECTURAL POST BASE PER PLAN 12" SQUARE CONC. PLINTH PER PLAN POST AT SPREAD FOOTING SCALE: 3/4" = 1'-0" 4 (2) #4 BOTTOM EA. WAY \ \ CONC. S.O.G. • (2) #4 BOTT. '-0" CONT. POST AT THICKENED FOOTING TYPICAL POST BASE (2) #5 CORNER BARS TO MATCH HORIZ. REINFORCEMENT LAP + H (2) #5 CORNER BARS TO MATCH CROSS WALL REINF. (ALT. HOOKS) STD 90 DEGREE HOOK DOWN (2) #5 5 LAP + H s ga TYP. SINGLE CURTAIN WALL REINF. PLACEMENT P.T. SILL PLATE (2) #4 CONT. FINISH GRADE FLOOR 0'-0" FOUNDATION DRAIN RE: CIVIL 2. SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE #4 0 24" (2) #4 CONT. 6 2" CLR -iii- 1'-4" 0 M TYP. EXTERIOR FOOTING P.T. SILL PLATE (2) #4 CONT. FINISH GRADE FLOOR 0'-0" FOUNDA11ON DRAIN RE: CML #4 0 24" (2) #4 CONT. 7 =11 2" CLR. 0 w CO w SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE Lu cz. 1'-4" • TYP. GARAGE FOOTING P.T. SILL PLATE (2) #4 CONT. FINISH GRADE FLOOR 0'-0" n FOUNDA11ON DRAIN RE: CIVIL 2" CLR #4 0 24" (2) #4 CONT. 8 SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE 0 w w N w 5= 1'-4" J U GARAGE FOOTING W/ RAISED CURB SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE #4 0 48" 0.C. FLOOR 0'-0" 9 A: SINGLE WALL, / (2) #4 CONT. FLOOR 0'-0" SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE #4 0 48" 0.C. r') ,, B: PARTY WALL (2) #4 CONT. FLOOR 0'-0" SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE STEP PER PLAN #4 0 48" 0.C. I I - r7 (2) #4 CONT. 1'-6" C; SINGLE WALL W/ STEP TYP. INTERIOR THICKENED SLAB DETAILS JFLOOR 0'- J U 1'-6" D: PARTY WALL W/ STEP 11 12 13 14 15 L THREADED ROD HOLDDOWN THREADED ROD W/NUT T&B OF 1/2" REVIEWED FOR ►DE COMPLIANCE it APPROVED !JUL 10 2017 ,• City of Tukwila GILDING DIVISION 4 4. Ik 2'-0" Jr\ RE: 4/S6.0 FOR REINF. 0 STEP SO = STEP TYP. HOLDOWN AT FOOTING P.T. SILL PLATE (2) #5 CONT. FOUNDATION DRAIN RE: CIVIL FINISH GRADE \ MIN. - 48" MAX. 0 ri #5 0 16" ALT. HOOK (2) #5 CONT. 'III 1-1 a SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE 8" ,-4„ #4 0 10" 0.C. 16 TYP. EXTERIOR FOOTING P.T. SILL PLATE (2) #5 CONT. FOUNDA11ON DRAIN RE: CIVIL FINISH GRADE z -\ • 18" IMIN. - 48" MAX. -III-1 1 1:777.111E #5 0 16" ALT. HOOK (2) #5 CONT. 1-1 a SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE • a #4 0 10" O.C. 8" —4" J 0 M 17 TYP. GARAGE. FOOTING (2) #5 CONT. FINISH GRADE CQ Lu 0_ FOUNDATION DRAIN RE: CIVIL X 03 •4 #5 0 16" ALT. H00� (2) #5 CONT. 4 1) 4 SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE M_Y r 4 #4 0 10" 0.C. 1'-4" 18 S.O.G. PARTY WALL FOOTING 19 rl 00, q GRADE z PER PLAN -n I 1 I I'' I I 1-1 1 1 I='— �-i 1-1 1.5 H 1'-5" #4 AT B.O. WALL (2) #4 AT FTG. SCALE: 3/4" = 1'-0" .E R CITY ECEIVED OF TUKWILA APR 1 8 2017 RERMIT CENTER 1 T 20 TYPICAL STEPPED FOOTING •/ CID T 1 •per c (1) 1.) ;...4 0 0 c cs)• $:14 ;-4 Fog CS' 3429 S. 144th St. ila, WA 98188 H 56.0 A o_ c co to 0 rn 0 04 JOB #: 10014 Z 0 cl PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 CAD: TRE ENGR: TRE ci zz ' CID T 1 •per c (1) 1.) ;...4 0 0 c cs)• $:14 ;-4 Fog CS' 3429 S. 144th St. ila, WA 98188 H 56.0 STANDARD iLEVEL® SHEAR BRACE INSTALLATION •41001011/1° 1111°11.11111.711" Two top plates or as specified For trim zones, see below. Verify brace is plumb Hardened nut Washer Anchor bolt spacer OPTION B i cv Optional OSB shim, 3" maximum OPTION A 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) Start screws 31rZ" (±r) from bottom of double top plate or header Optional OSB shim, maximum Countersink (Y" deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws Y2" front to back to avoid interference. -H Do not install screws in electrical chase from either side. 634." lag screws, provided, installed from the top • 6 with 12" brace • 8 with 18" brace • 12 with 24" brace Optional OSB shim, 36" maximum Nil: ij Do not install screws in electrical chase from either side. An installation template is available from your iLevel® representative. Install nut finger—tight plus }f) 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. fr„;fr 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. • 3Y2" 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 89i". SB -1 STANDARD iLEVEL SHEAR BRACE INSTALLATION SB -2 ALLOWABLE SMALL HOLES - ALL BRACES EDGE DRILL ZONE Middle A of brace thickness SB -2 HOLES • Maximum three holes in face and three in edge • Y'4" dia. holes maximum • 6" o.c. minimum voilt / y / / / / / / / / / / / / / 1 No holes allowed in top 8" of brace 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 HOLES • 4%" dia. holes, maximum • Maximum two 4%" dia.holes or one 4 Y4" x 12" hole • No minimum on—center spacing required `11.• 11°P1, 1 No holes allowed in top 8" of brace FACE DRILL ZONE Center of brace as shown Minimum 12" above existing hole ALLOWABLE LARGE HOLES - ALL BRACES SB -3 PORTAL FRAME SHEAR BRACE INSTALLATION For trim zones, see below. Verify brace is plumb Hardened nut Washer Anchor bolt spacer 3}¢" wide x 9Y4"-18" deep header as specified. See SB5 for other header widths and allowable furring. I fJ i Optional OSB shim, %" maximum Portal straps (provided): Maintain )" 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 6Y4" 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) -H Start screws 3) " (±r) from bottom of double top plate or header 17 i Optional OSB shim, maximum Countersink (Y" 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 turn, minimum Hold—down An installation template is available from your level® 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 SB -5 PORTAL FRAME SHEAR BRACE w/ 51/4" or 5X" WIDE HEADER (similar for 3X" header) SB -5 9Y4"-18" deep header, as specified. Center over brace width. Portal straps (provided): Maintain )" 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 rnails. With 3,C wide headers, attach furring to header. Connect header to brace with 63Y4" 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/ 5"+ 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. SB -N1 iLEVEL SHEAR BRACE NOTE REVIEWED FOR ANCHORAGE FOR STEM WALL OR BASEMENT WALL Tie threaded rod to footing reinforcement (recommended) Double nut and washer assembly SBA -3, 4 4 464 iLevel Anchor Bolt Spacer iLevel Anchor Bolt Holder Jam nut Threaded rod Vertical faces To install Shear Brace flush to the outside face of wall, align Bolt Holders 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 (1}(2X3) Application Brace Anchor. Bolt Dia. (n.) Minimum Footing Width (in.)C Embedment Depth (, (In.) Minimum Footing Dimensions, (in.) Wind 1 SDC A -B SDC C -E 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 1 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 wAnchor 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 Toad. (2)ASTM 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. 0 0 U w 0 0 0. 2" min. a 74 Cat Brace width Lc Anchor bolt spacer Threaded rod, grade A449 or A193 B7 74" dia. at iSB12x 74" dia. at iSB18x 1" dia. at iSB24x 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 009q Section C - 13j" min. 0) 0 C) 4- 0 v CD0 0 L CL c L o 3,� 0 0 • 0 o -• - o .i/ CODE COMPLIANCE �' APPROVED [JUL 10 2017 City of Tukwila BUILDING DIVISION •{' Jam nut below anchor bolt spacer Stem wall per code C1� /- Footing widthAPR 1 8 2017 PERMIT CENTER Jam nut below anchor bolt spacer ECEIVED OF TUKWILA ci) •— 1) 1) c PO (id ;-.4 0 cat ,4 us) H ct •E=4 r-�a ;.-1 L!1 3429 S. 144th St. ila, WA 98188 S6.1 0 rn FILE: 09052.ES6.( JOB #: 10014 A 0 0 PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 Q U ENGR: TRE d zz ' 1 ci) •— 1) 1) c PO (id ;-.4 0 cat ,4 us) H ct •E=4 r-�a ;.-1 L!1 3429 S. 144th St. ila, WA 98188 S6.1 r ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) 0 '6'.. N4Y't �, 4 h ✓ LNC BEARING AND/OR SHEARWALL PER PLAN BEARING AND/OR SHEARWALL PER PLAN BEARING AND/OR SHEARWALL PER PLAN BEARING AND/OR SHEARWALL PER PLAN N PLATE NAILING PER SHEARWALL SCHEDULE PLATE NAILING PER SHEARWALL SCHEDULE PLATE NAIUNG PER SHEARWALL SCHEDULE PLATE NAIUNG PER (3) 0.148" X 3" 0.148"X3.25" 0 6" O.C. MIN 0.148"X3.25" 0 6" O.C. MIN. 0.148"X3.25" 0 6" O.C. MIN SHEARWALL SCHEDULE 0.148"X3.25" 0 6" O.C. MIN 4'--0" 0 0 PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL PLOT: 05/27/10 Lj 0 ENGR: TRE °z 1 1 r FLOOR SHEATHING AND NAILING EDGE NAIUNG PER SCHED. FLOOR SHEATHING AND NAIUNG I EDGE NAIUNG PER SCHED. I FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S1.1 EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EDGE NAIUNG PER SCHED. (20) 12d PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 I RIM/BLOCKING TO TOP I / RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE PROVIDE PLATE PER SHEARWAL SCHEDULE — PROVIDE RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE — PROVIDE , RIM/BLOCKING TO TOP PLATE PER SHEARWAL — ,ai 1 �_—,i SCHEDULE — PROVIDE 0.148"X3.25" '0' 6" O.C.' MINIR ' . 0.1'48"X3:25" 0 6"' O.C. MIN, . , . - - _ .. . _ .. _ _ > > 0.148"X3.25" 0' 6" O.C. MIN -----------------''� . . . 0.148"X3:25"' 0 6"' O.C. MIN ..W -Y.. =. =._ . —b. ........- =:� _..x �; ►II, .I ; _W TOP P TE ; i ►_: ►:i ►: NAIUNG PER SCHED. I EDGE NAIUNG PER SCHED. EDGE NAILING PER SCHED. EDGE NAIUNG PER SCHED. FRAMING PER PLAN BEARING AND/ORBEARING AND/OR BEARING AND/ORBEARING IEDGE AND/OR ' BLOCKING AT 48" O.C.SHEARWALL ADD RIM JOIST/BLKG. PER PLANFRAMING NOTES:ADD PER PLANSHEARWALL PER PLAN FRAMING PER PLANSHEARWALL RIM JOIST/BLKG.NOTES:ADD PER PLANFRAMING PER PLAN RIM JOIST/BLKG. SHEARWALL PER PLAN NOTES: STUDS AS REQUIRED BY 1. SECURE JOIST TO WALL AS REQUIRED BY 1. SECURE JOIST TO WALL AS REQUIRED BY 1. SECURE JOIST TO WALL � WITH 0.131"X2.5" EA. SIDE, DOUBLE JOIST SHEARWALL SCHEDULE WITH 0.131"X2.5" EA. SIDE, SHEARWALL SCHEDULE WITH 0.131"X2.5" SHEARWALL SCHEDULE 1 1/2" MIN. FROM END. 1 1/2" MIN. FROM END. EA. SIDE, 1 1/2" MIN. FROM END. NOTE: PARALLEL 2. SECURE RIM JOIST TO BLKG. WITH 0.131"X2.5 PARALLEL PERPENDICULAR 2. SECURE RIM JOIST TO PERPENDICULAR JOIST WITH 0.131"X2.5 SPLICE & NAIL TOP PLATES AS SHOWN 0 ALL EXTERIOR, SCALE: 3/4" = 1'-0" NAIL TOP AND BOTTOM. SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" NAIL TOP AND BOTTOM. SCALE: 3/4" = 1'—O" SCALE: 3/4" = 1'-0" PLUMBING, PARTY & SHEARAND AT ROOF. 1 EXT' IOR WALL TOFRAMING 2 INTERIOR WALL TO FRAMING 3 INTERIOR WALL TO FRAMING 4 EXTERIOR WALL TO FRAMING 5 TOP PLATE SPLICE it 1r it it it 1r Tr Yr JOISTS PERPENDICULAR JOISTS PARALLEL PLATE NAILING PER PLATE NAILING PER SHEARWALL SCHED. TYP. LAP JOIST 4" ANDy/171/1 E ID V SHEARWAL SCHED. TYP. _ ATSO3LIBLOCKINGKING SHEARALL SHEATHING & N FF SHEARALL SHEATHING & NAILING PER SCHED. TO BEAM 11 NAILING PER SCHED. s •/£ JOIST HANGER TOP SPLICE PLATE SEE 5 RIM TO TOP PLATE RIM TO TOP PLATE PLYWOOD PLYWOOD JOISTS THIS SHE. A35/LTP4 PER SHEARWALL SCHED. !, t A35/LTP4 PER SHEARWALL SCHED. AT NON BEARING WALLS �q _ PANEL BLOCKING ---------- ---- ---------- -- ----- HEADERS — MAY BE V �---- � AS REQ. AT BEARING WALLS ATTACHED TO KING STUD II'° �� +�a►++LI ILII,I� __�>i�1111[ STUDS 16 " O.C. AT EYP. HEADERS:W/HUC 2 2X8 ® 2X4 WALLS A35 CLIP: HANGER OR A34/ 4:r -Tr.::: �,..,_ :r.,.,T.:,-. ::v- . M..... -y.. . �I �� r,...,,:!. T..T:r :-.- .�3: ::�.r� ��.„:=.ma � U.N.O. (3) 2X8 UNLESS 0 2X6 WALLS NOTED (2) 2X4 MIN. ..- I i + BUNDLED PER JOIST PER . OTHERWISE PER PLAN • PLAN PLAN JOIST PER PLAN TYP.- 1' —JOIST PER PLAN TYP. 2 16d ®12” JOISTS (2) I TYP. JOIST HANGER E f KING STUD—TYP. I" I° ! BLOCKING AT 48" TRIPLE JOIST O.C. ::0::LAN FACE (2) 16d NAIL W/ 0 12 O. . TRIPLE JOIST Tt ! AT BEARING WALLS AT NON—BEARING WALLS SHEATHING AND NAIUNG SHEATHING AND NAIUNG TRIMMER STUDS: I . (1) TRIMMER STUD PER SHEARWALL SCHED. PER SHEARWALL TYP. SCHED. (1) c OPENINGS OPENINGS UP 5-1" TO 5-0" & WIDE GREATER TYP. (2) NOTE: FIRE AND RATING INFORMATION SOUND PER A: FLUSH BEAM B: DROPPED BEAM UNLESS NOTED OTHERWISE PER I' PLAN I SCALE: 3/4" 'I' + SCA 3/4" = 1'-0" ARCH. = 1'-0" SCALE: NONE TYPICAL PARTY ALL NOT USED S BUILT UP BEAM 9 TYP. CONN. TO WOOD BEAM 10 TYP. HDR. AT STRUCT. WALL UPPER WALL: UNLESS HANGERS/HARDWARE ARE SHOWN WALL PLATE NAILING PER BEARING/SHEAR WALL PER PLAN AND NOTE: AND SEE ARCH. BLOCKING REQUIREMENTS FOR STAIR DIMENSIONS 0.148"X3.25" ON PLANS, BEAMS BEARING ON STUD WALLS SHALL BE ANCHORED W/(4) 8d TOENAILS SCHED. FLOOR FOR UPPER WALL SCHEDULE NAILING PER ®4" O.C. STAGGERED L — —HORIZONTAL RUN MST37 STRAP STRUCTURAL NOTES P.E.N. PER UPPER WALL -. 1.;'5X14 2X12 LVL STRINGERS STRINGERS FOR FOR L<84' 84"<L<140" —---- CONT. RIM JOIST ' 2X BLOCKING TYP. TOP PLATES TOP PLATE — TOP PLATE A �111�+ BEYOND BEAM BEAM „ _, • s __ ,-4111, PER PLAN — — —___.z./......:._,..,. PER PLAN — Ilk ` WALL STUD — ` I / MIN. � �� B FLOOR i I mm \ DIAPHRAGM EDGES STRINGERS l _� '� PROVIDE (4) EACH SIDE LTP4 OF BEAM PER PLAN PROVIDE (4) LTP4 EACH SIDE OF (2) 8d TOENAILS ATI: (2) 8d TOENAILS A 2x I RIM JOIST s' - - ,I I- I I ----- ILII ,� ---.- WI BEAM BEAM PER PLAN 1LANDING BEAM EACH SIDE EACH SIDE PER PLAN2X z I I I I LAI ' �� LAI__ '�POST STUDS U.N.O. 2x BLOCKING =" w___ PER PLAN ON PLANS P.E.N. PER LOWER WALLIII ;I EXTERIOR INTERIOR WALL AND CEILING BEAM/HDR 0 SIM. 1 1 4 1W = WIDTH 1 1 )J4" VERIFY WALL WALL PER ARCH. LOWER WALL: AG 3) STRINGERS FOR W<42 TOP PLATE BEARING/SHEAR WALL PER PLAN AND SCHEDULE ELEVATION AT WALL (4) STRINGERS FOR 42"<W<48" SECTION A—A AT WALL TYP. T 0 P PLATE TYP. SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" TRUSSES PERPENDICULAR 11 SPLICE AT FLUSH BEAM 12 SPLICE AT DROPPED BEAM 13 BEAM TOE AILI C 14 EXTERIOR WALL TO FRAMING 15 TYP. STAIR FRAMING AT WALL - WALL PLATE NAIUNG PER UPPER WALL: BEARING/SHEAR WALL WALL PLATE NAIUNG PER UPPER WALL: BEARING/SHEAR WALL PER PLAN AND SCHEDULE SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE NOTE: NO WALL ABOVE AT SIM. SCHED. FOR UPPER WALL SEE FOR ARCHITECTURAL ALL FLASHING DETAILS FLOOR NAILING PER P.E.N. PER UPPER WALL CONTINUOUS STRAP FLOOR NAILING PER r P.E.N. PER UPPER WALLllPOST —WRAP PER I DRAG STRUT PER PLAN STRUCTURAL NOTES ��;; ARCH. STRUCTURAL NOTES --• P.E.N. '- 1 3/4" PSL BLOCKING PER LOWER WALL 1 BEAM PER PLAN ST WITH 2X BLOCKING i DIAPHRAGM NAILING �1 N ii ;i ABU66 fl 11 „ BEAM — ALIGN WITH ►, ►� • . CENTER OF WOOD > !.� _ � > > . . � .. ---------------iii -------------- •-------------- �- --• ___ __ __ --- �; I � ! ll �� U • POST. �, B LO � K FL � OR ��m�.� ; ti DIAPHRAGM EDGES 111 �� — t. Ill 11 .r� /BEAM/HDR A35 :LKG. OSSIMPSON \ I A JOIST JOIST PER s TO TOP PLATE BEYOND JOIST I . TRIM RE: ARCH. T SPACING PER PER PLAN P.E.N. PER LOWER WALL D FOR ii II PER PLAN PLAN — TYP. I SHEARWALL SCHEDULE PANEL SHEAIING/NAIUNG I iA VtE i { i BEAM TO POST POST CAP 1 COD COMPLIANCE (2) 5/8" DIA. x h ECEIVECPC SHEARWALL BEYOND TO MATCH LOWER WALL APPROVED 6" LAG SCREWS OF TUKVVILA , PER PLAN SHEAR WALL SCHED. AT 24 O.C.I"IT�ii 113 CEILING HOLDOWN STRAP (TYP.) WALL AND CEILING BEARING/SHEAR WALL 1J)L 10 7 STAGGERED ii PR 1 8 2017 PER ARCH. PER ARCH. 18 PER PLAN AND SCHEDULE 2X LEDGERCA P RMIT CENTER - City of BUILDING Tukwila DIVLSION V-0" SCALE: 3/4" = V-0" SCALE: 3/4" = V—O" SCALE: 3/4" = V-0" JOIST PERPENDICULAR b17 00q9 SCALE: 3/4" = SCALE: 3/4" = 1'-0" 16 SHEAR LL TO BEAMTYP. 17 TYPICAL DRAG STRUT 18 LOAD TRANSFER DETAIL 20 SECTION AT DECK FR W C. a r ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) 0 '6'.. N4Y't �, 4 h ✓ LNC JOB #: 1 001 4 N 4,1;" N r 0 0 FILE: 090529.0 JOB #: 1 001 4 N N rn A 0 0 0 PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL PLOT: 05/27/10 Lj 0 ENGR: TRE °z 1 1 cip T Cid -) (1,i) 3429 S. 144th St. Tukwila, WA 98188 L 59.0 180 Nickerson UPPER WALL: WALL PLATE NAIUNG PER BEARING/SHEAR WALL PER PLAN AND SCHEDULE SCHED. FOR UPPER WALL 05/27/10 I 0 oA 0 FILE: 09052_E9.0 JOB #: 10014 2X LEDGER W/ (3) 12d PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL FLOOR NAIUNG PER q� U TO EA. STUD z° t STRUCTURAL NOTES U26SLD30 P.E.N. PER UPPER WALL "‘i``,�, ROOF EDGE NAIUNG ',. is VENTED BLOCKING PANEL 4; > - PER DETAIL 19/S9.1 8 o �-------' FRAMING PER .: RIM TO TOP } PLAN PLATE PER SHEARWALL SCHEDULE NOTE: FRAMING PERPENDICULAR AT SIM. / _L PER PLAN RE: ARCH. P.E.N. PER LOWER WALL WALL/HEADER PER PLAN SCALE: 3/4" = 1'-0" WALL ABOVE OFFSET / / 1 2 LOW ROOF AT FLOOR 3 4 2x8 FLAT VALLEY ATTACH TO OVERFRAMINC ROOF SHEATHING/DIAPHRAGM SEE 16/S9.1 NOTE: FIRE AND SOUND RATING TRUSSES W/(3) 10d PER 7/S9.1 8d ®6"OC / INFORMATION PER ARCH. 8d AT 6" O.C. ippl- ` PREFABRICATED GT 2X4 W/ (2) 0.131" X 3" �"A‘.,_,.. ROOF TRUSS ® 3 8d TO BLOCK - TYP. NAILS TO EACH TRUSS TYP. 24"OC (TYP.) rs.�� 1 FA, ' 1 RE: 10/S9.1 FOR FRAMING ANGLE / ----- 2x8 RIDGE BEAM (ATTACH I i ATTACHMENT BETWEEN (2) 2X ►_•. •. 1 1 �� ' ►; ► �... TO 2x8 VALLEY BRACES 0 SHEARWALLS TYP. ^ i `w • .. MEMBERS W/(4) 8d TN) r: �� _. -... �„.�� I I � ! IF 11 DRAG TRUSS RE: PLANA A35 W/(12) 8dX1 1/2" NAILS (.131 "DIAX1 1 /2") 0 48"OC9 I r ;: S it �_�I ` ►4 ►4 U.N.O. PER PLAN ►1 ► �ilk I 1 _ 1 ►1 _ -PROVIDE BLOCKED , 1 / 2: _ 1 �. Y.. .x..«.�•.«,.-. .a.a.,, .. ... ti......'�'"::]; =..d....�...�. ,� ., i . _ �.. »..*.ate ,zzi.:::.. p• 2'x4' OPNG FOR ATTIC VENTILATION. TRUS HANGER EXT. _�I ( I L TRUSSES 1 PER PLAN 1 DIAL. BRACE 0 8' O.C. W/ PER i REE PLAN \ ."' CONTINUE ROOF SHEATHING UNDERNEATH UNDERNEATH PLAN SHEARWALL PER PLAN - PRE-FABRICATION I ( iiiP I GABLE TRUSS END WALL/DRAG - DESIGN FOR 150 (6) 0.131 - 0.131"X3" X 3 TO BLOCK \ TOENAIL 0 6" O.C. OVERF�� `_ �i ROOF TRUSS ® PLF DRAG LOAD APPLIEAD AT 2x RAFTER (3) 8d 0 24"0C W/ TN ®EA. END 24"OC NOTE: GT HAS BEEN DESIGNED TO TOP CHORD AND TRANSFEREE SHEATHING SHEARWALL AND NAIUNG PER GIRDER TRUSS (USE 2x4 IF SPAN < 6-0p SCALE 3/4" - = 1-0" TRANSFER REQUIRED LATERAL LOAD. TO BOTTOM CHORD SCHED. rm. YPICAL PAR LLEL DRAG TRUSSES TYPICA PARALLEL 6 7 1 OVERFRAMING USE 2x6 IF SPAN > 6'-0"). 8 TRUSS TO GT CONNECTION 9 ARTY LS BETWEEN BRACING 10 TRUSSES A PARTY WALLS 8d ®6" O.C. GIRDER/DRAG TRUSS FIRE AND SOUND RATING NN� OVER -FRAMING PER PLAN W/ CONT. RMATION PERTE: INFORMATION ARCH. 8d AT 6" O.C. TO BLKG. 2X8 0 16" O.C. DOUBLE TOP CHORD .=.�j W/ (2) RAKE WALL %" GWB EA. SIDE PERFRAMING .�� PER PLAN ARCH. MI II+ 4 t A35 48" ..C. SHEAR DESIGN TRUSS BY OTHERS w � �+ .�, 150 PLF LOAD PARALLEL w = 8d c• 6 0.�• � I. ., s TO TOP CHORD � c' 2X VENTED B. G. ;.5, :{ d ROOF TRUSSES cn E � NAIL TO RAF RS �� \ PER PLAN = \ W/(2) 12d :ACH SIDE cu Lii ♦ �� T, 1.� 7 ,' ri TT / ,eF .." •� �-� """" "=:...5"'•,t..i'.'.. ....,.«.«»««a...,. .:..`o y". W"'"0w"'�'"...F..1 ,•w 8 i`.,".,+'y",..,.. ff • ROOF TRUSS PER PLAN /'''/;//://:// ` SIMPSON H2.5 c 48" 0.C. TRUSSES PER PLAN TRUSSES PER PLAN OVER FRAMING AS REVD. Q HANGER ! '� //,/ DSC DRAG STRUT / OVERHANG PER p p „ " 1 ARCHITECTURAL 0.131"X3" TOENAIL 0 6"O.C. BLKG. TO TOP PLATES : 0.131"X3" TOENAIL 0 6" O.C. BLKG. LTP4 ®24" O.C. BEARING AND TO TOP PLATES SHEARWALL PER PLAN WALL BEYOND� SHEAR WALL SEE SHEAR .4 SHEATHING AND NAIUNG PER SCALE: 3/4" = 1'-0" TYPICAL WALL SCHEDULE SHEARWALL SCHED. TYP. C TYPICAL PERPENDICULAR 11 DRAG TRUSS TO WALL 12 DRAG STRUT TO TRUSS 13 14 RAISED HEEL TRUSS TO WALL 15 TRUSSES AT PARTY WALLS it ottralco.c. FOR ROOF 'm-----13-2• N.Y REVIEWED — ROOF FRAMING ` PER PLAN PER PLAN CODE COMPLIANCE ' = APPROVED -J--- :1 11 1 11 8d 0 6 ` IJUL 10 2017 `•� STD TRUSS BLOCKING ROOF TRUSSES STRUCTURAROOF LNOTESING ,SHEET S1.0 �- ROOF TRUSS CUPS p EAVE PER PANEL PER PLAN AT 48 O.C. W/ NAIL IN (2) 12d SLOTTED HOLE TO ALLOW EA. END 2X4 BLOCKING / ARCH. �;;j{� of Tultv�i - VERTICAL TRUSS MOVEMENT EA. BRACE 2 X 4 BLKG 48" LDING DIV ION 2X4 EDGEWISE 16d TOENAIL °G24" O.C. 1 r 1 r EN NING �,\ 2X4 048" � E l V � EA PEER PLANROOF tg (6) 12d � C Y t► F T U K { L A GABLE END ► '�� PROVIDE (2) 2X4 TRUSS RBPC ROOF BOUNDARY CUP 0 48"0.C. + + DIAGONAL BRACE �` - \ AP '� 2Oi7 AT 4' O.C. A35 (6) 10dX1 1/2" �---I PER FLAT 2X 12d 0 6" O.C. I I�� (.148"DIA.X1 1 /2") `� _ DS DRYWALL STOP AT 16" O.C. TO WALL E • !VII CENTER [--I BRACE NOTES Ai �� 8d 0 6" O.C. ►-1 T — � �� _ TOP PLATE BELOW: .�,� • �1�,�� \ � 11 WO: 1 �•r 2X VENTED BLKG. - �� ;�' I:1 •G1 TOE .NAIL TO TRUSS ;� ►= I III 1 1 1! == W/(2 12d EACH SIDE x - • ' '"�' " SIMPSON H2.5 048 O.C. !( (.148 DIA.X3 1/4") \< �a �� FLAT 2X BRACE 12d 0 6" O.C. T.N. 1r 1 j .- r NOTE: DIAGONAL BRACE REQUIRED SEE SHEAR WALL W/(5) 8d (.131X1 1/2) TRUSS WHEN CROSSWALLS ARE GREATER THAN PANEL EDGE NAIUNG A35 ! 24"OR A35 FRAM'G ANCHOR 0 2'-0" i i SCHEDULE !BLOCK W/(5) 8d (.131X1 1/2") TOP PLATE ARCHITECTURAL 16" +/- HOLD CEILING FASTENERS BACK FROM WALL TO ALLOW 8' -APART FOR A 2X4 FLAT BRACE O.C. W/ (8) 8d SHEAR WALL AS REQ'D / TRUSS CHORD MOVEMENT ' E-110' APART FOR A 2X6 FLAT BRACE SEE SHEAR WALL BEAM/HDR 0 SIM. �" �- NAILS ill SECTION ^^ � BY SIDING/TRIMS / 1.•..,..,1 12 APART FORA 2X8 FLAT BRACE SCHEDULE —►� —� —il�— PERPENDICULAR moi— -0- �I— NONBEARING WALL SEE SHEAR WALL WALL PERPENDICULAR WALL PARALLEL '* SCALE: 3/4" = 1'-0" SCALE 3/4" = 1'-0" SCHEDULE S1.2 SCALE. 3/4" = 1'-0" 16 TRUSS BRACING AT END WALLS 17 SHEAR WALL TO TRUSS 18 TYP SHEARWALL TO TRUSS 19 EXTERIOR WALL AT ROOF 20 NONBEARING WALL SUPPORT 180 Nickerson S9.1 05/27/10 I 0 oA 0 FILE: 09052_E9.0 JOB #: 10014 Z„, PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL d h in 0 E-' 0 a q� U ENGR: TRE z° t 1 S9.1