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Permit D16-0168 - OSTERLY PARK / UNIT B-16 - NEW TOWNHOME
OSTE R LY PAR K- U N IT B-16 14406 34T" L N S D16-0168 � 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.�ov COMBOSFR PERMIT Parcel No: Address: 14406 34TH LN S Project Name: OSTERLY PARK - UNIT B-16 Owner: Name: 144TH ST REO PARTNERS LLC Address: 13975 INTERURBAN AVE S, TUKWILA, WA, 98168 Contact Person: Name: MIKE OVERBECK Address: Contractor: Name: 4620 S 148th St , TUKWILA, WA, 98168 JMO CONTRACTING LLC Address: 13975 INTERURBAN AVE , TUKWILA, WA, 98168-4721 License No: JMOCOCL865C4 Lender: Name: Address: WADOT CAPITOL INC 5412 MERIDIAN AVE N- SUITE C, SEAITLE, WA, 98103 DESCRIPTION OF WORK: Permit Number: D16-0168 Issue Date: 7/19/2016 Permit Expires On: 1/15/2017 Phone: (206) 787-0259 Phone:(206)787-0259 Expiration Date: CONSTRUCTION OF A NEW 1,452 SQ FT TOWNHOME AND 350 SQ FT ATTACHED GARAGE. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, LAND ALTERING, DRIVEWAY AND STORM DRAINAGE. PLAT INFRASTRUCTURE WAS INSTALLED UNDER PW13-145 PERMIT. Project Valuation: $199,088.44 Fees Collected: $7,588.01 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2015 National Electrical Code: 2014 International Residential Code Edition: 2015 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2015 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015 International Fuel Gas Code: 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: Volumes: Cut: 50 Fill: 50 Number: 0 Water Meter: No - Permit Center Authorized Signature: Date:�_� I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signa Print Date: � �1� 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. S: 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 9: Every occupied space other than enclosed parking garages and buildings used for repair of�automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 10: 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. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building officiai. All debris and ice shall be removed from spaces to be occupied by concrete. 14: 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. 15: ***MECHANICAL PERMIT CONDITIONS*** 16: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 17: 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. 18: Manufacturers installation instructions shall be available on the job site at the time of inspection. 19: Except for direct-vent appliances that obtain all combustion air directly from the outdoors; fuel-fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 20: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor-fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 21: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 22: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 23: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 24: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 25: No portion of any plumbing system or gas piping shall be concealed untii inspected and approved. 26: 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. 27: 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. 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 34: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in ali 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 35: 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. 36: 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, 37: A soils inspection is required after amending the soil, but before any plants are installed 38: 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 39: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 40: 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. 41: A wood perimeter fence shall be constructed around the sides and rear of Phase I properties prior to the final inspection of the last building constructed for Phase I. 42: Prior to final inspection of this permit, lighting fixtures shall be installed per the attached Osterly Park Townhomes Site Lighting & Photometric Study Phase i(dated 2/28/2015). 43: The legend on the planting plan submitted for this permit should only include the quantity of plantings for lots 7 and 8. The number of plantings in the legend on the Planting Plan (Sheet L-1) represent the total number of each type of plant for all of Phase I of the Osterly Park Townhomes. Redlines have been added to the legend on Sheet L-1 show the correct quantity of plantings associated with lots 7 and 8 only. 44: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 45: 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). 47; 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) 48: 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) 49: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 46: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 50: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 51: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 52: ***PUBLIC WORKS PERMIT CONDITIONS*** 53: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 54: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 55: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 56: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 57: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 58: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 59: Any material spiiled onto any street shall be cleaned up immediately. 60: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right-of-way. 61: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 62: 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. 63: 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 materiai must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 64: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 0200 0409 0708 2000 0606 8004 5040 0502 0703 1800 0608 0609 1500 1900 1600 5160 0401 0603 9002 0701 8005 0602 0412 9001 0601 0413 FOOTING DRAINS FOUNDATION WALL FRAMING GAS FIREPLACE INSERT GAS PIPING FINAL GLAZING GROUNDWORK LAND ALTERING LATH & GYPSUM MECH EQUIP EFF MECHANICAL FINAL PIPE INSULATION PIPE/DUCT INSULATION PLANNING FINAL PLUMBING FINAL PUBLIC WORKS FINAL PUBLIC WORKS PRE-CON ROOF SHEATHING ROOF/CEILING INSUL ROUGH-IN GAS PIPING ROUGH-IN MECHANICAL ROUGH-IN PLUMBING SLAB/FLOOR INSUL UNDERFLOOR FRAMING UNDERGROUND WALL INSULATION WALL SHEATHING/SHEAR ���"�1n�A �qs'� : �, �,�; ' y O �, ,�� ( Qt �F> � ' .,, ��s� �� ��;, ��..19oa,.-' � CITY OF TUKWILA Community Developnzent Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 TuMvila, WA 98188 http:/hvww.Tukw i 1 aW A. eov Combination Permit No. �, �? ' � � (dQ� Project No.: Date Application Accepted: _pff � �- `�Q DateApplicationExpires: �'%� �-'�� —� -� use COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION `�, �-� '}�`' �1 King Co Assessor's Tax No.: 6433600070-6433600080 Site Address: .�� 440�& 14408 34 Lane South Tukwila WA 98168 ,,. /- _ 1 PROPERTY OWNER Name: 144th st REO Partners LLC Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Mike Overbeck Address: 13975 Interurban Ave S City: Tukwila State: WA Z'p� 98168 Phone: �206) 787-0259 Fax: Emaii: mike@unicornmortgage.com GENERAL CONTRACTOR INFORMATION Company Name: �MO Contracting LLC address: 13975 Interurban Ave S City: Tukwila State: WA Z'p' 98168 Phone: �206) 787-0259 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: 0 ARCHITECT OF RECORD Company Name: Architect Name: Jjm Barker Address: g� 15 NE 119th St City: k'irkland State: WA Z�P� 98034 Phone: (425) 821-7601 Fa'c Email: ENGINEER OF RECORD Company Name: Engineer Name: $ruce MacVeigh 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 RCVV 19.27.095) Name: WADOT Capitol inc. Address: 54l 3 Meridian Ave N, Ste C City: Seattle State: WA Z'P� 98103 H:Wpplications\For�-Applications On Line�2011 ApplicntionslCombination Pzrmit Application Revised 8-9-I I.docx Revised: August 2011 Page 1 of 4 bh PROJ�CT IN�'ORMATION — 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 DETAILED BUILDING INFORAMTION— PROPOSED SQUARE PROJECT FLOOR AREAS FOOTAGE Basemeot 25� 15' floor 600 2° {IOOT 6,02� Garage m carport ❑ 350 Deck — covered ❑ uncovered m 60 Total square footage � Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES— INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE 1NSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value ojmechar:ical work $ 6,500.00 i furnace <I OOk btu � �/ thermostat 1 emergency generator jue! rype: ❑ electric m gas appliance vent � ventilation fan connected to single duct wood/gas stove other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ g>000.00 2 bathtub (or bath/shower combo) bidet 1 dishwasher floor drain 2 lavatory (bathroom sink) 1 sink 1 water heater (gas) 1 lawn sprinkler system H:Wppliwtions\Formc•Applications On Line�20I1 Appliwtans\Combination Permit Application Revised 8-9-1 I.docx Revised: August 20I I bh water heater (electric) 1 clothes washer � shower �1 water closet � gas piping outlets Page 2 of 4 PIJBLIC WORKS PERMIT INFORMAT[ON — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila m... Water District #125 ❑ .. Highline ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila m... Valley View ❑ .. Renton ❑...Sewer use certificate ❑...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 APPLYI: ❑...Civil Plans (Maximum Paper Size — 22" X 34") ❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right-Of-Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right-of-Way... ❑ -or- Non Right-of-Way.. ❑ m ...Total Cut $� Cubic Yards m...Total Fill 5� Cubic Yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .: Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. I,00ped Fire Line ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size ............... " WO # ❑ ...Residential Fire Meter Size ................. " WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. " WO # ❑ ...Sewer Main Extension .....................Public ❑ - or - Private ❑ ❑...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing C;ry State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City S[ate Zip H:\Applications�Forms-Applications On Line�2011 Applications\Combination Permit Application Revised 8-9-ll.docs Revised: August 201 I Page 3 of 4 bh P�RMIT APPL,ICATION NOT�S — APPLICABLE TO ALL PERMITS iN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPEF Signature Print Nan Mailing � lvlixe uvernecx 4620 S 148th St Date: � �� Day Telephone: (1,U6) /2S /-UlSy Tukwila WA 98168 City State Zip H:\Applications�Forms-Applications On Line�201 I Applications\Combination Permit Application Revised 8-9-I l.docx Revised: August 2011 Page 4 of 4 bh / ' ' • � • • � ' � � PermitTRAK � $11,074.47 ', ��. ; . r � �� � � , u �� ���' D16=0168„ � Address: 14406 34TH�LN S � � Apn: � � �� $5,588.01 ' ' DEVELOPMENT 51,873.09 PERMIT FEE R000.322.100.00.00 0.00 $1,868.59 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FI R E 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 $783.59 BASE APPLICATION FEE R000.322.100.00,00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $37.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $37.50 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 $142.33 TECHNOLOGY FEE R000.322.900.04.00 0.00 $142.33 :- D16-0169 Address: 14408 34TH LN S Apn: $5,486.46 DEVELOPMENT ' $1,873.09 PERMIT FEE R000.322.100.00.00 0.00 $1,868.59 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FI RE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL 5189.00 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 $685.09 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 Date Paid: Tuesday, July 19, 2016 Paid By: 144TH ST REO PARTNERS LLC Pay Method: CHECK 1064 Printed: Tuesday, July 19, 2016 10:45 AM 1 of 2 ,w-„' . r . � ���aY3Tb;PAS Date Paid: Tuesday, July 19, 2016 Paid By: 144TH ST REO PARTNERS LLC Pay Method: CHECK 1064 Printed: Tuesday, July 19, 2016 10:45 AM 2 of 2 SYS7EM5 Date Paid: Monday, June 20, 2016 Paid By: 144TH ST REO PARTNERS LLC Pay Method: CHECK 1045 Printed: Monday, June 20, 2016 1:27 PM 1 of 1 �"` ��-,, „ ���=�srsrenns /� iNSPECTION RECORD 7' Retain a copy with permit �j� ��/�� INSP TION N0. PERMIT N0. CITY OF TUKWII,A BUILDING DIVISION 630Q Southcenter Blvd., #100, Tukwila. WA 98988 (206) 431-3670 Permit inspection Request Line (206) 438-9350 �App�oved per applicable codes. � Correciions required prior to approvai. U paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedute reinspection. , INSPECTION RECORD � � Retain a copy with permit ��� �� ���� INSPECTION N0. PERMIT N0. CITY C?F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, 7ukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicable codes. � Gorrections required prior to approval. COMMENTS: nspector: �/'s/� � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Sui#e 100. Catt to schedute reinspection. 1NSPECTION RECORD � �f Retain a copy with permit ����`��� IN ON N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � REINSPEC710N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectio�. �� INSPECTION RECORD � Retain a copy with permit ��`�`�l� INSP CTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION � 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 �Appraved per applitabfe todes. � Correciions required prior to approval. COMMENTS: Inspector: Date: �%Cf u REINSPECTION FEE REQUlRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD � s / Retain a copy with permit �� a�� � INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, 'fukwila. WA 98188 (206) 431-3670 Permit Inspectian Request Line (206) 438-9350 �Approved per applicabfe codes. � Gorrections required prior to approval. � paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspectian. INSPECTION RECORD � f� Retain a copy with permit �'�Qj�� INS ON N0. PERMIT N0. CITY OF TUKWII.A BUILDING D1Vi510N 6300 Southcenter Blvd., #100, Tukwila: WA 98188 {206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicabie codes. � Gorreciions required prior to approvai. U paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTiON RECORD U/� � Retain a copy with permit ��� � INSPECTION N0. PERMIT N0. CITY OF TUKWIlA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �.Approved per applicable codes. � Gorrections required prior to approval. COMMENTS: Inspector: Date: � j � � C� � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. 1NSPECTI4N RECORD � C� 7 Re�ain a copy with permit ����� � INS ION N0. PERMIT N4. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Gorrections required prior to approval. � paid at 6300 Southcenter Btvd., Suite 100. Call to schedute reinspection. INSPECTION RECORD f �� ��� � �� Retain a copy with permrt � � INSPE ION N0. PERMIT N0. GTY UF TUKWILA BUILDING DIVISIUN 6300 Southcenter 81vd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �.Approved per appiicable codes. � Corrections required prior to approval. COMMENTS: nspettor: �at� f /� /�� � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 5outhcenter Blvd.. Suite 100. Call to schedule reinspection. 1NSPECTION RECORD j������ � ` Retain a copy with permat � INSP TION N0. PERMiT N0. CITY OF TUKWILA BUILDING DIVISION � 6300 Southtenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 I �-/z9/�� � REINSPECTION FEE REQUlRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD � Retain a copy with permit ���� ���� � IN ION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenfier Bivd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per appiicable codes. � Corrections required prior to approval. COM M ENTS: nspector: r 2/�/1� � REINSPEGTION FEE REQUIRED. Prior to next inspection, fee must be paid at G300 Southcenter Blvd., Suite 100. Cait to schedule reinspectian. � INSPECTION RECORD 7 � Retain a copy with permit �f� ��/�� IN ECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspectian Request Line (206) 438-9350 � Approved per applicable codes. � Gorrections required prior to approval. COMMENTS: � REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 5outhcenter Blvd., Suite 100. Calt to schedu[e reinspection. 1NSPECTION RECORD �� e �� Retain a copy with permit ,�� _��G � INS ION N0. PERMIT N0. CITY OF TUKWMLA BUIIDING DIVISION 6300 Southcenter Blvd., #100, 'Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Apprnved per applicable codes. � Gorrections required prior to approval. COMMENTS: pector: a � REINSPECTION FEE REQUI�tED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD � r� Retain a copy with permit �i� ��>�� INSP ON N0. PERMIT N0. CITY O� TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Apprvved per applicabie codes. aCorrections �equired prior to approval. COM M ENTS: Inspector: Date: ,, `/P � s �� I I KtINSF'tGI lU1V ttt KtGIUiKtU. rrior to next inspecuon, tee must ne �—� paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD � l� Retain a copy with permit �� ����� INSPE ON N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicabie codes. �Corrections required prior to app�oval. �' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. Q INSPECTION RECORD � �� G��� � ( Retain a copy with permit � INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved pe� appficable codes. �Corrections required prior to approval. COMMENTS: � 5 7i�rP �� � � � . 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 �G` � a��� INS ION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request �ine (206) 438-9350 �Appr�oved per applicable codes. � Corrections required prior to approval. COMMENTS: � 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 N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION � 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Gorrections required prio� to approval. COMMENTS: pector: � I�ate: �', / � .AN► � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IN5PECTION RECORD ����� � � Retain a copy with permit �j� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISIOIV . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Appr�oved per applicable codes. a Gorrections required prior to approval. COMMENTS: nspector: 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 ��� � Qj�� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Corrections required prior to approval. COMMENTS: nspector: � � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD � Retain a copy with permit ��� ���� � INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicable codes. � Corrections required prior to approval. � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD � � Retain a copy with permif �fG ����� INS TION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per appiicable codes. aCorrections required prior to approval. Ilnspector: /j �^ IDate: (� // r�/`� I i�n r1 r� � � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD � � Retain a copy with permit ��� � d��� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Apprvved per appiicable codes. Q Corrections required prior to approval. COMMENTS: Inspector: Date: � � 1� U KtINSrtGI IUN htt Kt4lUIKtU. Nnor to next mspection, tee must de paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �j � � Retain a copy with permit `�' �' ����� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98788 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �App�oved per applicable codes. � Gorreciions required prio� to app�oval. COMMENTS: Date�/�/ l� ! � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. � INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit i�� �i��� 7L? 1 �,1--- � —� ;- t� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: � 1 f��,� � 3' ��� TYpe �� �e�tion.: j,� ��, f� V ,.:��, 't Address � � � I 9-;z ; Contact Person: SUIt2 #. � � � � � ``� � r 1'� �I• �� �,�-�( �✓`r..--- , t.. Special Instructions: Phone No.: Approved per applicable codes. � Corrections required prior to approval. COMMENTS: •— Cj %i�l � �� �(;-� �r�,•�--L ,��,,.--CI`�,r L'�f '! �� �� ,�= f �� �� r �� �:'"'--�`./�1' Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre-Fire: Permits: Occu anc T e: Inspector: Date: '�" ���� j r? � Hrs.: �$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Comnanv Name: State: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD _1�;�� - t�l�� Retain a copy with permit 9 �/n -- � � / �`� INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: � �Z� � G -- '�' 7 Address: f� Contact Person: ' � Suite #: � ��j '�{' L� S • Special Instructions: Phone No.: ^� Approved per applicable codes. � Corrections required prior to approval. �:= -� COMMENTS: L� o�/�-�- G C"` 7�7�� � s �� L .� / . S�� �S _� Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre-Fire: Permits: Occupanc T e: Inspector: Date: � H rs.. �$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from i �>s•� the City of Tukwila Finance Department. Call to schedule a reinspection. . Billing Address Attn : Address: Word/Inspection Record Form.Doc mpany Name: State: 3/14/14 � T.F.D. Form F.P. 113 � Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotec�inical t'�"� 14245 59�' Ave. S. � � -� Tukwila WA 98168 � � � Cell: (206) 571-9794 May 10, 2016 City of Tukwila Building Department Attn: Plans Examiner/Buiiding Inspector REVIEWED FOR �,��i�E COMPLIANC� �� ��� , �PPROVEt� �� �' '� JUL 13 2D1� �ify or `t`utcw�f a BUILdIt�C DiVl510N Subject: inspection of BuifdinQ Foundation Soiis, 14406 34th Lane S. and 14408 34th Lane S. (Building B-16/B-17�, Piat of Osterly Park, 34Q0 Block of S. 144th Street, Tukwifa, WA Dear �ir: On this date and at the request of Mike Overbeck, owner of the site, the foundation footin� soils for the above building were observed. Two soil 1a�s were prepared at diagonal areas of the building footprint and were available #or inspection. The logs were 24" deep relative finished grade level, enough to place the footings comfort�bly below neces�ary 18" frost protection depth. All observed soils were identi�ed as the compacted pit run structural fill imported and placed on the site over the last fin►o years. This was observed and verified for al{ areas for the buildin�. The soils as observed in all areas were as required during the fill piacemenU compaction and may be rated as properly compacted structural fill. As per the intent of the original fill placement and compaction, the soils at foundation depth are suitable for foundation support. Since the building will have slab on grade first floors, floor portions of the building footprint which may be excavated during footing constnaction will have to be refilled with compacted structural soil within the foundation. The excavated soils are suitable fqr this re-use. The following may be concluded: �. The base soils are in good condition and will provide good faundation support. � C E I V E D altowable bearin� pressure of 2,000 psf is recommended. All loose soils must ��.Y 0� TUKWJILA scraped clear prior to the footing pour. .,,,. ,� f1 „..,•.. 2. Foundation and slab supporting excavations for future buildings should be test �"�� �� 1_-,�a excavated prior to full foundation excavation and #he compacted structural �U fc�a�l{��T CENTER be consistent and suitably dense. Attached are photographs taken during may be referred directly to this off Sinc ely � � MacVeigh, . . Civi( Engineer Questions relating to this matter (EYv�ttEs: a�:t�r;i �� 7`1 overbeck18/0819 /v �� y `/,� ♦ � . ' "'Z. . , ',t . �;,j., .. • � +� � '+; . �., �'� • �; , , � + � `'. . �,.h - : - .. . �" • i` /M►. 1 ' J � � ' . ��+^ i 'A�. �{'* � � � (" � a .f'M. � ~�� ,��' '�''Y j .�'+ "� - . � � ,� �." ,. , � h�'• "' `3:a.1�ti k� . �, _,!'. �°�.� ( y �� ��-�����r� �e t '� ♦ ^R ��.,_ § ! + �! �r ��, ' t �' , . � r" � . ;, �� 4��. � .. ,,'�y... �( ; `, � . ' � � �*`� ` w.y . 1 �w � ^ .l,• �jY �� ' �, .�b.. i f.n ,.. ���'+ {. . ♦ � �� �� ,� �l r .. *m�' ; ,�, 4' �x;�.. * �� �„5,��n: �xR il.� fr �ll;�r '� 1 2�.:. ��•,����,�`, `�,'. � � y,k"� � V , � z ���� k ^ , ^'�4'Li',�..F'' '��"�.."l.� tj�l �y,; �S t� ' t � . - � �'�y�p4.�3�- 7� `ti: r.� � `" .�` � � `t - �' � �� � ��� !�� ,'.s � 'ra. Pw,...P�'' � �'�1+�..��M � �. �`w't.. ... � '=,a..' . o � � ;>: '�: ,�. �_.� .. ,��'� � : ��� % �.^.. � � �N � f < �. a� �/ ' t� �� �� � / �. �. �! ��� �! ,� � � / '"`4 ; . r s �,.'.,,�V ,� � �"! � i 4 - ` �t ,' �4., �`�� , :,_-� � � r` .'. �� � ., �„ - . , . , � ` �., . + :..,� � �" , ` ;. - . �,. \... � ,� � �r. ' r ' '= -� ���j`��,�., -_ ,� ,. i ti� �. _ � _ �,� � • ` /�� . , ` � il`'4.� ��, ' I�l ���/'� �'�1( �pa��l� '. i .(^ l� }' 4`� » #', ' f t 'R { � . �,�'° i , 'y� �� .t .. �' .:��°` . . '� .: k . , �� htl � � ', t � � r � .s.., . '� � � t � . . �,r� . t ,;�.� _ r �x°« i `w � "e- � r ` ..`-". � �. ;z �, � `��, ....� '� � . ��� v �' r ' J YV^.- . �p�r� � � y� i Y! •$IpK 1 t . Y . . �� � � i g � � � y � ��i�w ' �t ��r t ^,l� ,�u, � °�' r ^• �°'�! �" ^f � ` '� � w� �` �� .-;. i. t � ,/`�,r,W � �` � ^ ^`"� �,�„ �;�;� �c� ,�r� .,, , t �� ; : � 4 . `�+�.� � : . � a..�,� �, '.rN ,,.,` � Y. ♦ ♦ "\ �'`�' �i. ,.� .� . �:.� — . *.�'� �.�� s �: :.5.� ���^'�:' �'"' 71MI.�v MEMO MEMO DATE: July 3, 2014 PROJECT: Osterly Park TO: Overbeck Properties ATI'N: Mike Overbeck CC: FROM: Todd Eaton RE: Osterly Park - 2012 I ATTACHMENTS: Richard, INC. II , � I' ,.+I � _ '.J, d � REVIEUVED �'t� �ooE �oMP«An�c� APPROVEti JUL 13 2p1S City pf iUkwil� ILD1iVG DIVISIaN None 180 Nickerson 5t. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206) 285-0618(F) teaton @ctengineering.com NUMBER: 10014 07/03/2014 We have reviewed the 2012 IBC with regards to the loading criteria and wood framed construction (Chapter 23). The 2012 IBC reference standard for loading criteria is ASCE7-10, while the 2006 and 2009 IBC reference standard for loading criteria is ASCE7-05. Items that remain unchanged and those that have changed but do not affect the structural design include: • Live Loads and Snow Loads in ASCE7-10 are unchanged from ASCE7-05 for single family residential structures in the Puget Sound Region. • Seismic design parameters referenced from ASCE7-10 uses 2008 USGS hazard data while ASCE7-05 uses 2002 USGS hazard data. The resulting base shear calculated using ASCE 7-10 is equivalent to that under ASCE 7-05. . Wind speeds referenced in ASCE 7-10 are now shown as ultimate values. IBC 2012 Section 1609.3.1 provides an equation to convert ultimate wind speed to allowable design level. The result is that the Vult = 110 mph is equivalent to the Vasd - 85 mph. . IBC 2012 and IBC 2009 both reference AWC SDPWS-2008 for nominal unit shear capacities for wood-frame shear walls, therefore the wood framed shear walls remain unchanged. • IBC 2012 references NDS-2011 for allowable stresses for lumber, while IBC 2009 and IBC 2006 references NDS-2005 for allowable stresses for lumber. The allowable stresses for lumber in NDS-2011 are unchanged from NDS-2005 and NDS-2001 for the lumber species and grades specified in the plans and used in the calculations. The existing structural design conducted under the 2006 IBC and 2009 is not affected by modifications to the 2012 IBC. The current design for the house plans is in compliance with the ������� IBC. Construction documents (i.e plan sets) should reference the 2012 code. CITY QF TUKWiLA Sincerely, /� � � ��i1�� �O Todd R. Eaton, PE Structural Engineers JU�! 7 0 2Q16 PERMIT CENTER M:\10014 Osterly Park\documents_out\2012_IBC_MEMO_2014.07.03.doc � 09122/2002 15:31 4258217601 CRKA1 PAGE 01 L�J 1 , � � � ,,. � � i .1�� � � /' � ` � � , . � i � �, �, r' REVIEWED FOR ?�QDE COMPLIANCE � �+�P�ovE� =, ; ' JUL 13 2016 City of iukwila BUILDING DIVISION ���� � �'� �Ci1 i ��.�� 11!� t��. a���: f�irl���'. � ���.PJ ��� � ���� I �r��i� i��� �''i�� !�.'r11��� RECEIVED TY OF i UKWILA JUS� 2 0 2�1� PERMIT CENTER �• . i�� • �C�►� �i1�/1� �2�. . .. , . . .. , .� .. .. .. .� ._ .. 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' � •� • ,� � +f u u . .. :� .. . . �.i >. . , i .. . .. . , ,. , c ...� �-.,. i >. ,' --�, c .G ' '� f"r+-1 t..0 ' . _ ., _...� .. . . y , � --+1�. �.•—�••—... . . . ,. . ��—�_,., . ,. l•" .. .. . . . << . .. . .�y .l .� ... .. q ,> .. 4� . ,. ' " ` . .. e .::b�1t. �� . .� .. • . .. <. � .. . �. ., . , . .. � _... .�1: r�L' il .�+�. .v .. .. .v .� .� i� _ � _ .. � . .� .. CODE COMPL{AI APPROVED JUL 13 201� Ciiy of Tukwila BUILDING DiVISION caa: aw. Type A (On Pole j 1' AFG) ��. Type B (On Wall @ 12' AFG) AlED5T78N RAB WPLED52N r+�:'w';":..'� -..... ^ti..� A'"" � JUf10� b" IC 900 LUMEN ___ . _ LED DOWNIIGHT �...u.. � NEW CONSTRURION . _. . 1_41?!EDGd C,E�ESSCDMOUS'tJG LENSED TRIMS - �;��t �..� :,:-- � ro. TYpe~� R 8' AFG @ p ' ._ ._. _ _ . _ 1 �m�m�o� ������� ��■���� ������� LUMIN0.IRE SCNEDI1lE � , , ,,,,, e..,,��,,, „�,� �, � �. ..�... ��, ,,., � � � �:,..,..� .�.�.w� .�o,.�.. .,..,.h... ,m �. OSTERLY PARK TOWNHOMES SITE LIGHTING & PHOTOMETRIC STUDY Phase I PhotometricCaiculations: RECE�VE� Horizontal Footcandles,��a� �� T U K W I L A (measured at 4' horiz. and 4' I i te s Osterly Park Townhomes 3429 S. 144th Street J��,� � 0 2�yu Tukwila WA 98168 c''e"t: PERMIT CENTER Mike Overbeck 4620 S. 148th Street Tukwila WA98168 Lighting 8 Photometric Calculations by: David Butler, LC, MIES 206-784-4821 david. butler.lc@comcast.net 2/28/2015 • � Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) w ' � �0"'" � � : �10014 STRUCTURAL CALCULATIONS Osterly �,Park Townhomes — Phase 1 3429 S. 144th St. Tukwila, WA Design Criteria: REVIEWED FOR CODE CC?MpLtANCE �PPR01lED �; ; �u� 13 �o�s . �ity af'C�rkwila BUILDING DIVISION IBC 2012 Wind: 110 mph (ULT) 85mph (ASD), Kzt=1.0 Seismic: Ss=1.49, S1=0.56, SDC=D, R=6.5 Roof Snow Load = 25 sf RECEIVED p CITY OF TUKI�VILq Architect: Barker Architects A.I.A. 8715 NE 119th St. Kirkland, WA 98034 Ph: 425.821.7601 , JU6� 2 0 2016 PERMIT CENTER m ENGINEERING Structural Englneera 180 Niekerson Street S�ite 302 Seattle, AA 98109 208.285.4512 (� 208.285.0618 (F) � � • �■ ■��� � � I . �� � � I� �� ��.— a i - i— — �� �■ �►-��� Ii ? : ���/1� ,�SI �11� �� �� � . . ���� . . .� , . � _;______._E._______ _ .i ~ _ ______.�E.______ "`f� -I � _ _ ii ! 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U.N.Q. _ ` _ P4 __ � I _ ._ P4 ._ _ .— _ 2Xi2�1�4.� �,S1.N.0. _ _ � _ _ _ — _ _ _ _ _ = m � __ �� ii � -- __ __ ,- — _ =— = i i = —= �_ —= _ : � �— _ �3 = = 1 �O 0� I _ _ 1�- �n-=%� ^ �� _ = I��= _�� — — i�= „ �.._ �, � — ' —,—'�.� � � 18 .CODL��EAN — — — — —GL 5.725X12 7L1��.�ODt�I� BEAIA'— — — — — ��� ����� � II � �� �� ��� � � ��� � ,!r�� _ = f�',►f II IM II u�.'►I' II II I'°° °° ' I II II `II �� u ►I II II II II II � �.s� ��e'�� _�� � (2) vca r� 2) vca ttoR � -!1 -�f;������ xl���-��� ��-al_ -U --�= -- — — — °— .— — . . —_.. ! , _ � - ;u_ (L — �� -�� �, - � � -- \���-��� _-- -, � _�,I_.`� . .�:- �!_�! _ J �; II II I I II II CS16 � CS18 CS18 B II P� s�, � II�I — —_ _—_— �2x Q � Q� � �' PT7� 10 RIAI 20 �.0 I , 44� 0� B C D D 10014: C: L2 Framinq Pian 3�16"=1'-0" mE�NGTINEE�RING': 11'-3' - - - - - - --�- - - - - - -F- �HPNiD22 4'-5 1/� � 4'-5 1�y— — HPAND22 16 � 16 I � I 16 �-2'-0') (_Z�-��� ` i \ Z�-0� �— � _._. �. _ ,.� ._..;. . • � T.O.C. i i� r� ',�� � i I T.O.� a +0 � j O.C. T.O.C. 1 � +D � j I� I j+0 +0 ',� I I I � ''' . r , � }_-� _�_ �__ �—`_� I o -� ► � �� _�._J� � __ �_�� � a � ,. -a � - \ �� e� �— 4—��� I--P4_�� �� I�\ � � (-r- �� L�- — — — ' �_o-�; � t � -1 � o. .� .� �_ _ _o _ _ � � �' -�---� �---�- � I fi a � a 3_ � � � -� --�;��—� �� � � � ---..1� �---- � T.O.C. I � ? I T.O.C. - — + � � � � � _ _ (-2' ') .C. � � � T.O.C. � J t �'E;I +0 � ( � �� � � ��� t���� � � (-2'� 1s 6 ` 4'-5 1/2' 4'-5 1/2' 6 16'-0' �,� � �,� �. . � .� ��'-2 3/4' I 4'-2 3/4�, B) (C) (D Structural Englneera iB0 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 208.295.0618 (F) 0 10�14: B1, B2, B3, B4: Foundation Plan 3/16"=1'-0" 1 2 3 `i � � N N m t0 a .��-.. DtL+y_-3JJ � �, Page 4 0 Title : Job # � Dsgnr: Date: 9:45AM, 25 FEB 10 Description : Scope : c�. User.KW-0602997,Ver5.8.0,.;.oe�-2oo3 Timber Beam & Joist Page 1 (c)'1983-2003 ENERCALC Engineering Sofiware 100'14.ecw:Calculations Description BLDG B1/63: GT Reactions Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 50�0. Base ailowabies are user defined Grid E 2.5 Grid E 3 Timber Section axio ax�o Beam Width in 3.500 3.500 Beam Depth in 9.25D 9.250 Le: Unbraced Length ft 0.00 0.00 Tlmber Grade oou9ias Fr- oouyias Fr- Larch, No.2 larch, No.2 Fb - Basic Ailow psi 900.0. 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.� 1,600.0 Load Duration Factor 1.i50 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.00 8.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 ResUlts Ratio = 0.2662 0.68'14 Mmax @ Center in-k 16.50 42.24 z @ X= ft 2.50 4.00 ' fb : Actual psi 330.6 846.3 Fb : Allowable psi 1,242.0 1,242.0 Bending OK Bending OK fv : Actual psi 35.5 65.9 Fv : Aliowable psi 207.0 207.0 Shear OK Shear OK Reactions @ Left End DL Ibs 412:50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL Ibs 'l,100.00 1,760.00 @ Right End DL Ibs 412.50 660.00 LL Ibs 687.50 1,100.00 Max. DL+LL Ibs 1,100.00 1,760.00 Deflections � Ratio oK Deflection OK Center DL Defl in -0.006 -0.041 L/Defl Ratio 9,551.0 2,331.8 Center LL Defl in -0.010 -0.069 UDefl Ratio 5,730.6 1,399.1 Center Total Defl in -0.017 -0.110 Location ft 2.500 4.000 L/Defl Ratio 3,581.6 874.4 � A 0 Title : Dsgnr: Description : Scope: User:KW-0602997,Ver5.6.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG 61/B3: Roof Framing Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 Timber Section z-2Xe z•zxe 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Hem. Fir, No.2 Hem Fir, No.2 Hem Fir, No1 Hem Fr, No.2 Hem Fr, 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 '1,3D0.0 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 MemberType Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data , Span ft Dead Load #/ft Live Load #/ft Results Ratio = Mmax @ Center in-k @X= ft fb : Actual psi Fb : Allowable osi fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio psi 3.50 30.00 50.00 0.0477 1.47 1.75 55.9 1,173.0 8ending OK 6.3 172.5 Shear OK 2.50 30.00 50.00 0.0243 0.75 1 _25 28.5 1,173.0 Sending OK 3:6 172.5 Shear OK 3.50 30.00 50.00 0.0477 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 2.50 30.00 50.00 0.0243 0.75 9.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 3.50 30.00 50.00 0.0477 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Ibs 52.50 37.50 52.50 37.50 52.50 Ibs 87.50 62.50 87.50 62.50 87.50 Ibs 140.00 100.00 140.00 100.00 140.00 Ibs 52.50 37.50 52.50 37.50 52.50 Ibs 87.50 62.50 87.50 62.50 87.50 Ibs 140.00 100.00 140.00 100.00 140.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.001 -0.000 -0.001 -0.000 -0.001 51,354.9 140,917.9 51,354.9 140,917.9 51,354.9 in -0.001 -0.000 -0.001 -0.000 -0.001 30,812.9 84,550.7 30,812.9 84,550.7 30,812.9 in -0.002 -0.001 -0.002 -0.001 -�.002 ft 1.750 1.250 1.750 1.250 1.750 19, 258.1 52, 844.2 19, 258.1 52, 344.2 19, 258.1 0 a Title : Dsgnr: Description : Scope : User:KW-0602997,Ver5.6.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG 62/B4: GT Reactions Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information �ode Ref: 1997/2001 NDS, 2000/20D3 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 2 Grid 4 Timber Section 3.125x15 3.125x12 Beam Width in 3.125 3.125 Beam Depth in 15.000 12.000 Le: Unbraced Length ft 0.00 0.00 Tlmber Grade las Fr, 24F - Douglas Fir, 24F - V4 V4 Fb - Basic Rllow pSi 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 Elas6c Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Center Span Data Span ft 16.00 12.00 Dead Load #/ft 340.00 340.00 Live Load #/ft 425.00 425.00 ResUlts Ratio = 0.9082 0.7983 Mmax @ Center in-k 293.76 165.24 @ X = ft 8.00 6.00 fb : Actual psi 2,506.8 2,203.2 Fb : Allowable psi 2,760.0 2,760.0 Bending OK Bending OK fv : Actual psi 166.1 1542 Fv : Allowable psi 276.0 276.0 Sfiear OK Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio ibs 2,720.00 2,040.00 Ibs 3,400.00 2,550.00 Ibs 6,120.00 4,590.00 Ibs 2,720.00 2,040.00 Ibs 3,400.00 2,550.00 Ibs 6,120.00 4,590.00 Ratio OK Deflection OK in in in -0.317 -0.196 605.9 735.3 -0.396 -0.245 484.7 588.3 -0.713 -0.441 8.000 6.000 269.3 326.8 � Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description : Scope: Rev: 580006 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering SoHware 10014.ecw:Calculations Description BLDG B2/B4: Roof Framing Timber Member Information �ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E 6rid 4 Grid 5 Timber Section 2-7�c8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7,250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No1 Fb - Basic Allow psi 850:0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1:150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data - P,�, Span Dead Load Live Load Results Mmax @ Center @X= ' fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ teft End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio ft 3.50 #/ft 240.00 #/ft 400.00 Ratio = 0.3815 in-k 11.76 ft 1.75 psi 447.5 psi 1,173.0 Bending OK psi 50.7 psi �72.5 Shear OK 2.50 30.00 50.00 0.0243 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 3.50 30.00 50.00 0.0477 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 2.50 240.00 400.00 0.1946 6.00 1.25 228.3 1,173.0 Bending OK 28.7 172.5 Shear OK 3.50 30.00 50.00 0.0477 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Ibs 420.00 37.50 52.50 300.00 52.50 Ibs 700.00 62.50 87.50 500.00 87.50 Ibs 1,120.00 100.00 140.00 800.00 140.00 Ibs 420.00 37.50 52.50 300.00 52.50 Ibs 700.00 62.50 87.50 500.00 87.50 Ibs 1,120.00 100.00 140.00 800.00 140.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.007 -0.000 -0.001 -0.002 -0.001 6,419.4 140,917.9 51,354.9 17,614.7 51,354.9 in -0.011 -0.000 -0.001 -0.003 -0.001 3,851.6 84,550.7 30,812.9 10,568.8 30,812.9 in -0.017 -0.001 -0.002 -0.005 -0.002 ftI 1.750 1.250 1.750 1.250 1.750 2,407.3 52,844.2 19,258.1 6,605.5 19,258.1 c � � r c Title : Dsgnr: Description : Scope: �Se�:Kw-°6°z99�,�e�5.e.°.,_°eoz°°3 Timb@r Be�m & Joist (c)1963-2003 ENERCALC Engineering Software Description BLDG B: L3 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information �ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR D2 GR 4 GR 5 STR XFER Timber Section 2-2Xa z-zXa z-2xiz z-zXe z-zX�z z-��z Beam Width in 3.000 3.000 3.000 D.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 Tlmber Grade Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Aliow 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 MemberType Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL L� @X Results Mmax @ Center @X= fb : Actual Fb : Aliowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location UDefl Ratio ft 2.50 3.50 4.00 2.50 3.50 3.50 #/ft 20.00 20.00 120.00 20.00 20.00 120.00 #/ft 53.30 53.30 320:00 53.30 53.30 320.00 #/ft 130.00 130.00 130.00 � 30.00 #/ft 50.00 50.00 50.�0 50.00 ft ft Ibs 1bs Ratio = 0.0770 2.37 125 90.4 1,173.0 Bending OK 11.4 172.5 Shear OK 0.1510 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK 0.2207 10.56 , 2.00 166.9 1,000.0 Bending OK 21.0 95.0 Shear OK 0.0000 O.dO 0.00 0.0 0.0 Bending OK 0.0 D.0 Shear OK 0.1510 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK 0.1503 8.08 1.75 127_8 850.0 Bending OK 16.2 150.0 Shear OK 16.00 15.00 40.00 210.00 560.00 1.500 0.5320 28.62 6.66 452.2 85�.0 Bending OK 48.4 150.0 Shear OK Ibs 187.50 262.50 240.00 0.00 262.50 210.00 310.31 Ibs 129.12 180.77 640.00 0.00 180.77 560.00 827.50 Ibs 316.62 443.27 880.00 0.00 443.27 770.00 1,137.81 Ibs 187.50 262.50 240.00 0.00 262.50 210.00 139.69 Ibs 129.12 180.77 640.00 0.00 180.77 560.00 372.50 Ibs 316.62 443.27 880.00 0.00 443.27 770.00 512.19 Ratio OK Deflection OK Deflection OK Deflection OK Deflec#ion OK Deflection OK Deflection OK in -0.001 -0.004 -0.001 0.000 -0.004 -0.001 -0.067 28,183.6 10,271.0 39,551.8 0.0 10,271.0 47,969.5 2,886.5 in -0.001 -0.003 -0.003 0.000 -0.003 -0.002 -0.177 40,924.8 14,914.3 14,831.9 0.0 14,914.3 17,988.6 1,082.4 in -0.002 -0.007 -0.004 0.000 -0.007 -0.003 -0.244 ft 1.250 1.750 2.000 0.000 1.750 1.750 7.680 16,689.8 6,082.3 10,786.9 0.0 6,082.3 13,082.6 787.2 � � Titie : Dsgnr: Description : Scope: User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983•2003 ENERCALC Engineering Sofiware Description BLDG B: L3 Framing (2 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Ca I cu lation s Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base ailowables are user defined .v� .v� ae Timber Section exe s.12sx�.s z-2xa 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 Tlmber Grade Douglas Fir - Douglas Fir, 24F - Hem Fir, No.z 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 Dura6on Factor 1.000 1.000 1.150 Member Type Sawn GluLam Sawn Repeti6ve Status No No No Center Span Data Span ft 5.00 8.00 2.00 Dead Load #/ft 150.00 180.00 150.00 Live Load #/ft 400.00 480.00 400.00 Dead Load #/ft 250.00 Live Load #/ft 250.00 Start ft End ft Results Ratio = 0.4444 0.5495 0.2044 Mmax @ Center in-k 20.62 63.36 6.30 @ X= ft 2.50 4.00 1.00 fb : Actual psi 400.0 1,318.7 239.7 Fb : Allowable psi 900.0 2,400.0 1,173.0 9ending OK Bending OK ee�ding OK fv : Actual psi 37.6 87.4 29.0 Fv : Allowable psi 180.0 240.0 172.5 Shear OK Shear OK Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio Ibs 375.00 720.00 400.00 Ibs 1,000.00 1,920.00 650.00 ibs 1,375.00 2,640.00 1,050.00 Ibs ' 375.00 720.00 400.00 Ibs 1,000.00 1,920.00 650.00 Ibs 1,375.00 2,640.00 1,050.00 Ratio OK Deflection OK Deflection OK in -0.007 -0.051 -0.001 8,800.2 1,876.9 20,642.3 in -0.018 -0.136 -0.002 3, 300.1 703.8 12, 702.9 in -0.025 -0.188 -0.003 ft 2.500 4.000 1.000 2,400.1 511.9 7,863.7 s . _z 0 Title : Dsgnr: Description : Scope: User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software s Description BLDG B: L2 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 1 D014.ecw:Calculations Timber Member Information �ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR E2 2.5 STR XFER GR E Timber Section ��2 sxa 2-2x�z 2-2x�2 z-2X�2 z-2X�z 6x8 Beam Width in 1.500 5.500 3.000 3.000 3.000 3.000 5.500 Beam Depth in 11.250 7.500 11.250 11.250 11.250 11.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Douglas Fr - Hem Fr, No.2 Hem Fr, No.2 Douglas Fir - Larch, NoZ Larch, NoZ Fb - Basic Allow psi 850.0 900:0 850.0 850.0 1,000.0 1,0�0.0 900.0 Fv - Basic Allow psi 150.0 180.0 150.0 150.0 95.0 95.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.000 1.600 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status Repetitive No No No No No No Center Span Data Span Dead Load Live Load Point #1 DL LL @X Cantilever Span Span Uniform Dead Load Uniform Live �oad Point #1 DL LL @X Resuits Mmax @ Center @X= Mmax @ Cantilever fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactidhs @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio 4.00 3.50 20.00 570.00 53.30 465.00 ft 2.�0 #/ft 20.00 #/ft 53.30 Ibs 320.00 Ibs 150.00 ft 2.000 Ratio = 0.3666 0.4098 in-k 0.00 19.02 ft 0.00 1.75 in-k -13.04 0.00 psi 412.1 368.8 psi 1,124.1 900.0 8ending OK Bending OK psi 48.8 42.7 psi 172.5 180.0 Sfiear OK Shear OK 4.00 20.00 53.30 2.00 20.00 53.30 3,270.00 2.000 0.9323 1.53 1.86 -80.24 1,268.0 1,360.0 Bending OK 148.9 240.0 Shear OK 16.00 37.50 100.00 2.00 20.00 53.30 0.9771 52.56 8.00 -1.76 830.6 850.0 Bending OK 43.8 150.0 Shear OK 3.50 120.00 320.00 0.1700 8.08 1.75 0.00 127.8 1,000.0 Bending OK 16.2 95.0 Shear OK 16.00 15.00 40.00 210.00 560.00 1.500 0.5093 28.62 6.66 0.00 452.2 1,000.0 Sending OK 48.4 95.0 Shear OK 3.50 165.00 440.00 0.2396 11.12 1.75 0.00 215.6 900.0 Bending OK 24.9 180.0 Shear OK Ibs' -130.00 997.50 30.00 297.5G 210.00 310.31 288.75 Ibs I t 06.60 8'i 3.75 -1,555.05 800.00 560.00 827.50 770.00 Ibs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 Ibs 570.00 997.50 90.00 342.50 210.00 139.69 288.75 fbs 464.85 �13.75 5,144.85 913.26 560.00 372.50 770.00 Ibs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK in 0.005 10,146.9 in 0.002 25,855.6 in 0.007 ft 2.400 7,303.4 -0.006 -0.000 6,751.7 463,567.3 -0.005 0.025 8,276.3 1,933.0 -0.091 0.025 1.750 2.320 3,718.4 1,939.9 -0.117 -0.001 1,639.6 59,039.4 -0.319 -0.002 602.5 22,139.8 -0.436 -0.003 8.000 1.750 440.6 16,101.7 -0.054 -0.002 3,552.6 23,324.2 -0.144 -0.005 1,332.2 8,746.6 -0.998 -0.007 7.680 1.750 968.9 6,361.2 Title : Dsgnr: Description : Scope: Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 T'�m��r B�am & J��$t (c)1983-20D3 ENERCALC Engineenng Software Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl Cantilever LL Defl Total Cant. Defl UDefl Ratio in -0.019 in -0.010 in -0.029 1,645.2 -0.000 -0.098 -0.098 488.4 D.046 0.122 0.168 285.5 Job # Date: 9:45AM, 25 FEB 10 Page 2 10014.ecw:Cal culati ons �' User: KW-0602997, Ver 5.8.0, (c)1983-2003 ENERCALC Enc Description Title : Dsgnr: Description : 5cope : Timber Beam & Joist BLDG B: L2 Framing (2 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information �ode Ref: 1997/2001 NDS, 20D0/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 3J ES GAR HR D+L+S+E GAR HR D+L+S Timber Section 3.125x12 2-2x12 5.125x13.5 5.125x13.5 Beam Width in 3.125 3.0�0 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 Tlmber Grade o�9ias F�, 24F - Hem Fir, No1 Douglas Fir, 24F - Douglas Fr, 24F - V4 VS V8 Fb - Basic Allow psi 2,400.0 850.0 2,400.0 2,4D0.0 Fv - Basic Allow psi 240.0 150.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,300.0 1,7�0.0 1,700.0 Load Duration Factor 1.000 1.150 1.300 1.150 Member Type GluLam Sawn GluLam GluLam Repetitive Status No No No No Center Span Data Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X Point #3 DL LL @x CantileVer $pan Span Uniform Dead Load Uniform Live Load Point #1 DL LL @X Results Mmax @ Center @X= Mmax @ Cantilever fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Ibs Ibs Ibs Ratio = psi 19.50 45.00 120.00 0.5228 94.11 9.75 0.00 1,254.8 2,400.0 Bending OK 58.2 240.0 Shear OK 4.00 20.00 53.30 2.00 250.00 118.30 1,200.00 2.000 0.6085 0.04 0.29 -37.64 594.8 977.5 Bending OK 71.0 172.5 Shear OK 16.50 20.00 53.30 2,040.00 2,550.00 6.500 665.00 2,203.00 6.500 �,Zoo.00 6.500 0.8988 436.53 6.53 0.00 2, 8042 3,120.0 Bending OK 125.1 312.0 Shear OK 16.50 20.00 53.30 2,040.00 2,550.00 6.500 665.00 2,203.00 6.500 0.8844 380.00 6.53 0.00 2,441.0 2,760.0 8ending OK 109.3 276.0 Shear OK Ibsl 438.75 -85.00 1,804.39 1,804.39 Ibs 1,170.00 -552.55 4,047.60 3,320.33 Ibs 1,608.75 -637.55 5,852.00 5,124.72 Ibs 438.75 665.00 1,230.61 1,230.61 Ibs 1,170.00 2,202.35 2,784.85 2,312.12 Ibs 1,608.75 2,867.35 4,015.45 3,542.72 Ratio OK Deflection OK Deflection OK Deflection OK ♦ Title : Dsgnr: Description : Scope : Rev: 580006 User: KW-06D2997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio Cantilever DL Defl Cantilever LL Defl Total Cant. Defl UDefl Ratio in in in ft in in in -0.181 1,294.7 -0.482 485.5 -0.663 9.750 353.1 0.002 28,644.9 0.009 5,072.6 0.011 2.336 4,309.6 -0.006 -0.038 -0.044 1,079.2 -0.249 794.4 -0.557 355.4 -0.806 7.788 245.5 -0.249 794.4 -0.455 435.3 -0.704 7.788 281.2 Job # Date: 9:45AM, 25 FEB 10 Page 2 10014.ecw:Calculations ,� f' , Title : Dsgnr: Description : Scope : User: KW-0602997, Ver5.8.0, t-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Soffware Description BLDG B: Deck Framing Timber Member Information Timber Section Beam Width Bearn Depth Le: Unbraced Length Timber Grade Fb - Basic Ailow Fv - Basic Ailow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Cantilever Span Span Uniform Dead Load Uniform Live Load Results Mmax @ Center @X= Mmax @ Cantilever fb : Actual Fb : Aliowable fv : Actual Fv : Allowable � Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections r Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio Cantilever DL Defl _ _ 1 Cantilever LL Defl T'otai Cant. Defl UDefl Ratio i� 2x10 in 1.500 in 9.250 ft 0.00 Hem Fr, No.2 psi 850.0 psi 150.0 ksi 1,300.0 1.000 Sawn Repetitive Ratio = 4.00 20.00 53.30 3.00 20.00 53.30 0.1721 1.26 1.70 -3.96 185.0 1,075.3 Bending OK 18.7 150.0 Shear OK Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst bm 2x10 6x8 1.500 5.500 9.250 7.500 0.00 0.00 Hem Fir, No.2 Douglas Fr - larch, NOZ 850.0 900.0 150.0 180.0 1,300.0 1,600.0 1.000 1.000 Sawn Sawn No No 2.00 8.00 20.00 125.00 53.30 333.00 3.00 2.00 20.00 125.00 53.30 333.00 0.1979 0.9154 0.07 42.48 0.38 3.94 -3.96 -10.99 185.0 823.9 935.0 900.0 Bending OK Bending OK 19.7 60.7 150.0 180.0 Shear OK Shear OK Ibs 17.50 -25.00 468.75 Ibs 106.60 -66.62 1,332.00 Ibs 124.10 -91.62 1,800.75 Ibs 122.50 �25.00 781.25 Ibs 326.46 333.12 2,081.25 Ibs 448.96 458.12 2,862.50 Ratio OK Deflection OK Deflection OK in 0.000 0.000 -0.032 113,250.3 93,648.8 3,031.1 in -0.002 0.001 -0.099 20,108.6 35,140.3 967.8 in -0.002 0.001 -0.131 ft 1.856 1.192 3.968 22,985.7 25,552.2 733.7 in -0.005 -0.005 0.021 in -0.014 -0.013 0.056 in -0.020 -0.018 0.077 3,629.1 4,036.0 625.2 Title : Dsgnr: Description : Scope: User: KW-0602997, Ver5.8.0, 1-Dec•2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Soflware Description CODE MAX JOIST SPANS LL=40PSF Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC , 12" OC 8" OC Timber Section 2x�2 ZX�Z zx�2 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 Tlmber Grade Hem Fr, No1 Hem Fir, No.2 Hem Rr, No.2 Fb - Basic Allow psi 850.0 850_0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 MemberType Sawn Sawn Sawn Repetitive St2tus Repetitive Repetitive Repetitive Center Span Data Span ft '96.75 19.25. 23:50 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 53.30 40.00 26.70 ResUlts Ratio = 0.9974 0.9884 0.9829 Mmax @ Center in-k 30.85 30.57 30.40 @ X= ft 8.37 9.62 11.75 fb : Actual psi 974.9 966.2 960.8 Fb : Allowable psi 977.5 977.5 977.5 Bending OK Bendeng OK 6ending OK fv : Actual psi 48.9 42.5 35.6 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK � Reactions @ Left End DC LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location L/Defl Ratio Ibs 167.50 144.37 117.50 Ibs 446.39 385.00 313.72 Ibs 613.89 529.37 431.22 Ibs 167.50 144.37 117.50 Ibs 446.39 385.00 313.72 Ibs 613.89 529.37 431.22 Ratio OK Deflection OK Dettection OK in -0.153 -0.200 -0.297 1,312.9 1,153.3 950.9 in -0.408 -0.534 -0.792 492.7 432.5 356.1 in -0.561 -0.734 -1.088 ft 8.375 9.625 11.750 358.2 314.5 259.1 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description : Scope : I User: KW-0602997, Ver5.8.9, �-oeo-2oos Timber Beam & Joist Page 1 � (c)1983-2003 ENERCALC Engineering Soffware 10014.ecw:Calculations Description CODE MAX JOIST SPANS LL=30PSF Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are userdefined i6° oc iz° oc s° oc Timber Section 2xiz z,��2 zx�z 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 Tlmber Grade Hem F�r, No.z Hem Fr, No.2 Hem Fir, No.z Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,3D0.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive St2tus Repetitive Repetitive Repetitive Center Span Data Span Dead Load Live Load Results Mmax @ Center @X= tb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl LlDefl Ratio Center Total Defl Location UDefl Ratio ft 18.50._ 21.25 25.75 #/ft 20.00 15.00 10.00 #/ft 40.00 30.00 20.00 Ratio = 0.9959 0.9855 0.9647 in-k 30.80 30.48 29.84 ft 9.25 10.62 12.87 psi 973.5 963.3 943.0 psi 977.5 977.5 977.5 Bending OK Bending OK Bending OK � psi 44.6 38.8 31.9 psi 150.0 150.0 150.0 Shear OK She�r OK Shear OK Ibs 185.00 159.37 128.75 Ibs 370.00 318.75 257.50 Ibs 555.00 478.12 386.25 Ibs 185.00 159.37 128.75 Ibs 370.00 318.75 257.50 Ibs 555.00 478.12 386.25 Ratio OK Deflection OK Deflection OK in -0.228 -0.297 -0.428 974.5 857.3 722.8 in -0.456 -0.595 -0.855 487.2 428.7 361.4 in -0.683 -0.892 -1.283 ft 9.250 10.625 12.875 324.8 285.8 240.9 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description : Scope : Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering SoNware 10014.ecw:Calculations Description BLDG C: Roof Framing Timber Member Information �ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 2 6rid 5 Grid 6 Grid 5 Timber Section 2-2xa 2-2Xe z-zxa 2-zXa 2-2xs 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 Tlmber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 550.0 850.0 850.0 850.0 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 MemberType Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft Dead Load #/ft� Live Load #/ftl Results Ratio = Mmax @ Center in-k @X= ft fb : Actual psi Fb : Allowable �si fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio 3.50 30.00 50.00 0.0477 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 2.50 30.00 50.00 0.0243 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 2.50 30.00 50.00 0.0243 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Sbear OK 3.50 240.00 400.00 0.3815 11.76 1.75 447.5 1,173.0 8ending QK 50.7 172.5 Shear OK 3.50 30.00 50.00 o.oa�� 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Ibs 52.50 37.50 37.50 420.00 52.50 Ibs 87.50 62.50 62.50 700.00 87.50 Ibs 140.00 100.00 100.00 1,120.00 140.00 Ibs 52.50 37.50 37.50 420.00 52.50 Ibs 87.50 62.50 62.50 700.00 87.50 Ibs 140.00 100.00 100.00 1,120.00 140.00 Ratio OK DeBection OK Deflection OK Deflection OK Defleciion OK in -0.001 51,354.9 in -0.001 30,812.9 in -0.002 ft 1.750 19,258.1 -0.000 -0.000 140,917.9 ?40,917.9 -0.000 -0.000 84,550.7 84,550.7 -0.001 -0.001 1.250 1.250 52,844.2 52,844.2 -0.007 -0.001 6,419.4 51,354.9 -0.011 -0.001 3,851.6 30,812.9 -0.017 -0.002 1.750 1.750 2,407.3 19,258.1 s . � Titie : Jflb # Dsgnr: Date: 9:45AM, 25 FEB 90 Description : User: KW-0602997, (c)19832003 ENEF Description Scope : 1-Dec-2003 Timber Beam & Jaist neering Software BLDG C: L3 Framing (1 of 2) Page 1 �0o14.ecw:Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base ailowables are user defined GR 1 GR 2 GR D2 GR D3 GR D4 GR 5 GR 6 Timber Section 2-2xa 2-2xa eXe 2X�2 zx�2 z-zXe 2-zXe 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 Tlmber Grade Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 : 85D.0 85.0.0 . 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 950.0 150.0 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.D00 1.150 1.150 MemberType Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio ft 2.50 3.50 5.50 4.50 4.00 2.50 3.50 Ift 20.00 20.00 165.00 165.00 165.00 130.00 20.00 Ift 53.30 53.30 440.00 440.00 440.00 50.00 53.30 'ft 130.00 130.00 130.00 'ft 50.00 50.00 50.00 ft Ratio = 0.0770 2.37 1.25 90.4 1,173.0 8ending OK 11.4 172.5 Shear OK 0.1510 4.65 1.75 177.1 1,173.0 Sending OK 20.1 172.5 Shear OK 0.6264 27.45 2.75 532.4 850.0 Bending OK 46.9 150.0 Shear OK 0.6833 18.38 2.25 580.8 850.0 Bending OK 70.7 150:0 Shear OK 0.5399 14.52 2.00 458.9 850.0 Bending OK 57.6 150.0 Shear OK 0.0547 1.69 1.25 64.2 1,173.0 Bending OK 8.1 172.5 Sfiear OK 0.1510 4.65 1.75 177_1 1,173.0 Bending OK 20.1 172.5 Shear OK Ibs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 Ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Ibs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 ibs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 Ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Ibs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.001 -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 28,183.6 10,27'1.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 in -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 in -0.002 -0.007 -0.050 -0.024 -0.015 -0.001 -0.007 ft 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 � � Title : Job # ' Dsgnr: Date: 9:45AM, 25 FEB 10 Description : Scope: Rev: 580006 User: KW-0602997, Ver5.8.0, �-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: L3 Framing (2 of 2) Timber Member Information �ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR El GR E2 �R E3.5 6R E4 Timber Section 2-2xe 2ax�z �-zX�2 2-2xs 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 O.oD 0.00 0.00 Tlmber Grade Hem Fir, No1 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 Eiastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn 3awn Sawn Repetitive Status No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load st�rt End Results � Mmax @ Center @X= fb : Actual Fb = Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UGefl Ratio Center Total Defl Location UDefl Ratio ft 2.50 5.00 7.50 3.00 #/ft 150.00 150.00 150.00 150.00 #/ft 400.00 400.00 400.00 400.00 #/ft 280.00 280.00 280.00 280.00 #/ft 300.00 300.00 300.00 300.00 Ratio = in-k 0_3436 10.59 1.25 403.1 1,173.0 Bending OK 50.7 172.5 Shear OK 0.6850 42.37 2.50 669.6 977.5 Bending OK 79.4 172.5 Shear OK 0.9341 95.34 3.75 1,004.4 1,075.3 Bending OK 94.4 172:5 Shear OK 0.4948 15.25 1.50 580.5 1,173.0 Bending OK 70.1 172.5 Shear OK Ibsl 537.50 1,075.00 1,612.50 645.00 Ibs 875.00 1,750.00 2,625.00 1,050.00 Ibs 1,412.50 2,825.00 4,237.50 1,695.00 Ibs 537.50 1,075.00 1,612.50 645.00 Ibs 875.00 1,750.00 2,625.00 1,050.00 Ibs 1,412.50 2,825.00 4,237.50 1,695.00 Ratio OK Defleciion OK Deflection OK Deflecfion OK in -0.003 -0.013 -0.044 -C.006 9,831.5 4,591.7 2,040.8 5,689.5 in -0.005 -0.021 -0.072 -0.010 6,039.3 2,820.6 1,253.6 3,495.0 in -0.008 -0.034 -0.116 -0.017 ft 1.250 2.500 3.750 1.500 3,741.2 1,747.3 776.6 2,165.0 8 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description : Scope : Rev: 580006 User: KW0602997, Ver5.6.0, 1-Dec-2003 Timber Beam & Joist Page 1 (c)1963-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: L2 Framing Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst D GR 3 GR D E GR 4 GR 5 )ST 46 Timber Section z-zx�z �-zX�z sxa sx�z 5.125x13.5 2x12 Beam Width in 3.000 4.500 5.500 5.500 5.125 1.500 Beam Depth in 11.250 11.250 7.500 11.500 13.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Hem Rr, No.2 Douglas Fir- Douglas Fr- Douglas Fir, 24F- Hem Fir, No.2 Larch, No.Z Larch, No.2 V4 Fb - Basic Allow psi 850.0 850.0 900.0 900.0 2,400.0 850.0 Fv - Basic Allow psi 150.0 150.0 180.0 180.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 '1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 MemberType Sawn Sawn Sawn Sawn GluLam Sawn Repetitive St2tUS No No No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load Sfart End Cantilever Span Span Uniform Dead Load Uniform Live Load Point #1 DL LL @X Results Mmax @ Center @X= Mmax @ Cantilever fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location L/Defl Ratio ft 5.50 18.00 4.00 18.00 17.50 #/ft 20.00 45.00 165.00 45.00 435.25 #/ft 53.30 120.00 440.00 120_00 315.00 #/ft 165.00 #/ft 440.00 ft ft ft 2.00 #/ft 500.00 #/ft 650.00 Ibs Ibs Ratio = 0.5131 -0.03 0.26 -27.60 436.1 550.0 8ending OK 55.2 150.0 Shear OK 0.9035 80.19 9.00 0.00 844.8 935.0 Bending OK 39.4 150.0 Shear OK 0.6258 29.04 2.00 0.00 563.2 900.0 Bending OK 60.5 180.0 Shear OK 0.7350 80.19 9.00 0.00 661.5 900.0 Bending OK 31.6 180.0 Shear OK 0.9225 344.65 8.75 0.00 2,213.9 2,400.0 Bending OK 124.1 240.0 sn�� o�c 4.00 20.00 53.30 2.00 20.00 53.30 326.70 120.00 2.000 0.4640 0.00 0.00 -12.48 394.4 850.0 Bending OK 46.7 150.0 Shear OK Ibs -126.82 405.00 660.00 405.00 3,808.44 -133.35 Ibs 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 Ibs 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 Ibs 1,236.82 405.00 660.00 405.00 3,808.44 580.05 Ibs 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 Ibs 2,919.76 1,485.00 2,420.00 1,485.00 6,564.68 999.90 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK in 0.006 -0.153. -0.006 -0.095 -0.486 0.005 10,335.4 1,410.6 7,812.7 2,266.6 432.5 9,931.3 in 0.007 -0.408 -0.016 -0.254 -0.351 0.001 9,242.9 529.0 2,929.8 850.0 597.5 34,153.1 in 0.014 -0.561 -0.023 -0.349 -0.837 0.006 ft 3.278 9.000 2.000 9.000 8.750 2.400 4,880.7 384.7 2,130.7 618.2 250.9 7,722.1 J y Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description : User: KW-0602997, Ver5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BLDG C: L2 Framing Cantilever DL Defl Cantilever LL Defl Total Cant. Defl UDefl Ratio in in in -0.016 -0.020 -D.036 1,321.2 Scope: Timber Beam & Joist -0.020 -0.008 -0.028 9,725.4 Page 2 10014.ecw:Calculations Titie : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description : Scope: Rev: 580006 {., User: KW-0602997, Ver5.8.0, 1-Dec-2003 TIIT�f.DeC B�ciIT� ��OIS� Page 1 (c)1983-2003 ENERCALC Engineering Software 10D14.ecw:Calculations Description BLDG C: Deck Framing Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst jst bm Timber Section 2xio 2x�o sxa 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 Tlmber Grade Hem Fir, No.2 Hem Fir, No.2 Douglas Fr- Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 ElasticModulus 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 ft 5.00 3.00 8.50 Dead Load #/ft 20.00 20.00 98.00 Live Load #/ft 53.30 53.30 261.00 Cantilever Span Span ft 2.00 2.00 t50 Uniform Dead Load #/ft 2fl.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 ReSults Ratio = 0.1131 0.0880 0.8203 Mmax @ Center in-k 2.51 0.76 38.07 @ X= ft 2.40 1_32 4.22 Mmax @ Cantilever in-k -1.76 -1.76 -6.18 fb : Actual psi 117.5 82.2 738.3 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio Cantilever DL Defl Cantilever LL Defl Total Cant. Defl UDefl Ratio Ibs 42.00 16.67 399.96 Ibs 133.25 79.95 1,109.25 lbs 175.25 96.62 1,509.21 Ibs 98.00 83.33 620.54 Ibs 261.17 222.08 1,652.82 Ibs 359.17 305.42 2,273.37 Ratio OK Deflection OK Deflection OK in -0.001 0.000 -0.034 44,186.7 562,653.4 3,029,8 in -0.006 -0.001 -0.099 10,295.6 47,664.8 1,029.4 in -0.007 -0.001 -0.133 ft 2.460 1.416 4.250 8,360.0 48,711.9 768.4 in 0.000 -0.001 0.017 in O.OD1 -0.003 0.046 in 0.002 -0.004 0.063 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 = 47.473 8 Longitude = -1222889 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 de� grid spacing Period Sa (sec) (g) 0.2 1.467 (Ss, Site Class B) 1.0 0.505 (Sl, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.473 8 Longitude = -122.2889 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S 1 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) Conterzninous 48 States 2003 NEHRP Seismic Desi�n 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) 02 0.978 (SDs, Site Class D) - 1.0 0.505 (SDi, Site Class D) SHEET TITLE: CT PROJECT # Step # 1. OCCUPANCY CATEGORY 3 4. 5. 2006 IBC SEISMIC OVERVIEW 2006 IBC SEISMIC OVERVIEW `::1'0014 -':Osterly Park 'Buiidmg::.B 2006 IBC ASCE 7-05 TYPE = I1 `: -`:'::' Table 1604.5 Table 1-1 IMPORTANCE FACTOR IE= :1;0,0 ;:>.-- Section 1613.1 -> ASCE Table 11.5-1 Site Class - Per Geo. Engr. S.C. D:: Section 1613.5.5 Section 11.4.2 / Ch. 20 Table 1613.5.5 Table 20.3-1 0.2 Sec. Spectral Response 1.0 Sec. Spectrai Response 6. Site Coefficient (short period) 7. Site Coefficient (1.0 second) SMS - Fa � SS SM,=F„�S, Spg = 2�3 " SMS Sp� = 2�3 ' SM1 8. Seismic Design Category 0.2s 9. Seismic Design Category 1.Os 10. Seismic Design Category 19. 1/Vo.od.structural Panels 12. Response Modification Coef. 13. Overstrength Factor 14. Deflection Amplification Factor 15. Pian Structurai Irregularities 16. Vertical Structural Irregularities 17. Permitted Procedure SS 1:.47 Figure 1613.5.1(1) Figure 22-1 S1 D 51: Figure 1613.5.1(2) Figure 22-2 Latitude=.=47:4.7 ' ;.-` N Longitude 122:29 W _ _ _ . .. ..:.._. http://earthq ua ke. usqs. pov/research/hazmaps/ httq://earthpuake.usqs.qov/research/hazmaps/desiqn/ Fa 1 00; Figure 1613.5.3(1) Table 11.4-1 Fv 9 50 Figure 1613.5.3(2) Table 11.4-2 SMS = 1.47 EQ 16-37 EQ 11.4-1 SMi = 0.76 EQ 16-38 EQ 11.4-2 Sps = 0.98 EQ 16-39 EQ 11.4-3 Sp� = 0.51 EQ 16-40 EQ 11.4-4 SDCS = D - Table 1613.5.6(1) Table 11.6-1 SDC, _.D:: ::,;.; :;-' .....- Table 1613.5.6(2) Table 11.6-2 SDC = D Max. Max. R = 6:5 . : ;'; �o= 30 ; Cp= 40 :-; _ . _.. --- No ' -- No; ., .,,.;..: Equiv. Lateral Force Page 1 N/A Tabie 122-1 N/A Table 12.2-1 N/A Table 12.2-1 N/A Table 122-1 N/A N/A Table 12.3-1 Table 12.3-2 Table 12.6-1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT #: 10014 - Osterly Park - Building B Sos = 0.98 h„ = 26.00 (ft) Sp� = 0.51 x=`:';' :. `::;:0;7;5-ASCE 7-05 (Table 12.8-2) R= 6.5 C, _ °` 0:020 ASCE 7-05 (Table 12.8-2) .._ IE = 1.0 T= 0230 ASCE 7-05 (EQ 12.8-7) S� = 0.51 k=': ° 1 ASCE 7-05 (Section 12.8.3) Cg = SDS � ���E� CS = So� / (T*(R/IE)) (for T < T�I Cs = isoi' T�)� �TZ`���e)) ifor T> T�) CS = 0.01 CS = i0-5 Si)����e) CONTROLLING DESIGN BASE SHEAR = T� = 6 ASCE 7-05 (Section 11.4.5: Figure 22-15) 0.150 W ASCE 7-05 (EQ 12.8-2) 0.337 W ASCE 7-05 {EQ 12.8-3) (MAX.) 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) 0.010 W ASCE 7-05 (EQ 12.8-5) (MIN.) 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if 5�> 0.6g) 0.150 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) {EQ 12.8-12) C�; _ DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hXk DESIGN LEVEL Height {ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; 'h� Vi 'Roaf -- 2,6;OQ 26.00 ;1575- _'-0;020. 31.5 819.0 0.47 �.04 3rd {up:pr.) . 8.00 18.00 18.00 1364 >:0.025 34.1 613.8 0.35 3.78 2nd. (main) 9.00 9:00: 9.00 "9364 -::O.a25 34.1 306.9 0.18 1.89 1st.:(base} 9.00 0:00 ... ..... ... __.. SUM = 99.7 1739.7 1.00 10.72 E=V= 15.00 E/1.4 = 10.72 RAG DIAPHR LEVEL Roof 3rd (uppr) 2nd (rnain) 1st (base) 7-05 (EQ 12.10-1) Design FPX = F; E F; w; E w; FpX = EF; ' w� 0.4 * Sos* IE * wP (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. 5.04 5.04 31.5 31.5 6.16 5.04 12.32 3.78 8.82 34.1 65.6 6.67 4.59 13.34 1.89 10.72 34.1 99.7 6.67 3.66 13.34 Page 2 SUM DESIGN Vi O.Z ` Sps' IE' WP FpX Min. 6.16 6.67 6.67 5. $. 10. � Z � 0 7 ii J � �n 0 W U � Q N � � H �17 I� � � � O � � N N N N N � n � � � � � � � � � W 47 O N d N d � O (D CD (O CD CD � U 7 V 7 7 7 7 7 U � fn o� � Ql O� rn o� O� N W ilJ Ltl W W W Q � � lL fA lL lL l.L L.L l.L l� �. .� �.� .... 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V' I� r � W � � � v i �w o� vc�yv u Z v c�i r� 3 � � � � oc�o o m � ti � a � � inrn� v :Y � Z � � � � tn o ch r� Z � � � � � 11 Z Z ln at ti' q a � ,. v � 2 > > � r rn � � 1f! N (7 N � � � C Z Q 3 � O m a C (D 1� O (7 � '� � (D c7 � T � .r C . ?a3tD o m a o v,000 u� 'o o � d o r Q Q N � N � ... O fD V' (O II Q Q N� a�D Q ti � � .� �O � lD O O O �;� m . O� �;r Q y � » � ovcDv 9 q 'b . Q Q l!') r N Z � � r o v o 0 0 0 0 0 � � r� r Q Q c'� � � � � ocovco ii a Q N�� a � � N N O � G O 0 0 0 ) � m Oi � Q Q � � � i � ovcov � a Q Q N � N � r •- O O t!1 O .._. � V N m L � N O r� _ W a U Q � W '@ a � ❑ W 0 i z. �- o w � � � Z � O O O v O O O !D a0 T = N O O O O O O O O O O v 1� c0 N O� O t� N � o 0 0 ,C � O O O m m ai ai N @ a ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM • METHOD 2 PER ASCE 7-05 & SEAW RAPiD SOLUTION ':� CT PROJECT #: 10014 - Osterly Park - Building B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND - METHOD 2 PER ASCE 7-05 Wind (N-S) Wind (E-W) inlMethod 1(Max.) Min/Method 1 Wind (NS) Wind (E-W) DIAPHR. Story Elevation Height DESIGN 5UM DESIGN SU DESIGN SUM DESIGN LEVEL Height (ft) hi (ft) Vi (N-5) V(N-S) Vi (E-W) V(-W) Vi (N-S) V(N-S) Vi (E-W) Roof - 26.00 26.00 1;00 1.00 .'... `'.::.1:00 1.00 6.60 6.60 4.42 3rd (uppr) 8.00 18.00 18.00 1.:00 2.00 - 1'00 2.00 3.74 10.34 3.26 2nd (main) 9.00 9.00 9.00 :1..00 3.00 ' '1:00 .00 3.96 14.30 3.45 _..:, 1st (base) 9.00 0.00 V(n-s)= 3.00 V(e-w)= 3.00 (n-s)= 14.30 V(e-w)= METNOD 1 base shear = 0.2 ratio Page 4 SUM V (E-W) 4.42 7.68 17.13 11.13 a r SHEET TITLE: � CT PROJECT # 2003 IBC SHEARWALL VALUES PER 2306.4.1 10014 - Osterfy Park - Building B SHEATHING THICKNESS tsneatt�in9 =,7/16"` NAIL SIZE nail size = 0.131" dia X2 5".long STUD SPECIES SPECIES = H-F or`SPF :: SPECIFIC GRAVITY S.G. = 0 43 `.. 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dia. =,0.625; '.= SHEARWALL TYPE Table 2306.4.1 7/16" w/8d common V allowable (15/32" values per (PER 2003 IBC) footnote d) --- 0 P6TN ,.. . .. : :; . : 150 P6 , ,::..:.26.0 P4 380 P3 490 P2 ; 640 2P4 <. 760 ZP3 ;;. , 980. 2P2 1'280 ,,, ..,. ... N.G. 10000 Seismic V s allowable modify per S. G 1 150 242 353 456 595 707 911 1190 9300 Wind � w allowable modify per S. G. inc. 40% per 2306.4.1 GYPSUM THICKNESS tsheathing --:��2 NAIL SIZE nail size = 1'!%4": long No:6:'Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind ��2�� w/ 1 1/4�� SCI'eW V allowable V s albwable � walbwable (PER 2003 IBC} modify 1 150 339 495 638 833 990 1276 1667 13020 G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 nof allowed , c m Y � V C � a �� •_ !w m �� C Y `� a 'Z m � N �� O :g o � � V F- UJ F- '� F O w� wd cn U c. a Y Y O O � � � �D u u 1 � N (n Z Z 'o v 33 � £ � � m � � m n aa Y Y 'at V O O �17 117 v M N [�7 N N .n H U m � O <CN� ��_,�rn p v7. N p N � ' ii� > m U II J N �O" ry _�' 3 t � J d � C x C oa�� O S r�cc 0000NN000c��00000000000000000 X E a �v,0000e�r>000�na00000000000000000 �6 " y 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 � 7 L? 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J , ,, : ,. ' ,., -,':.. :' u .:... .,�� . .. . . � . . . .. . 00`.00 0..000��0�00 6:000�00�.00�00�0.:000�,000�,0:00 0 0 0- o o; o o.o. o 0 0 0.0 0 0.:0 0 0,0. o 0 0 0 0 0 0 0 0 0; o� r- t- � 0 0''0 0 0;0 0 0'0.0 0 0 o b c7 a o 0 0.:0 0.0=0 0 o ti. o o:o.o Yo�ui;!o r.�.�.i.o�:�o m c� o�;o 0�:;2o-.u> o o:�o o.o�:o�o��o.o�o �o o.��o�o O. o�.o t7 O��,b 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 Y���O O O`O N N b'.b O'�CV��tA O O.O O O O::O O,O�O O O O� O.O'O:O � O.'�O O O..O r O�,O O ���:0 O.O O O O O� O O O�O O O CJ O O�O;�O, V' u� rn., � v ui :m co T'��.�.:: ';�: ' M Cl.:':.�' ��: � ...:' ...::�.: , " :'.'. :..:,,. �.,...'.: ��._'� c,.) Q d�`�:� t. U U' � • LLl `W w� ,�� ww a � �. i . . '.: . , . „ :. :: . ; . Q n ,�'. . ' . , �' ' -::: �.. � . . . . :. . . :. . . . .. . . .. . SHEET TITLE: LATEF�AL=E-W`(91de to side) CT PROJECT #: 10014 - Osterly Park - Building B Diaph.level: Roof Panel Height =. ;.:;'.:$; ft. Seismic V i= 5.04 kips Design Wind N-S V 1= 4.42 kips Max. aspect =`:': 3:5 2006 IBC Table 2305.3,4 Sum Seismic V I= 5.04 kips Sum Wind N-S V i= 4.42 kips Min. Lwall = 2.29 ft. per 2006 IBC Table 2305.3.5.2 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wlnd Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A, lwall Lo� e�t. C o w dl V level V abv. V level V abV. 2w/h V I' Type Type V I' OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kifl (kip) (kip) (kip) (kip) p (pl� (pl� (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ezt 1'.:<: 197 3 3 ' 8 0 1:00 0;15 0.55 0.00 0.63 0.00 1.00 0.81 Ezt 1_ :: 197';: 3 3°>; 8 0:,,1�'00 0:15 0.55 0.00 0.63 0.00 1.00 0.81 - 0 0.� >:: 0 0 1.'00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ezt . 2: 0 0 0' - 0 0 ".1.00 0:00� 0.00 0.00 0.00 0.00 1.00 0.00 '' Ext. 2:' 0: 0 0`'< 0.0 : i'00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext 2 0> 0 0,. :.. 0.0 '1iQ0 _d:00 0.00 0.00 0.00 0.00 1.00 0.00 0`' 0 0-` . 0 Q `:1_00 . 0.00 0.00 0.00 0.00 0.00 1.00 0.00 "Ext 1; : 197 3 3 = 8 0 ,1.00 0..15 0.55 0.00 0.63 0.00 1.00 0.81 Ext 1:; : 197 3 3-' 8 0 ":1`.00 0,:15 0.55 0.00 0.63 0.00 1.00 0.81 0: : 0 0`.` 0 0 1.00 ;"0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext :Li 2- `0 . 0.0 ::' - 0 6. 1..00 -, '0'r00 0.00 0.00 0.00 0.00 1.00 0.00 Ext; L1 2.' 0.:: 0 0;;: 0 0 .1,.00 ' 0;00 0.00 0.00 0.00 0.00 1.00 0.00 'D": 0.0 -`.: 0 0 ".1 00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 Exf: Li 2..: O i 0.0, ' 0 d � 1' 00 :.0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext.. L1 2:,: . '0 , 0.:0 `O Q:1.00 : 0.00 0.00 0.00 0.00 0.00 1.00 0.00 - - 0.' 0 0= ' O.d ,-]'.00 . 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ii�t.L1 3=:; � 0: 00.;; 0.0.. 1..00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 , lot 3: �0 0:0` O:b . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Int . 3`.- 0 Q 0...` 0 0.. . 1,00 ,.:0.00 0.00 0.00 0.00 0.00 1.00 0.00 InE:L1 3= 0 0.0 :` 0.�' 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 - - 0 0,0 0.0 `,1.00 Q:00 0.00 0.00 0.00 0.00 1.00 0.00 Ext ' 4A 378. 10.5:.''. 16A ':1 00 :.0.1:5, 1.06 0.00 1.21 0.00 1.00 1.00 Ext 4C. 0: 0.0 :- 0 0:. :1. 00., 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ezt 4.E: ` 0 0.0 : 0.0 1 00 : 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0. 0.0 ': 0 0-;1.00 `- 0,00 0.00 0.00 0.00 0.00 1.00 0.00 Ext 5: � 10.3,5. 2 9:,:; -, 6 0:::1 00 , Q.iS 0.29 0.00 0.33 0.00 1.00 0.72 Ext 5;i 103.5; 2.9 * 6 Q:' 1.00 .:0:15 0.29 0.00 0.33 0.00 1.00 0.72 - 0` 0 0: 0 0 1 00 O:i00 0.00 0.00 0.00 0.00 1.00 0.00 >;:' � : Ext 5.' 1.03,5. 2 9,.:: 6 0._ 1 00 , 0:15 0.29 0.00 0.33 0.00 1.00 0.72 Ext 5' -� 103:5: . 2,9 -: 6:0` _ t.00 0.15 0.29 0.00 0.33 0.00 1.00 0.72 1580 35.0 35.0 = L eff. 4.42 0.00 5.04 0.00 EVW;,,d 4.42 EVEQ 5.04 238 P6 P6 238 P6 P6 � --- --- � --- --- p... ... � •-- --• 0 --- --- 238 P6 P6 238 P6 P6 � --- -•- � --- --- p._. _.. � --- --- 0 --- --• 0 --- --- � --- --• � •-- -.. � •-- --- 0 --- -- � --- •-- 0 •- --- 115 P6TN P6TN 0 •-• -•- 0 •- •-- � •-- --- 160 P6 P6TN 160 P6 P6TN 0 --- 160 P6 P6TN 160 P6 P6TN 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 0 0.00 0.00 0.00 0.00 0.00 0.00 , 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 101 9.65 11.34 -0.17 -0.17 8.46 8.40 0.01 0.01 0.01 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 101 2.64 1,16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 y 9 m m y C � D a •� om � � •v (0 n. � >' W � J N � O F T Q o � o � �U �"' W H � �. O W� W �- � U 0 _ X E t�t�00000tin00000000rnrnoocc00000000 � n(1 N N O O O O O N N O O O O O O O O e-' � O O fV O O O N N O N N � = v t�'9 lh O O O O O M e7 O O O O O O O O N N O O O O O O � � O�- � -6 E vv o 0000vv00000000coc000cD00000momco C N p, O O O O O O O O O O O O O O O O O O) � O O N O O O.- r O.- j� v M c7 O O O O O c'J c`� O O O O O O O O�- r- O O O O O O � � O ��- > -p c7 c� O O O O O c') t�') O O O O O O O O c') C'� O O � O O O N N O N N � � p, aD a0 O O O O O N CJ � O O O O O O O m� O O N O O O tn ln O� N ��� � � OOOO O ��-OO OOOOO O �� OO OOO O OOOOO � o a � v 'o � � c � Q � O Y 0 0000000000000000r>r�000000u�inou�in ro c� o 0 0 0 o r� r� o 0 0 0 0 0 0 o r� r� o o v, o 0 o r> c� o r, ch .- � o 0 0 0 0 � � o 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 � � o � � v�t o 0 0 0 0�t v o 0 0 0 0 0 0 o c� �v o o � o 0 0�n in o�n �n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o u� in o o m o 0 o r� c� o r� c� co cD o 0 0 0 o cD co 0 0 0 0 0 0 0 o co co 0 0 0 0 0 o c i ri o�i �i ? � n o 0 0 0 0 � � o 0 0 0 0 0 0 o rn rn o o co 0 0 0 0 0 0 0 0 � n N N O O O O O N N O O O O O O O O.- .- O O O O O O N N O N N W� v ch c� O 0000 M c'700 00000 O N N 000000 � �O� •- {�' � � �Y.� � � � E w o a w � Y N N C�' � � C C � � fl- Y Y � v tD W � N 10 C . 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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 V f� 00000000000000000 0000aor»oroc-�co c N N O O O O O N N O O O O O O O O aD a0 O O t'7 O O O �'- O r � N .3 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 ri ) W sn �n o o.o..o o:ui v�.: o 0 0 0 0 0 0 0�n �ii o o'u� o o.o u, �.n o: �n :� � r.0�-O"0�00'-�--.�O��.O.0.00-0.�00�'r.-O�Or'O.O�O� 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 OA O O.O J n O.'O� o o�o��o o O���O���O O�o-�O o:o-o O O o�:0 O.O� �O �o 0��0 O O O:�D� N O O�O O O O O O O� O O O�O O O O� O O O�O O O:O O O O O O O:.O � � _� ... e- r r . � . .� . .r � _ . ... . , .. . .. : oo.'o oo•0000'000'oo.00000"0000000`000:-o m ao��o 0 o'y:o: o':eo;�o� �o 0 oi.o 0 0 0.o v-�r��o oico.�o o'o���co� cD i7 �coico th M::O O O�'O�O M.c7''O O O:O O�O O O 1�'(�:O O ln O O 0����t1� O�tf7��in N M C7 �O O 0-0� O M-(7 �O O-�O �O O O�O'O M M:�O O O`O O O V� C O'cY��C' a0 ._,.:. . .. . ; .. � .. ..� . . . . �.. ',: . �: .�.: . „ ...: u� �n o 0 0 0 o u� ui':;o o a.o 0 0 0:0 ?'o o-co 0 0 o v;v o�t.� v f � o� �� . 07 �CO� � �t d' �:-: N - � vJ � ln lti :try c0 , ..'� �� �:.�:"...... :�..:'' ��. M,�..�. ..r-. ' .::: , ::�--. C7 �� N N N�. N N' �� N N� ���-�p.� M M;�.:M '.QV.,��.'7 '� 1�.:�� �fJ�-��� - ': ; J _I - .� J J � � '�: .. � ':::. X X �" X X� X� X X:'� �'J C C�y X.-X X X: �C X��X ww .�www wwr '�3'c ''x x c c w:ww u.i.-w u�w wW :ww -,. _ ,. SHEET TITLE: LATERAL E-W (side to side) CT PROJECT #: 10014 - Osterly Park - Building B Diaph. Level: 2nd (main) Panel Height =. ,.; 8 ft. Selsmlc V I= 1.89 kfps Max. aspec( _�-': 3:5 2006 IBC Table 2305.3.4 Sum Seismic V f= 10.72 kips Min. Lwall = 2.29 ft. Design Wind N�S V i= 3.45 kips Sum Wind N-S V 1= 11.13 kfps per 2006 IBC Tabie 2305.3.8.2 Wind Wind E.Q. E.Q. p= 1.00 E,Q. E.Q. Wfnd Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Maz. Wall ID T.A. Lwall LOLeff. �+0 wdl V Ievel V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kl� (kip) (kip) (kip) (kip) p (pl� (pl� (kip-ft) (kip-ft) (kip.) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ez# 1: '0 0 0 0 a 1.:00 , 0:00 0.00 0.00 0.00 0.00 Ezt 1 r'. 0: 0 0 `;: 0 0 i.:DO 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 �zC 2:: 92 `. 3 3.� 0 0 1.00 0.00 0.23 0.67 0.13 0.93 Ext �2:: , 78: _; 2:8 0 a 'i:b0 0.,00, 0.20 0.57 0.11 0.79 Ex� 2; 78': 2 8.;: 0 Q ;1.00 0;00 0.20 0.57 0.11 0.79 "Ezt. 2:: �2= 3 3 ;` 0 Q' .:1.00 .0;00' 0.23 0.67 0.13 0.96 Ext �`` ` 0.- 0.0.. .. 0 0 1..00 _ 0.00 0.00 0.00 0.00 0.00 -' Ext 1" 0: 0 fS '.: 0 0 -1'.00 .O.OQ 0.00 0.00 0.00 0.00 - `: 0' �.0 "` 0 0 ' 1.00 .'0.00 0.00 0.00 0.00 0.00 Ezfi�L1 2: Q: OiO.:: 0 0'.1.00 0.00 0.00 0.00 0.00 0.00 Ext: L1 2_. 0 0 0`:: 0 0- -1;00 -; 0:00 0.00 0.00 0.00 0.00 - 0; 0.0 `:;- Q 0 1.00 . 0.00 0.00 0.00 0.00 0.00 Ezt. Li 2: 0.: 0 0_. : O.Q _'1'.00 �0.00 0.00 0.00 0.00 0.00 Ezf. L1 2. ,. :` 0 0 0: ;: 0.0. " 1. 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 Inf Lf 3= . 250 •t1.0; 12A '• 1.00 >.0.15 0.63 0.00 0.35 0.00 Jnt 3 � 91 3.7 4 0 1.00 . 0.15 0.23 0.81 0.13 0.95 '; Int, 3: , 91 3:7 ... 4.0 ' 1.00 . 0.15 0.23 0.81 0.13 0.95 1nt�L1 3- , 250 _ 11.0 : 12:0: . 1.00 0.15 0.63 0.00 0.35 0.00 0, 0:0. ` 0.0 ;..1.00. 0.00 0.00 0.00 0.00 0.00 Ext. 4a: 165; 3:8 16.0 ;-1.00 '0.15 0.42 1.21 0.23 1.88 ExC. �G 88 2A " 16.Q -"1 00 : 0:15 0.22 0.65 0.12 0.89 °Ext. 4E 88 2.0 `- 16.0 -'� 1.00 0:15'. 0.22 0.65 0.12 0.89 - 0 0.� ; O Q.`:1.00 - 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 `.Ext <5 - 0 0,0'. OA. `. 1.00 0.00 0.00 0.00 0.00 0.00 ' 0 0 0.. 0 0. 1.Q0 ,`. 0.00 0.00 0.00 0.00 0.00 Ext 5 :0 0 0::: fl 0'' 1 00 . 0.00 0.00 0.00 0.00 0.00 ,- Exf 5 '=s0 0:0 :: `0 0 1.00: 0:00 0.00 0.00 0.00 0.00 1363 49.1 49.1 = L eff. 3.45 6.62 1.89 8.82 �Vwind 10.07 F�VEp 10.71 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 0.00 0.00 0.00 0.81 0.69 0.69 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.92 0.92 1.00 0.00 0.94 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0.00 � --- -•- 0 •-- ... p... ... 401 P3 P6 475 P2 P6 475 P2 P6 412 P3 P6 � --- -•- p._. ... � --- --• 0 --- --- 0 --- --- � •-• --- 0 --- •-• � --- --- � --- --- 32 P6TN P6TN 318 P4 P6 318 P4 P6 32 P6TN P6TN 0 •- --- 543 P2 P4 1012 2P2 P4 1012 2P2 P4 0 --- --- 0 --- -.. p... .._ � --- --- 0 •- -•- � --- •-- 0 0.00 0 0.00 0 0.00 278 8.46 279 7.19 279 7.19 278 8.70 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 58 2.77 285 8.57 285 8.57 58 2.77 0 0.00 434 15.27 436 8.10 436 8.10 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.91 0.99 0.99 8.91 0.00 4.05 2.16 2.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.27 0.00 0.00 3.27 0.00 0.00 0.00 0.00 3.28 3.28 7.22 3.45 3.45 6.14 3.45 9.45 6.14 3.37 3.37 7.22 0.00 3.27 0.00 0.00 3.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.59 -0,59 5.06 2.52 4.71 8.36 2.52 4.71 8.36 -0.59 -0.59 5.06 0.00 0.00 0.00 3.64 3.58 13.02 4.45 4.45 6.98 4.45 4.45 6.98 0.00 0.00 0.00 0.00 1.20 0.00 0.00 1.20 0.00 0.00 0.00 0.00 0.00 1.20 0.00 0.00 1.20 0.00 0.00 0.00 3.04 3.27 0.00 0.00 3.04 3.27 0.00 0.00 0.00 0.00 0.00 2.80 2.80 3.28 0.00 2.95 2.95 3.45 0.00 2.95 2.95 3.45 0.00 2.80 2.80 3.37 0.00 0.00 3.04 3.27 0.00 0.00 3.04 3.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.60 -0.15 -0.15 -0.15 0.73 2.54 4.47 4.71 0.73 2.54 4.47 4.71 6.60 -0.15 -0.15 -0.15 0.00 0.00 0.00 0.00 3.00 3.25 3.51 3.58 1.60 4.04 4.04 4.45 1.60 4.04 4.04 4.45 0.00 0.00 0.00 0.00 0.00 0.00 1.18 1.20 0.00 0.00 1.18 1.20 0.00 0.00 0.00 0.00 0.00 0.00 1.18 1.20 0.00 0.00 1.18 1.20 � . SHEET TITLE: DEAD LOAD SUMMi4RY ; CT PROJECT #: 10014 - Osterly �Park - Building B ROOF `Roofing =: ashphalt sh.ingies : 3.5. psf Misc 0.9 psf 518" plywood (O;S B).; ° 2;2 psf ;. _ :... Trusses at 24" o..c > 3:0 psf insulatiori 1 'O; psf (1;) 5/8" 9YPsum, ceiling ,' 2:8 psf IVlisc /Mech - 1:6 psf , ,.. , ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2`.0 psf NO gypsum concrete .' ` 0.0: psf 3/4" plywood (O�S.B-) :' 2.7 psf 2x10 at 12" avg;; ° 4:3 psf fisulation. 9:0; psf {1),-;5/8",gypsum .ceiling `. 2.$ psf Misc _ . ; 2.2 psf FLOOR DEAD LOAD 15.0 PSF Step # 1. 2. 3. SHEET TITLE: CT PROJECT # OCCUPANCY CATEGORY IMPORTANCE FACTOR Site Ciass - Per Geo. Engr 4. 0.2 Sec. Spectral Response 5. 1.0 Sec. Spectral Response 6. Site Coefficient (short period) 7. Site Coefficient {1.0 second) SMs = Fa � Ss SM, = F� * S, Sps = 2/3 ' SMs .Sp� = 2�,3 '� SM1 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. Seismic Design Category 0.2s Seismic Design Category 9.�s Seismic Design Category 1Nood:structural Paneis Response Modification Coef. Overstrength Factor Deflection Amplification Factor Plan Structural Irregularities Vertical Structural Irregularities Permitted Procedure 2006 IBC SEISMIC OVERVIEW 2006 IBC SEISMIC OVERVIEW 10014 OsterlyiPark 'Buildmg :C _ _ 2006 IBC ASCE 7-05 TYPE =:II: `:>. °: Table 1604.5 Table 1-1 �E_ .9.00 ': . Section 1613.1 -> ASCE Table 11.5-1 S.C. = D ;. Section 1613.5.5 Section 11.4.2 / Ch. 20 Table 1613.5.5 Tabie 20.3-1 SS =<1:;47..: :.' : Figure 1613.5.1(1) Figure 22-1 S, = 0;5.1 `. Figure 1613.5.1(2) Figure 22-2 Latitude 47.47 N Longitude = .=422:29: :: . W _... . __. http://earthquake. usqs.pov/research/hazmaps/ http://earthpuake_usqs.qov/research/hazma psldesiqn/ Fa 1:0.0 Figure 1613.5.3(1) Table 11.4-1 Fv 1 50 Figure 1613.5.3(2) Table 11.4-2 SMs = 1.47 EQ 16-37 EQ 11.4-1 SM� = 0.76 EQ 16-38 EQ i 1.4-2 Sos = 0.98 EQ 16-39 EQ 11.4-3 Sp, = 0.51 EQ 16-40 EQ 11.4-4 SDCS = D Tabie 1613.5.6{1) Table 11.6-9 SDC, =:D :.:'',:' . Table 1613.5.6(2) Table 11.6-2 SDC = D Max. Max. R = 6.5 : S2o = :3.:0 .`,. ; Co=4:0: '.'' --- No . --- No: Equiv. Lateral Force Page 1 N/A N/A N/A N/A N/A N/A Table 122-1 Tabie 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.3-1 Table 12.3-2 Table 12.6-1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT #: 10014 - Osterly Park - Building C Sos= 0.98 h„ = 26.00 (ft) Spi = O.�J1 X=` ;.O.ZS ASCE 7-05 (Table 12.8-2) R= 6.5 C� _' 0.020 ASCE 7-05 (Table 12.8-2) _ _. IE = 1.0 T= 0.230 ASCE 7-05 (EQ 12.8-7) S� = 0.51 k= '.1 ASCE 7-05 (Section 12.8.3) Cg = SDS � ���E� CS = So� /(T*(R/IE)) (for T< T c) CS _ �Sp� � �L�� �rz��R/!e)) (for T> Ti) CS = 0.01 Cs = i0.5 Si)�i��e) CONTROLLING DESIGN BASE SHEAR = DISTRIB T� _: `:: :`: ::; 6 ASCE 7-05 (5ection 11.4.5: Figure 22-15) 0.150 W ASCE 7-05 (EQ 12.8-2) 0.337 W ASCE 7-05 (EQ 12.8-3) (MAX.) 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) 0.010 1N ASCE 7-05 (EQ 12.8-5) (MIN.) 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if S>> 0.6g) 0.150 W DIAPHR. Story Elevation Height AREA DL LEVEL Height {ft) h; (ft) (sqft) (ks� 32oof . -- 26:�0 26.00 ' 1494 '. 0:020 3rd (uppr); 8.00 18:00 18.00 134fl :0.025 2nd (main} 9.00 9:00 9.00 1340 ;:0:025 . .,_ 1st;@ase), 9.00 0.00 _. .. _... _ SUM = E=V= E/1.4 = DIAPHR. LEVEL Roof 3rd (uppr) 2nd (main) i 1st (base) w; {kips) 29.88 33.5 33.5 96.9 14.58 10.41 DN 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,� _ w; *h;"` wX `hX'` DESIGN (kips) Ew; 'h�- Vi 77&.9 0.46 4,81 603.0 0.36 3.73 301.5 0.18 1.87 1681.4 1.00 1 D.41 FORCES PER ASCE 7-05 SECTION 12.10.9.1 (EQ 12.10-1) Design FPX = F; E F; w; E w; F� _ �F; ' w� 0.4 * Sos' �e' �'P (kips) (kips) (kips) (kips) (kips) Ew; FpX Max. 4.81 4.81 29.9 29.9 5.84 4.81 11.69 3.73 8.54 33.5 63.4 6.55 4.52 13.11 1.87 10.41 33.b 96.9 6.55 3.60 13.11 Page 2 SUM DESIGN Vi O.Z * Sps' IE' WP FpX Min. 5.84 6.55 6.55 4.81 8_54 10.41 O Z N � r � � Q D � � T ~ ' ' � 1� N � �1J � �" � N N N N N � . �n u� � CD c co � co co cn � 0 o w m o a� a� m a� a� o cD co co � co 1� 1� N 07 pUj O) a� OJ O) o) pUj Q Q Q Q Q U V Q • IL Cn tL L� LL LL I.L (/J W W W W W � � Q Q � W a ❑ � �n F=- �ri W � �p � O W U cD m � W � � Q F O � V% O N � N . lL 0.' � � U .� z O/ n fn V! N (n y N� fn N N in F- c � � x � o. n a n a�. n a� a a !n � `o. o 0 0�in �...o� o�-ai" :'v r> -��( ��,. o-;��o .- o 0 0 o V� v � •_�O�O tq � N �� .� � �O. �O� � a0 fV o �j VJ.` -.7 N O;�N T nj � m W(n : M- N c`� M �: .. � W o►� W Y V� O o O O ° W M CD a0 � > � W (p '-' � � W p � .p Z LL1 C � � � � � � Z � > n Z � � O j j_ > C � � � � � � r a 3 `�° o m a C � � � w C � a3 fD o m .-. a O N N N W r � � M(O� � O�i, ro o II roc�ri 3 m � N f0 (D l0 O V � (O O In Ifi r � �- t!] CD 1� OO N tt N N � a Y N r (h (p 1 � � V r o � c0000 �n o ❑ rn � � Q a' � rn N � O N (7 N II V � � � LL Q Q Q ..Ni O � N O O O � O m � W:r d N m v o ao c� ao m ¢ � v o 0 � Q Q Q � O � CD O O O O O ❑ 61 (D .- Q Q r7 �n � � v ovc�v u U � � � N u Q Q � � Q � O � N 0 0 0 � � m • � Q Q ?.� � y �.. �. . O o] N � N ¢ ` V O O m Q O' Q � O O tn O � �vaooi i � R' a 'O O tn W'-•: m O N':V' f`'J 'V�:: V O. O � O O O O V' V ['�J (O CO `" O O O O T!n m.I� (D V CO :�� N O:'' N�� � N 00 O 1� � N M W �� CO [D W l�' � Z LL t`'?: N ch �-.: Z � U = L N ' � il� 11 II II II 11� II II �II II II ����II II II� " 11 11 II II II II II II II II � p O O O O O �� v•• L �� 3� o 0 0 0'< z« �< m � o � m m m W - o 0 0 0 0 Z == a �� � Y �n w w'� � � N N a m.^ t� co ao oi o Q o c a� � � o H a n n n Y a a n n n �� N �� r� c� o c� � n i `� a� o� � x o . — � o � � W �d� c� u1 � .G " � � .o O ; o00 � p 0'O N N = �. ,C � O O O W o o� a Y N N 3 E- a o� o� ai ai 4k ���m� � a a � �_ W 1- � U � � �i � F- � � � n Z � � n�p � wa � � a> o?�-� _�" m Z a J ��'O y tqU S � °'�c�r c"J c0 a c � ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-OS & SEAW RAPID SOLUTION '�1 CT PROJECT #: 10014 - Osterly Park - Building C SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW � \ MAIN WIND - METHOD 2 PER ASCE 7-05 Wind (N-S) Wind (E-W) Mi /Method 1(Max.) in/Method 1(Max.) ind (NS) Wind (E-W) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V(N-S) Vi (E-W) V(E-W) V(N-S) Vi (E-W) V(E-W) Roof - 26.00 26.00 ;..;:�:00 1.00 1.00 1.00 7.20 7.20 3.90 3.90 3rd (uppr) 8.00 18.00 18.00 1.00 2.00 1.00 2.00 4.OG 11.28 2.88 6.78 2nd (main) 9.00 9.00 9.00 , 1; 00. 3.00 :'. 1::00 3.00 4.32 15.60 3.05 g,gz 1st (base) 9.00 0.00 . v tn-s)= s.00 v(e-w)= s.00 v�n-s)= �s.so v(e�w�= 9.82 METHOD 1 base shear = p,2 ___ ratio Page 4 � 4 ♦ SHEET TITLE: CT PROJECT # 2003 IBC SHEARWALL VALUES PER 2306.4.1 10014 - Osterly Park - Building C SHEATHING THICKNESS tsneathi�9 =;:7/16" ::: NAIL SIZE nail size = 0.131":dia. X 2 5" long STUD SPECIES SPECIES =:;H F orSPF SPECIFIC GRAVITY S.G. = 0 43 ' 2001 WFCM Tabie 8 ANCOR BOLT DIAMETER Anc. Bolt dia. ='0 625 : SHEARWALL TYPE 7/16" w/8d common (15/32" values per footnote d) Table 2306.4.1 V allowable (PER 2003 IBC) --- 0 _........ P6TN ' ,1.:�0 P6: `; 26b: P4 380 P3; 49Q ,;. ;. . P2: ; 640`. ; : 2 P4 ; ;; �:. 760 . . >. ;:: . 2P3 : ;:�.:,980 2P2 : ;'1280:. . _.. ,,_ ..:.: .......:. N.G. 10000 GYPSUM THlCKNESS NAIL SIZE Response Modification Coef. SHEARWALL TYPE 1/Z" w/ 1 1/4" screw Seismic V s allowable modify per S. G 1 150 242 353 456 595 707 911 1190 9300 Wind V w allowable modify per S. G. inc. 40% per 2306.4.1 tsneatning � /2" — - nail size 1.`.1/4" iong N.o:6 Type S or W R = 6.5 Table 2306.4.5 Seismic Wind V allowable V s allowable V w albwable (PER 2003 IBC) modify 1 150 339 495 638 833 990 1276 1667 13020 G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not a�lowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 6 .. .... ........ .... . ..: . :.. . : SHEET TITLE: LATEF2{LL NS (front fo back) CT PROJECT #: 10014 - Osterly Park - Building C Diaph. Level: Roof Panel Height =;! _; . 8 ft. Seismic V I= 4.61 kips Max. aspect =•. ;= 3:5' 2006 IBC Table 2305.3.4 Sum Seismic V I= 4.81 kips Min. lwali = 2.29 ft. Deslgn Wind N-S V I= 7.20 k(ps Sum Wind N-S V I= 7.20 kips per 2006 IBC Table 2305.3.8.2 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 LpLery Cp w dl V level V abv. V levei V abv. 2w/h v! Type Type V I' OTM RorM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klfl (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ezt , A;; 374 .. 30 0,j•30 0 1:OQ, .0,25 1.80 �zt. • A'.` 0.`; 0 0 :' 0 0 1'`00 -` d.00 0.00 - 0.' 0 0:: 0 0 :. t:00 : 0:00' 0.00 0.:; 0 ff :,','; 0 0 1:00 0:00; 0.00 Int B 0. 0.0 ,. 0 0 1;00 .' O:Ob 0.00 0<> 0.0" ' 0 0 9;00:.'U:00- 0.00 party G-:. 373 ` 5 0:'30 0.:1.00 ' 0;25 1.80 party C+.•: 373 ri 5.0 ,.36 0 1.00 0:25 1.80 - '0; ;_ 0.0 -'. 0 0�': t 00:. :: 0:00 0.00 � Inh D.-. 0: 0 0;. 0 0 1• 00 .0.00' o.00 0: 0.0 ';. 0 0 1.00 , 0:00 0.00 EXt E_` 0.:` Q 0::: 0 0 .::1 00 . 0.00 0.00 Ext ,E_ ; 374'' 30 0,?:. 30 d:, 1.00 0:25 1.80 0. 0 0.'' ; 0 0 ;'1;00 °:0:00 0.00 - 0 0 0� ? 0 0:.1 00 - 0:00- 0.00 0 0.0 .: 0.0 .:.1.00 ; 0.00 0.00 0:. d.0:': 0.0 :.1.00 . 0.00 0.00 - 0 0 0:�: 0.0 -1 00 : 0.00 0.00 ; 0 0.0 :.. 0:0 1,00 .0.00 0.00 0 0.0 :: 0.0 ,;1.00` 0.00 0.00 '-0 00.-;.' 0.0 .1 00; 0.00 0.00 0'. OA ': 0.0: -.1.00 0:�0 0.00 0. 0.0. 0 0:-; 1.00. 0.00 0.00 0' 0.0 - 0 0``1 00 .. 0.00 0.00 `: .0 � 0:0. 0 0'` .:': `1 00 •..: 0.00. 0.00 0. 0:0 , O.b 1.00' 0':00' 0.00 0 0:0 . 0 0::':;.1 00 :; 0.00 0.00 " 0 U 0�; 0.0 ,:,1 00. : 0:00. 0.00 `:0 0 0?'- Cl f� .: 1 00 Q;00 0.00 = 0 0 0.:: 0 0 1 00,.: 0:00 0.00 1494 70.0 70.0 = L eff. 7.20 �V w7nd 0.00 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.20 0.00 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.81 7.20 EVeo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.81 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40 P6TN P6TN � •-- •-- � --- --- � --- --- 0 --- ... � --- --- 240 P6 P4 240 P6 P4 � --- --- 0 --• •-- � --- -•- p... _.. 40 P6TN P6TN 0 --• •-- � -•- --- 0 -•- •-- p_.. ... � --- --- 0 •- --- 0 •• --- p... --- p... --- � ••- --- p_.. --- � --- --• p_.. ... � --- --- 0 --- -•- 0 -- --- 60 0 0 0 0 0 360 360 0 0 0 0 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.63 ##### -3.12 -3.12 14.42 75.00 -2.07 -2.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 9.61 16.88 -1.68 -1.68 14.38 12.50 0.43 0.43 9.61 16.88 -1.68 -1.68 14.38 12.50 0.43 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.63 � -3.92 -3.12 14.42 75.00 -2.07 -2.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -2.07 0.00 0.00 0.00 0.00 0.00 0.43 0.43 0.00 0.00 0.00 0.00 -2.07 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 . � j r � , U s a' V C A a .O ] .�. m C Y O �p �a � � Z � J � � O F O So # �V F W f- � � � W � W � �U o. a Y Y � � O N � � 11 11 > > v,� cn Z Z aa � � � E rn� dN � N tll C d Y Y � V r � !�') W v ri � O M .Q 1� U m � O Q .'C N � v�. �:rn � M^: N M : " If > � V 11 J � � � _�' 3 ,C � � J (0 � � C oa�� C . 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O O O O J , , ,.. _ 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 0 0'.0 0 0 o.o;o o.o::.o 0 0.0 0.,0 0..0 0>0 0 0 0. o-o.o o.o 0 0 0 0 0:0 0� :� e-'r :- r .:- � � � . .: � .- . ��� 1� 0 0'0 o s5',`c5 c7 0 0=0 0 o"b o 0 0 0 o ti:o o c�`o 0 0'0 0 o b''o .� �4��0 O N�:O O O Q�.N fJS-1[7�.1f1 O O.O O O O. O O� O�O O O��O O O O��O -.. M C`7 �..lr- .. 0 0 0 0 0 0 0 0 0.. o 0 0' o o' o 0 0 0. o 0 0 0; o 0 0 0 l o o. o 0 0 r" C`')�O O O�O 117 L(J O'�'-O O M�.<- O O O O O O:A O O.�O O O O.O O O,�O N CO N.'O O�U7 �O O O�.O .N O-N � c'') O O O O O O�.O O O.O O O-�O O O.�'O' O� O �n oJ - . r7 . ; . . : ch � 00 �n ��. v .. .... . . . . .t- :r:;' �. � ..� :;. .. . ..: -. � ....� .. �"� � . . .;':'. m .. .i:<-' �.:.: ':'..�. �. �.. f7 �• Q-�: • Cp .�'. U �j .�.,fl �1J•w . u'� 'u� c ' �' �' -� w w , ,, > , aa ., . SHEET TITLE: LKTERAL'E W(side t0'side) CT PROJECT #: 10014 - Osterly Park - Buiiding C Diaph. Level: Roof Panei Height =': , 8 ft. Seismlc V 1= 4.81 klps Design Wind NS V 1= 3.90 kips Max. aspect =: :::3:5'2006 IBC Table 2305.3.4 Sum Seismic V I= 4.81 kips Sum Wind NS V I= 3.90 kips Min. Lwall = 2.29 ft. per 2006 IBC Table 2305.3.8.2 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 LOL eff. C 0 w dl V level V abv. V levei V abv. 2w/h V i Type Type v i OTM RoTn� 1-lnet Usum OTM ROTM Unet Usum Us�m HD (sqft) (ft) (ft) (kl� (kip) (kip) (kip) (kip) p (pl� (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 1. 187 - 4 5:: • 8 0' 1'. 00 .0;.15 0.49 0.00 0.60 0.00 Ezt 1; 187'; 4 5_>: 8 0::. :1 00 ':0.15 0.49 0.00 0.60 0.00 - - 0:; 0,0 .. `. 0 0,: 4 00 0:00 0.00 0.00 0.00 0.00 'Ext 2'. 0` O.O.:. ,OA '`1.00' "0.00- 0.00 0.00 0.00 0.00 Ext 2" D 0.0: ; 0 0.`.1.00 ::'.0'.00 0.00 0.00 0.00 0.60 ` Ezt .. 2'. ' 0_ 0.0' - 0 0; �-1.Q0 ' 0.00 0.00 0.00 0.00 0.00 - ` 6 0 0.:.'.. 0 0:.1.00 . 0`.00 0.00 0.00 0.00 0.00 Ext 1. 187- 4.5 . 80 ;.;100 '0;15 0.49 0.00 0.60 0.00 Ext. 1'' 187 4.5 &,0 :. 1 00 '. 0.1:5 0.49 0.00 0.60 0.00 - 0 0.0- 0 O s 1.00 ;. 0`.00 0.00 0.00 0.00 0.00 lnt 3 • 0 0 0;':. 0 0:. • 1.00. 0.00' 0.00 0.00 0.00 0.00 `Int '3: 0 0:0' , UO. .;i 00: :.6.00 0.00 0.00 0.00 0.00 `.0` 0 d. : 0.0 1 00 .:.0:00 0.00 0.00 0.00 0.00 ~:0 0.0. . 6 0:::1 00 '' 0,00 0.00 0.00 0.00 0.00 Gar, 4 �' 0 0.0: 0.0 :'1 00 0:00 0.00 0.00 0.00 0.00 -:Gar 4., 0 0:0,-. 0 0;. '].00 :0.00 0.00 0.00 0.00 0.00 Gar 4:' 0 0.0 : 0.0; 1.00 0.00 0.00 0.00 0.00 0.00 :': Gar 4: 0 0:0' . 0 0 1.00 ' 0:00 0.00 0.00 0.00 0.00 0. 0:0; OA.;. '1.00 ' 0.00 0.00 0.00 0.00 0.00 Ext 5 ` 0 0.0` 0 0�: 9.00 ` 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 Ext ;5 -0 0.0 0:0 1.�0. ' 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 Ext :6 187 5:0. : 8 0,'; : 1 00 0:15 0.49 0.00 0.60 0.00 Ext 6 187 ,.5;0' 8 0;. .1.00 . 0;15 0.49 0.00 0.60 0.00 ;' 0 OA 0:0'-: ` 1,00. . 0.00 0.00 0.00 0.00 0.00 ;:Ext. `6 187 5:0:. 8 0' .1.d0 0:15 0.49 0.00 0.60 0.00 '�xt 6 187 5.0; � 8 0;, .1.00 :.0;15 0.49 0.00 0.60 0.00 - 0 -0.0': 0 0,:;;1.�0 'O:Ob: 0.00 0.00 0.00 0.00 'D 0:0`. O.d ; 1.00. ` 0.00 0.00 0.00 0.00 0.00 1496 38.0 38.0 = L eff. 3.90 0.00 4.81 0.00 EVwind 3.90 EVEo 4.81 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 134 P67N P6TN 134 P6TN P6TN � --- --- � --• --- � -•- --- � --- --- � •-• -•- 134 P67N P6TN 134 P6TN P6TN p _. ... p... .._ � --- •-- 0 -• --- o--• --- � --- --- � --• --- � •-- •-- � --- --- p .. ... 0 -• -•- � - -•- 0 --- •-- p .. .-- 120 P6TN P6TN 120 P6TN P6TN 0 --- --- 120 P6TN P6TN 120 P6TN P6TN 0 --- -•- 0 --- --- 108 4.81 2.43 0.62 0.62 3.90 1.80 0.55 0.55 0.62 108 4.81 2.43 0.62 0.62 3.90 1.80 0.55 0.55 0.62 0 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 108 4.81 2.43 0.62 0.62 3.90 1.80 0.55 0.55 0.62 108 4.81 2.43 0.62 0.62 3.90 1.80 0.55 0.55 0.62 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Q.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98 4.81 2.70 0.49 0.49 3.90 2.00 0.44 0.44 0.49 98 4.81 2.70 0.49 0.49 3.90 2.00 0.44 0.44 0.49 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98 4.81 2.70 0.49 0.49 3.90 2.00 0.44 0.44 0.49 98 4.81 2.70 0.49 0.49 3.90 2.00 0.44 0.44 0.49 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C 4 ♦ � F � U � y L v v N 'j O fll m Y � .�.� � a � � W N 4J 0 ~ T O g� # J ~ F" W i-- � �o w� wa c= U N tll aQ Y Y W CO �� N �O 11 11 > > N tn Z Z vv 3� C � LA � a�i � � m m n a Y Y M V � N 1`7 m n n %i U U E E M tll ar a> N fq E � � v ri N O N Q1 a H U m � 0 �- �: N � a v �.�'.N � M N M ,; � , > � V 11 J N 0' �p = N � ,C � J n °� X m � � � oa�� Q _ X E v v o 0 0 0 o er v o 0 0 0 0 0 0 0 0 0 0 0 0 o r o 0 o r o 0 � y Q, N N O O O O O N lA O O O O O O O O O O O O O O O OD O OD O O O � � v N N O O O O O N N O O O O O O O O O O O O O C �- '' O � � O O 0000 00 000000 O 00 00 00 O 000'ct c'J O M V' O O � ; Q �00000�'-00000000000000rn�nou�rnoo j � Y N N O O O O O N N O O O O O O O O O O O O O O O � O r O O O > �p ln lf) O O O O O� ln O O O O O O O O O O O O O O O � O� O O O C � Q N� O O O O O l n l n O O O O O O O O O O O O O O� O O O l[> O O j� v �- � O O O OO ��OO OO OO OOOOOOOOO� O � OO 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 O � �� � 0 N 0 0 0 0 0 W W 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 t D O L D 0 0 0 7�� '-r 00 O O O� �00 000000000000 M � O�-ch 00 > 'ct V O O O O O�t �t O O O O O O O O O O O O O O m M O[7 m O O C�� h h O O O O O 1� f� O O O o O O O o O O O O O O f7 N O N � O o ~ n t� t� O O O O O ti 1� O O O O O O O O O O O O O O C O 4 � O �( D O O � O Y E v v o 0 0 0 0.t v o 0 0 0 0 0 0 0 0 0 0 0 0 o r- o 0 o ti o 0 �j � Q, �nu�00000�nu�000000000000000aooa0000 W � Y N N O O O O O N N O O O O O O O O O O O O O O r r O �.- O O N N.O. 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' N u'���' x x x: i'c c � m�`a.<o m x Tc x; x x � x x � .: www w�..' c9c9:,C7C9 ,�www .ww iuw Z rt• f T SHEET TITLE: D,.EAD LOAD SUMMARY ; CT PROJECT #: 10014 - Osterly Park - Building C ROOF Roofing i.'ashphalt shingles ' 3.5 psf Misc ' �.9 psf 518" plywood {O:S B)° 2:� psf Tr.usses iat 24" o::c '; 3_0 psf Insulation ; 1,.0 psf (1) 5/8" gypsum ceiling :. 2:8 psf Misc/Mech. `" -1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor fmish` 2:0 psf NO.gypsum concrete ' ;: O:Q psf 3/4" �iywood (O.S B ) ., , 2.7 psf 2x1;0 at '12" avg :;: - 4 3 psf lnsulation ` ' > 1:0 psf (1)'S/8"9YPsum_:ceiling : 2.8_ psf Misc . ` 2 2_ psf FLOOR DEAD LOAD 95.0 P5F ,t, � . For allowa ble holes, see SB2 and SB11 on page 12 Pre-cut wiring chase ������. ����$� ��5����.� Sin�le Portai �/s' gap between brace and concrete 3ps'�" from both sides �e (4 straps �race) sQa�� ���ea$ 6 � �0l Column base with a minimum uplift ipacity of 1,000 ibs ;oncrete design is the responsibility of the design professional oi record PORT�� �ES��� 1t��Q�f�A,�fO� Use one strap on each side with a minimum uplift capacity af 500 Ibs per strap for allowable holes, see SB2 and SBll on page 12 Using Shear Braces in Partal 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 poRal 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 Allowabie Shear values from the Allowable Design Loads—Stand-Alone Brace on Concrete Foundation tabie on page 6. To achieve the Attached to Neader values shown in the Allowable Out-oi-Plane Lateral Loads tables on pages 6 and 9, braces must be attached to the header using the supplied screws and Portai Kit straps. Any alternative cannections designed by a professianal of record should consider shear, headeroverturning, and lateral out-of-pianecapacities. ! for Portal Installation Details, see pages 15-17. ■ For drilling and trimming information, see pages 12. Pre-cut wiring chase Double Partai aps Yz" from both sides ce (4 straps �race) sQao. o�� 6 Concrete design is the responsibility of the design professional of record Portal Neader Design ■ Header width must be 3%' minimum and 5%" maximum. • Header depth must be 9�/." minimum and 18° maximum. Intluced Fo�ces .\ Portal straps �Z' from edges on 6oth sitles of the brace (4 straps total per brace) 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 portai headers. For headers with typical residential uniform loads, the induced moment and shear torces 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 8race Specifier's Guide TJ-8620 January 2010 $ 7 �J /""Y�LS�Y!'!-T���� ��V[4R[6 i.��6P��+�Y.C���f ����� Afiowabie �esfgn Loads—Portal on Concr�te Fa�ndation (1) Interpolation af Allowahle Shear and Drift at pllowable Shear values is allowed; use the values for the two ciosest heights. For bra�es less than 78' tall, use the values for a]8" tall brace. (2) DO ItOT interpolate Holdown Uplift at Allowable Shear values; use the value for the shorfer brace. (3) 12° wide braces (1D5'/a'tall or less) and 18' wide braces (14l y'tall or less). are allowed in prescriptive applications. (4) The portal kit must be ordered separatefy when specifying braces over lU0' tall. General hlotes Allowable shear loads (Ibs) ■ Allnwabie Oesign Loads tabie is based on: — No fuRher increases for duration of load are permitted. — ASTM A449 or ASTM A193-B7 threaded rnd for ancfiorage; 1" diameter ior 24° wide braces, �/e' for all others. See page 18 for anchorage options. — Portal heatler clear spans of 8' (minimum) to 18'-6' (maximum). ■ Allowable Shear and Driit at Allowable Shear are for the entire portaf assembly. ■ Portal frame assemblies are not for use on RFKs. ■ For shimming and furring requirements, see details on page 15 and 17. ■ Portal braces may be used in 2x4 or 2x6 wail iraming. See SB5 (page 15) and 5612 (page 12) ior header framing options. Allovdab(e Out-nf-Plane Lateral Loads����2� (PSf) —Portal on Goncrete Foundation �t,dtBrace'+: �^G�� '�� ; "�d.�.�Partal`$Face�fei ht �}� �� �. � �4.<'� h J rt �� a � _ :�--� � ,� �, �k ��� � �,. f �: na. .. r;�/!i'.r,r+,l5 _{ni.`�8..,a� r�19 s.:r��rm.i: sk Sst7.a> i�'�'���"4�`"�' �g��'i(2 ;�: 275 255 230 205 150 110 85 �A{tachetl to ;� : z , -m�ead�Y `��3'�`"�8"��' .185 ::;'170 ��;-155 . 135�, : 125 > .:;I10 =:�'85-'. u.r ,a;,'�.�'�',Ir���r�24k�;:'• 140 115 105 95 85 )5 p) Table valuea based on using iLevel� PoRal ifit to resist header overturning. (2) Use a load reduction factor of 0.88 for i6" deep headers; 0.78 for 18" deep headers. General I�otes ■ 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 S this guide . — Wall deflection of L/240. — Header depth of 14" in a portai system appiication. ■ Out-of-plane lateral loads consider the total vertical load. iLevel Shear Brece Specifier's Guide TJ-8620 January 2070 9 VeRical loads (may be loeated any wherel (Ibs) �Y Vertical loads �1� Side View Front Yiew Out-of-plane lateral loads (psf) � � • � , �� � n � � — : �, ��. �� � � .. . � � � . � ` �i� � � � � � � PERMIT NUMBER: D 16-0168 DATE: 06/20/16 PROJECT NAME: OSTERLY PARK — UNIT B-16 SITE ADDRESS: 14406 34TH LN S � X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: ��1� (o��•I(� Bui�din Division g � �S fJ�L � � Revision # Revision # �� q�� l�• � 16 Fire Prevention before Permit Issued after Permit Issued �1'�- �� �"�'l�P Planning Division � Public Works Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DaTE: 06/21/16 Not Applicable ❑ Structural Review Required � (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: O%�19I1C) Approved ❑ Approved with Conditions � Corrections Required ❑ Denied ❑ (correctiorrs entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ P(ng ❑ PW ❑ Stafflnitials: 12/18/2013 JMO Contracting LLC `" Page 1 of 2 I�lome Fspanol Contact Safety & Health Ciaims 8 Insurance Washington 5tate'�epartment crf Labor 8c I!ndustries 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 13975 Interurban Ave S. #102 SEATTLE, WA 98168 206-787-0259 KING County �---- ISearch L&I ��5%in� ;�-7I�idcx f=lelp b4� I,S:I UVorkplace Rights Trades & Licensing WA UBI No. Business type 603 345 256 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 Active. Meets current requirements. License specialties GENERAL License no. JMOCOCL865C4 Effective — expiration 02/24/2014— 03/08/2018 Bond _....... Ironshore Indemnity Inc Bond account no. SUR40005200 Received by L&I 05/27/2015 Bond history Insurance _ Arch Specialty Ins Co Policy no. AGL0026134-00 Received by L&I 05/31/2016 Insurance history Savings $12,000.00 Effective date 05/22/2015 Expiration date Until Canceled $1,000,000.00 Effective date 05/27/2016 Expiratiai date 05/27/2017 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 7/19/2016 . ' - ,. . _ - - _ - � � . . � , � � _ , _ -- _ - r. -�.: �'�"� #g-:.,. � . �� �.,x"- :_: '� .� . :. _ .. . . . $������� .3 . � .. '� - .. � . _ . . .. . . .. .:3�..!� _ _ _ - . . .. . - _ � . -... .. _ . . "' � � " " . . _ . . _ . . � � . . . �. �.::. .. .. .- . . , , - . . - ' . . _ .. . . , � : � � .- � ... . .:.. .._ _ . .. - � . . �. - . . . . , - .. . _ - . ... . . . - .. . 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' _ `(`_ � _ - ��`.� `i {-e :; . , � . , , � " . � k - ,� ��: :"` �` � ��;��.� _ . ���. ���t7 � ,-� �:.-;.��-'r''� f � : . _ , ,� . . �.- �. . . - G1fy fl , � - �. _ ,.�.� ,�..._._. - .�..,�.�� {_�.,,.�:..�_� . �� _ . � t , � . , . � �i'u�il� �� �� t �.• � . � .� � � -�-_.�.:.� � , � i r@���1 �+j� ;� .� � . �� ..: g� -f -,.,�: �. . �� . -' � _ .. : \ � , _ _ . �i�1�6i�l�iVl ���'07��i '�- "' . .� �s����:��i �"' ? , ��� �',S' '" � c-=�� i' h.E;.,•�,, .�-- ,�.,,,r,i�;� . .r. �. i �: � _ - � � � _ � . � € , � �.. , : ... � . _ ; : - ;�: . _ " _ I'OOTING INSPECTION : �` �' � � �: . .: . ,� � " j� ..� � - �, , . ,,, �'1''j � � .. .-.....,..:,�... . .. t� � , ; s.,. -� ' � �� `` f� � ,.��"� � �`"''� ..,. � {_ ,^�... G f� k=.. ' � . ..4e j�� '. �,. , (� . .v' . . . #: . . ._ F .r # t1 E�: :Zt�I.7 ✓ � c.. . :;: . , . �. .. . � �. . . - (RE: Geotech report prepared for this site.) � . R _ . - ���,; - h r . � i; :. _ �- ,� � _� ,� _ ,. . �` i� ' . � _ . Over excavation re uirin structural enaineered �I1 sh ll - �1StONS 5.: � ����.�, �„ �.�.=- � �,;,f,{'1� .,., �. d.,��'f,� y,, p� .-. G,�j?�p �.� � - i � , �~ q g ( b ) a * � . ��� � � f ; �O C}'tc'1.I'if1�S S�'1_^-_.;i fja �. t . ' , ' . IDE�'TIFY LO'f LII\TES com I with recommendations as outlined in the eotechnic 1 � ., � . ;�, ' �r �� tO �hP SCQQP_ J• � ?°' ' x 1_ � +� ' , � . � ' � �,: �..�y: .� j; � �J� �,q..t. � � . _. . - P y g a � i C?f l.Ofit i'/tti'}v',:�: f!t'�O► ^ +^ �`ti ��."' � ,?�t.a�. �. � a � ,<. �..t �! t� �3 �� "_ ! ��{t�' ��; � � s .�� ._ � �: Lot lines shall bc establishecl on site and made ��s�ble to � � . , � report. - - .,, .� ^ , i of _ ,;�. . - . : _ .-. . z , ,.. . . . . , � . . . .. .� , . .. , � . . . - ' it.�,',J•:c� t `�i�'!. c.�� � _,..,, �+� (OV c ... � � • . � - -• C�v,�� r. �` f� �� r� -- � =� � t" - , . . . . . . . . . . = • � ...��,. � ..... �� 1�7,���; t� ,..� r. � �� t.,� � T . �. �r. ,t - � .� ��er�f�' d�stance of bu►Id�ng setbacks the trom lot hnes, at Prior to requestm a foot�n ms echon the Geotech ' "'""� - ,. , .• ...� • . � ' '� � � � � -� '" � ��� � . , � , � , ,,.::��� �r��f r�:���i�e �,. � � . ..� � � , .. . . - . . . . g g P t: �.� . �,. •- „ � �ii'� ' f--�- � - � ; . . , . . . . r�or to our�n � • • . . . . � � „ . �! a ri,.�✓ p,�n .,ubmi �.� < -'a' . . .. � ��i.Y = �' .,r...r � . : � � � � . - - � " i�jic of foohn /fowidat�o�i �ns ection, � p g en meer of record shall verif the soils condtti n tta! n �, � ..� � �.,, - a , , .,, , ;� � t �' � , , . g. . Y o and provlde , � �7J m£:y Ir`lvi�!dv s:s°�it(Qf1ci! �� � .� r .� f `��.�► ��.i �� �� �J',� �.� �� �;�3 t.. t., .<l . �.�,f � -. �� � i. _ � � p,�n rer� �� fe2s �. _ �� ��" +. cancretc. A sur�•ev mati� be reyu►red to ��er�f�� lot hnes. an ms ection re ort re ared and si ned b the Geote h � � f R�VIEWED FOf� � ,�. . f. ,�,�, Y,�- . �. �.. _ - . I ' . . P P P P g Y � r s �.{�`=r;- .__, � t_ � � f� ' i� F , '- . �=' . ;:� - •'� ^�'....... :. ' tT ��- � '' � � _ . _� -``�!r.s�,� � . en ineer. � :�"�i L� �_�i� �;�4 � �� ���-��� �a i� , `�I�:::c� :. ���DE ���t1PLIANC g Geotech report shall verify that soils conditions -3 . � . � • , . � . �`�� ' ;' ' PLEASC VOTE: Setbaclt(sj shall be calculated and = , p� � . . � . � . � �. {� . includinQ com acted fill shall s ' • . ��.'�` � � �� : � - i�"' -�� ��' j � `�''':� � measured from the buildin s tinish face or corner of the b P atisfy specifications as outlined = . { -: Y.3tc. � ' �: �c� �����.P��� � .�� .. i.,���• • � . � , �. � for footing/foundation construction. Geotech engineers report � - � . � � .� ' $' Ull1ICIlIlti nearest the propertv liize and not necessaril�� 3 �` 3� � i F ' �� !JUL 13 �01� �- ��,� shall be presented to the buildin inspector at time of footing ; i t.� � � � measured from thc e�terior f'oundahon. � . : : , . - . { , . ::: - - inspection. � �;�t.� �:�.,.. � rt ��. �,.� �F,� .j s� � � ' } - - --- - - f . ! � ��y-- � - �. �� ��,- ��x-� _ G+r� �•.`:,.. � - - _. . . - � ----- - -- -- _ ;� � � . ��:�=. � i � � a �'. � �.,,�� ��� � � .� i � ' . _ __ . . � " - �t.� � � . � ��i isw-5.�3�.a�{ �.�t�F -��x-�L-+F'� ��� • - w .l •_-_.__yr. �---�---•�.-�,-....P� . . ���, � . : . . . .. . � � �� .._ _. . t � �� . � • � �a � �=. �.s�,�-�-�,,, . - - i r ' � ' _ -�.%�:: , ��'•' " . � ' ' � . a . E � �y . 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C 50.52 Groundmg Electrades. . .. . . _ . .. . . . . . � ,,.s -:.�:�� .: . �: i.-;>�,`.��. , . �� � -�-� � ... . -- � ��� �., g � � � � ` 3 } �.� . ,. _ � : . t� .�;;�,;,;,,, . , _ _ . . � f , � '�;;� � � � � r` e =>; �� �-- r-. » �. ``� ,•� t t .,,�i,-; � .. ��,..� _.�. : _"'.��= ' .....,2r;{ , �� s+e. _ �.�.--.-��.:. - ;. � ... - � � . . , r� concrete encased ground�ng electrode is re uired � � ., ; . � �: f � . ,� . , ,.� , _ ,� � -�� � -� � s r �. . ,. . . � , .� ..^�,✓. a.r ,.f,�y 1�. �s��,.e.rt �,s-.c.r� ��:y{ t..�� j - - - � � ' � . . . . . . . . . . � . ' � � � � �i�.., . s� ��a � . .. - .� . _ �.�.��.�.�."�s. . � �.i�e. �+A�#,r�,,;r!: ,. . t� �'..�� _ .. '.�--,.is;.y, �. _ :r... ., in all . new concrete footi s. The . n electrade shall _: • .� .� � . ; � ` � `�' -' consist of at least 20 feet of 1/2" � or larger ` � c � . . _ _ . _._ _ ._ _--� . . ,�P' - ' _ _ . • . _..:, • � -. � � , .,n . � - n� � reinf r o cemen � t bar r o Bare co er t . -� , - �. conductor na -�.. t � • R � �. t .f �., �A�;�� . �c��:� .v • PA f' t �.. �:�..� � .� .� �; . _ : ._ �.� =t � , . . . _. { _. I � � � . # . . ���..., smailer h � t an 4 AW n G a d sh I ``�„ r� �. . , a I be lacated � . . r�:. . � r• r�r-i%:+ h - . . . i � € . r. r,;;<,-; yr a^� �g��� . ��` . .�-: � F , : �_� . � _ _ e harizontall � i ' � �-. ���� ����a�� .•. �, ,��-- .�c y v thin. that portion. of a` concrete .�'�`" �.s �� ' �, . ! � ��� � " s� sa . � � : found ' '�: atian r f 0 ootin that i i � s n dire ct c€�n S � 'CE� �� tact with - � . "� . C i , � �.. � � ���t� tR►t�'h�3�.l� �4. � . E3t/�� �_ � g _ : ; : � �� - , 1 � F . • �, p��a, the earth & encased b . at least 2" of cancrete. �� `' . -�� � T. :j a.f�;.�!3��4� c�ts��,�',p^;r+�;i Q� �i.J'L� y ; � �� � � � N�TE: 24 faot rebar shall be one continuous iece f . � �, . � • ;�c : e � e '' � A� ' �� � - ' � ,. tied 1 a on sid e. an vici ' .. nrt f i aotn .r ebar n -, . 3 ,� : a d shall t g i '-; Y Y g t 3 K n r ' �� 1. � (h . �s t ' � ' � i�. .�-� f� cs � �7 - � � � �� � - = ��.3� � - pratrude 8 min: above top af foundation wall near - � , , . . � l ; . - - . �_ --��--..,Y"" �; _ . ('`{��'�� �" � J# ! . � Y' }-. { �',>: 3� �,(j� . � � � a s ' '..:� �* 3e� �. �F �` � c ;,� ' . r ( j �y '.i:.�''�„- .�-_ , j. �.�; � . . 'r.�.�� �' .i+a. �s .�. �.+�'i� - " . � 1 - '.i s 3e�� s � �� � �£ � �-F� . . tj i;..�. .h '1' 'u � ' '. . f"S r ii 1 i Sd'�• �.'a�.f t . '� . . . i�: .'F ... . � . F�'_ . _ _ . . . . . � �'i _ . �.�; /- .a+�MM`yr - - .. ; :� -� � � , 3 :,��... �� � . - � t �.. � �` s �... �� - _ j 2 c� r: - =�. 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TRG � i�3t� ��•,. � / � - . tY1,�X: ���:�, ��". � . ,�;�,�� � ; . ` -o��.�-€ �. ���A �t�r t�. � : s.:�'� � . _ S�' c�t r lr � � �l � -� ��►� . ,,� -�t � �j��-Q �l!!.� _ t�il� ► �iT�'�"� . '2-Q . M.ti'�, 1J�'�3�}� . �"�', . .'��}' �� - . . - � . - _ . . _ � �^c� v►r�.�a� r' �� l�2 ,�',I�i � � . � � . _ . : .. . � � ar�/��� S,� WS14 ; _ . . . � ���r�,� yD3 • �.� _ . . .� ; ' � � P�QYtA� 2 - �"t;�vt�t �tat�i'���: u�}3��,tZ �t�tPPt� � �t�t��'�G�.Y�� �Y#' � � R315.1 Carbon monoxide alarms. ; � � 3�{,�C��SLi�`'� ��tiG�1l�L�. .. .. .. � For new construction, an approved carbon monoxide alarm � 3� �},��(j.(��j�rj �'y'''�„i�.�" �.��(�j�j'J,�((�(� . . . shall be installed outside of each separate sleepin� area in the : �. ���� �?.���; : � (� � . �; � �„� - ���� �-.�. � � immediate vicinity of the bedrooms in dweiling units and on � each level of the dwellin and in accordance with the � �- '�''�#t-� I i�i i��1 �L.i..� ! t.� ��'� ���:., . �'�, . � t �; � • ��f'� � �a t �• � . g � manufacturer's recommendations. � ' �� ������ �"`����� ��� � � �� G' ��� �� . . R315.2 Where required... Existing dwellings shall be . � ���',� �'LfJf.Ki��.�R,�k�"€��'!"D�...�'�{'� _��.�r•�G% �F'$1._. equipped with carbon monoxide alarms in accordance with � i�1?Q�. �'4`g`''C�"� �"���'v�'���G�� i"�' �'" 2'�i�� � . . Sectian R315.1. An inspection will occur when alterations, ''K� .�1'�'��, '�"d fi� �"'' G��'"1'T��r l� i'� �:�i �'f G" 2� ��' ` . � repairs or additions requiring a permit occur, or when one or +� GL'?L � 'fi'C! �1"'� � �G3t""�t"'� �G"'C �C�'�`� �. � : i3•G� �� i!� �_ more sleeping rooms are added or created. . � C�it� ���'. �.�: 1���.r��f'n i�'� `�� `j't� N�" �.tt��- �t�D ��"�R� �`���"'�f I+ . Exception: 3. Owner-occupied single-family residences legally G occu ied before Jul 26, 2009. RCW 19.27.530 (2)(b) � . ���.� _� ��K �'�4P�r.:��. 2�3 0�, 9� ! �, �.�. . . . . k . p y � X, �i�G�. A�L#,. �l,.C��� .��iP � C�01?� �iD15�� �'�. Q�j c�� G, R315.3 Alarm requirements. 5.�. �s •�. .�'+ ��%[X . �'" (��+ ���7��jF Single-station cazbon monoxide alarms shall be listed as � . �- t�r�tc.s . �N � � . �.� � r� r.�r� �o �t� o. : ,� . m� �4� �t F t���7 , . , � ..._:_�•._'..���'�a.K�.....A.L/��,#"1-��--.�.�5.���^��--.���- ^�-�.I��_M... �;�....��p._.i;���.��,�� ... �"�:�3 . omplying with L1L 2034 and shall be in talled in accordance :l � . C s . r� � with this code, NFPA 720-2012 and the manufacturer's 0 � �M rw _t �, i �u..._.��.J ' f iYZ�IE'v� i _.� R314.3 Smoke alArms. Smoke alarms shall be installed in the following lacations; ]0. In each sleeping room. 11. Outside each separate sleeping area in the immediate vicinity of the bedrooms. � 12. On each additional srory of the dwelling, including basements but not including crawl spac�s 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 individuai unit. The alarm shall be clearly audible inn all bedrooms over background noise levels with all intervenin�; doors closed. R314.4 Power source. In new construction the required smoke alarms shall receive their primary power fram the building wiring...wiring shall be permanent without disconnecting switch...when primary power is interrupted, shall receive power from a battery. .... ... . . . ... _ _ ._... .... .�. . .. . ... _... . . _ .. . .. . .. _ . ... .. .... .. . . . �� ... .. .. . .... . . . . . . . . . . . . . .. . . . .. . . . . . . ..._.._._ . .... .. ... _ � . . _ ... . . - ._ ... . . . ......- . . . . . . .. - � - .. . ._ . .... . . . . .. . . ... . . � �� Ga�iGK��� SE�A�� t�T�s,4 t r1 A 2� ��4Y 9�t��1�t A� � f �¢ 2�a� ��- 7�f� M I}C S�iLtr �Th t� -. t�vt L� i'�t/�,t�i ��GKS. o� �I�T P�c� �Gu. yp, A�tO Nvt Md�� TH�t�t. ��t�t�Gpn�� a�� �:.: - 1�t�t� P'� S��K �� G�t��M�'• a�, �c �:5ax. �}5 X 2doC3--�St �1��P'�t°�Yi�t�} I►�tG. ��C�`��2.2(? ; 2. � 1Z'l�1t�F1�RLdNC� h3'�� ��#A�G �or��o�r� ro ��T�r �Urs-.�r�, ��.�a, �Y.�-�,a� Q�k. � - Gc�i.uMt1 ��h, �t�,t-p $�t�� �� � �i��A �q�� AKQ I�Ny ��� 5� t��� o�. �'�� � c Qao �5 t: -, �+il�t.D� WtR� MI�Ft �`o lG�ifoR� �i? �tt? 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". ,� � .,; ��< n . ` ..,. .,.� ;. ..,.,,��. s . s� �n . '""� � n i+�, i ta, r #. r � �. x �Y J..,. .+�.. c � „ ��� „* L � { u � ,� n � �.. �, � -. s ` .�." i:� }b t t w *� o- , Si �v, .r4<, � a w �. � � , �. � � � 4, � , ,,, s 3 ' - r^ � �� . � � � � ���,� � � d�� �� ������������, �1� f�� � � � � �� ��, �y��` x> � � � � ���'� ^��,`r�� � }�r� jbo �,�,s�`? &� :. � 010�t3: GENERAL REt�JIREMENTS THE STRUCTURAL NOT�S SUPPLEMENT THE PLANS AND SPECIFICAl10NS. ANY DISCREPANCY FOUND �ETWEEN THE DRAWiNGS, NOTES, SPECIFICA710NS, SITE CONDITIONS, AND ARCHITECTURAL F'LANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT TNE DISCREI�ANCY IN WRITING. ANY WQRK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECIURAL TREATMENTS, AND DIMENSIQNS NOT SHOWiJ. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUC110N LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNT1L THE WALLS ARE PROPERLY SUPPORTED. THE CONTRACTOR SHALL BE RESPONSIBLE FQR COQRD1NAl10N OF ALL WORK. THE CONTRACTOR SHALL BE RESPQNSIBLE FOR TFfE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WiTH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 01100: Ct}DE RE(�t11REEh�11EA1TS ALL dESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNAl10NAL RESIDENTIAL CQDE WIT}i COMPONENTS AS REQUIRED SUBJECT TO 2012 INTERNATIQNAL BUILDING CODE AS ADOPTED BY THE CITY OF TUKWILA, WASHINGT�N. 012Q0: DE�GN LOAOS UVE LOADS ROOF (SNOW) 25 PSF FLO�RS (RESIDENTIAL) 40 PSF SNOW LOAD DESIGN DATA: Pg=20PSF,Pf=14PSF,Ce=1.0,Is=1.0,Ct=1.0, WIND DESIGN DATA: BASIC WIND SPEED: 110 MPH (ULT.) - 85 MPH (ASD) WIND IMPORTANCE FACTOR: Iw = 1.0 WiND EXPOSURE: EXPOSURE B TOPOGRAPNICAL FACTOR: Kzt = 1.0 INTERNAL PRESSURE COEFFICIENT: GCpi =+/- 0.18 COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF EARTHQUAKE DESIGN �ATA: SEISMIC IMPQRTANCE FACTOR: le = 1.0 SPECTRAL RESP�NSE ACCELERATIONS: Ss = 1.49 St = 0.56 SITE CLASS: SITE CLASS D SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.99 SD1 = 0.56 SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM DESIGN BASE SHEAR: Cs = 0.150 W RESPONSE MODIFICATION FACTOR: R= 6.5 (IJGHT FRAME WALLS) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE 01300: GEOTECHNICAL INF�iMATiON EARTHWORK AND FOUNDATIONS ARE TO 8E CONS(STENT 1MTH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATiVE MATERIAL OR BY �THER MEANS AS DEFINED BY A UCENSED GEOTECHNICAL ENGINEER. CaNVENTIONAL FOUNDAl10NS HAVE BEEN DESIGNED WITH THE FOLLQWING PARAMETERS: ALLOWABLE BEARING PRESSURE 2000 PSF ACTiVE EARTH PRESSURE (YEILDING) 35 PCF ACTIVE EARTH PRESSURE (AT-REST) 50 PCF PASSIVE EARTH PRESSURE 350 PCF COEFFICIENT OF FRICTION 0.35 SOIL PROFILE S1TE CLASS D ALL FOUNDATI�N INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER. Q1330: Slit}P DRAIMING SUBMITfAL PROCESS SHOP DRAWiNGS ARE TO BE SUBMITtED TO THE ARCHITECT AND ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICAl10N. IF SHOP DRAWINGS DIFFER FRQM THE APPROVED QESIGN DRAWiNGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE 4F A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITiED ALON6 WITH �}-IE SHOP DRAWiNGS TO THE APPROPRIATE JURIS11C110N FOR APPROVAL PRIOR TO FABRICAi�ON. SHOP DRAIMNGS ARE REQUIRED FOR PREFABRICATED WOOD TRUSSES. CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL 8E SUBITTED ALONG WITH THE SHOP DRAWiNGS FOR PREFABRICATED PLATED WOOD TRUSSES. 0140U: IN�ECTIONS AND SPEqAL INSPECTIONS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL BUILDING DEPARTMENT. SPECIAL INSPECTIONS ARE NOT RE4UfRED FQR GROUP R-3 OCCUPANCIES UNLESS OTHERWISE REQUIRED 8Y THE BUILDING OFFICIAL. 01401: STRUCTURAL t�B�RVAT1aiJ STRUCTURAL OBSERVAl10N IS NOT REQUIRED. � 017Q8: DfECUTiQtJ REQUfRQdENTS INSTALLAl1QN QF ALL SiRUCiURAL COMPONENTS SHALL BE AS RE4UIRED PER ALL LOCAL CODES. STRUCTURAL 02�: SITE CQNSTRUC114N ALL SITE CONSTRUCTidN SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDAl10NS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION 01300) AND IN SUBSEQUENT DIRECTIVES. 0226Q: EXCAVATi�I SUPP�2T AND PROTEC110�+J EXCAVAl10N FOR FOUNDAl10NS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVAIED AREAS SHALL BE BACKFlLLED WiTH LEAN CQNCRETE OR PER GEOTECHNICAL RECOMMENDAl10NS AT THE CONTRACTOR'S EXPENSE. EXCAVAl10N SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFlED BY LOCAL, STATE, AND NAT10iVAL SAFETY REGULATIONS. INSTALLAl10N QF CONSTRUCTION SHORING, IF RE4UIRED, SHALL BE PER THE SHORING DRAWINGS, NOTES, AND SPECIFlCA710NS. 0230�: BACKFlLL AND f�1+APAC11�1 BACKFlLL SHALL NOT BE PLACED UNTIL 1NE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFlLL BEHIND ALL WALLS SHALL NOT 8E PLACED UN11L THE WALLS ARE PRaPERLY SUPPORTED. ALL BACKFlLL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGiNEERING RECOMMENDATIONS. 02832 SEt�1ENTAl RETAINING 1MALLS SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILJZED EARTH (MSE) RETAINING WALLS SHALL 8E DESIGNED BY OTHERS. Q3040: CONt:RETE CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN C�NCRETE INSIITUTE STANDARD ACI 318-11 'BUILDING CQDE REQUIREMENTS FOR STRUCTURAL CONCRETE°. CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC SECTIQNS 1904 AND 1905. CONCRETE MIX dESIGNS SHALL MEET 1}iE FOLLOVNNG REQUIREMENTS: 28 DAY MAX. MAX. AIR SPECIAL LOCATION STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND f c(PSI) RA110 (INCHES) (PERC�NT) REQUIRED APPLICA?lON 3000 0.45 4f1 Of1 NO FOOIINGS 3000 0.45 4f1 5f1 NO FOUNDAl10N WALLS 3000 0.45 4f1 5f1 NO SLAB ON GRADE, PAl10S 3000 0.45 4f1 5f1 NO CURBS� WALKS, DRIVEWAYS 2500 0.45 5f1 Ot1 NO ALL OTHER CONCRETE ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE SPECiFIED AGE. ADDITIONAL CYIJNDERS MAY BE MADE FOR INFORMATION REGARDING POST TENSIONING, FQRM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 1. NO lEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH 2. THE AVERAGE OF ALL SETS QF 3 CONSECUTIVE TESTS DOES NOT FALL BELOW THE SPECIFlED STRENGTH. CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO ADDI110NAL EXPENSE TO THE OWNER. RESHORING, WHERE REQUIREQ, SHALL CQNFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. CHAMFER ALL EXPOSED CORNERS PER 1}1E ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFlED BY THE ARCHITECT. 0310�: REINFORqNG S1EEL REINFORCING STEEL DETAIIJNG, FABRICAl10N� AND PLACEMENT SHALL BE PER ACI 318-11. REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: ASTM A-615 DEFORMED BARS GRADE 40 (f�40 KSI) FOR ¢f3 BARS ONLY ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER ASTM A-706 DffORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WIELDABLE BARS ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FlBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOIINGS 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 . . . . . . . 3" FORMED SURFACE EXPOSED TO EARTH OR WEATHER #6 AND LARGER . . . . . . . . . . . . . . 2" #5 AND SMALLER . . . . . . . 1 1/2° CONCRETE NOT EXPOSED TO EARTH OR VtiEATHER WALLS AND JOISTS #14 AND �18 BARS . . . . . . . . . . 1 1 /2" #11 BARS AND SMALLER . . . . . . . . . 3/4" SLABS AND JOISTS �14 AND #18 BARS . . . . . . . . . . 1 1 /2° �11 BARS AND SMALLER . . . . . . . . 1 ° BEAMS, COLUMNS PRIMARY REINFORCEMENT . . . . . . . 1 1/2° 11ES, STIRRUPS, 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 8E PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWiNGS. 06071: PRESERVA�IVE 1RfATED IM1� PRODUCTS PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR; ALL WOOD THAT FORMS THE STRUCTURAL SUPPORT OF THE BUIL[?ING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WiTHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE� OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULAl10N AT THE SURFACE OR AT JOiNTS BETYVEEN MEMBERS. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EKTERIOR CONCRETE dR MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. POSTS OR COLUMNS SUPPORIING PERMANENT STRUCTURES AND SUPP�RTED BY A CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERViQUS MOISTURE BARRIER. 2. IF IN AN ENCLQSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN S INCHES FROM EXPOSED GROUND AND SEPARATED THEREFRQM BY AN IMPERVIOUS MQISTURE 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 THE INTERIOR OF EXTERIOR CONCRETE OR MASONRY WALLS BELOW GRADE. PRESERVATIVE TREATMENT SHALL BE PER AMERICAN Nf00D PRESERVERS' ASSOCIAl10N (AWPA) SPECIFlCAl10N C2 AND C9 OR APPLICABLE STANDARDS. ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETG.) IN CONTACT WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL 061a0: ROUGH FRAMING SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECiION BUREAU (WCLIB) °GRADING AND DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FRQ1� WEATHER AND PROVIDE FURTHER DRY{NG OF ASSEMLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENIIAL ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVAl1VE TREATED U.N.O. PER PLAN. LUMBER SPECIES, GRADE, AND PROPERIIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS U.N.O. PER PLAN/SCHEDULE: Fb Fv Fcp Fc E USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) WALL STUdS/BLOCKING 2X4, 3X4 HEM-FlR STUD 675 150 405 800 1.2E6 2X6.3X6 HEM-FlR N0. 2 850 150 4Q5 1300 1.3E6 WALL PLATES 2X4, 3X4 HEM-FlR STUD 675 150 405 800 1.2E6 2X6.3X6 HEM-FlR N0. 2 850 150 405 1300 1.3E6 JOISTS 2X, 3X HEM-FlR N0. 2 850 150 405 1300 1.3E6 LEDGERS 2X, 3X DOUGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6E6 4X DOUGLAS FlR-LARCH N0. 1 1000 180 625 1500 1.7E6 BEAMS AND POSTS 4X DOUGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6E6 6X DOUGLAS FlR-LARCH N0. 1 1200 170 625 1000 1.6E6 Q6101: STRUC'(tlRAL FlNGER �INTED LUMBER STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FlNGER JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD P5 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL 8E LIMITED TO VERTICAL APPLICATIONS ONLY. LUMBER WiTH CERT1FIm EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. 06102: FRAMlNG NOTES FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRQNG-11E. EQUIVALENT HARDWARE MAY BE USED VNTH PRIOR APPROVAL BY ENGINEER QF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICAl10NS. WHERE STRAPS CONNECT TWO MEMBERS TQGETHER, PLACE HALF OF TIiE REQUIRED FASTENERS INTO EACH MEMBER. PR4VIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER REQUMREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE SHALL CONFORM TO FASTENING SCHEQULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING SCHEDULE ON SHEET S1.0. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENStONS ARE AS FOLLOWS: NAIL SIZE DIAMETER LENGTH 8d 0.131" 2.5" 10d 0.148° 3.0" 12d 0.148° 3.25" 16d 0.162" 3.5" UNLESS NOTED OTHERWiSE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. TNERE SHAIL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WiTH ONE BOLT LOCATE� NOT MORE THAN 12 INCHES NOR LESS 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: JOlST AND BEAb� HANGERS JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-T1E. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPR4VAL BY ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFlCAl10NS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: MEMBER SIZE HANGER SAWN LUMBER °U" SERIES TO MATCH LUMBER SIZE 3.125p IMDE GLULAM BEAM GLT3 5.125" WIDE GLULAM BEAM GLTS 6.75" WIDE GLULAM BEAM GLT7 8.75" W1DE GLULAM BEAM HGLT9 MANUFACTURED WOQD 'I° JOIST °IUS° SERIES TO MATCH 'I" JOIST SIZE 1.75° WIDE PSL OR LVL BEAM °LBV" SERIES TO MATCH DEPTH 2.69° WIDE PSL BEAM "LBV' SERIES TO MATCH DEPTH 3.5" WiDE PSL OR LVL BEAM 'GLTV' SERIES TO MATCH DEPTH 5.25" WIDE PSL OR LVL BEAM "GLN' SERIES TO MATCH DEPTH 7p WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH 08104: �iRINKA(� Q� IdY(}OD FRA�,IING 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 DCTERIOft FlNISHES 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 PRIQR TO APPLICAl10N OF FINISHES WILL HELP CONIROL BUT WILL NOT ELIMINATE SHRINKAGE. os�sa �ro� ��►miNc SIRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL 8E C-D INT APA WI?H EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWiNG THICKNESS, SPAN RA�1NG, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: EDGE FlELD NAILS NAILS ROQF: 7/16" 40/20 C-D APA CDX T&G Sd AT 6" Sd AT 12" FLOOR: 3/4" APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6° 1Qd AT 12" SHEARWALL: 7/16° C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET S1.1 ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT INTERMEDIATE fL00R AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE �176: METAL PLATE CQfi1NECTED 1�(}QD TRUS�S PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND IBC SECTION 2303.4. SHOP DRAWINGS AND CALCULAl10NS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SEC110N 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOVNNG: ROOF TOP CHORD LlVE LOAD SEE SECTION 01200 TOP CHORD DEAD LOAD 10 PSF TOP CHORD DRAG LOAD SEE PLAN TOP CHORD NET WIND UPIJFT 7 PSF (NET) BOTTOM CHORD DEAD LOAD 5 PSF HVAC SEE MECHANICAL LIVE LOAD DEFLECTION L/360 08185: STRUCTURAL t�.UED LAk41NATED �)MBER GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUC110N (AITC) IDENTIFlCA?lON MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FlELD. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SEC110N 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: USE COMBINAl10N SYMBOL SPECIES CAMBER SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD CONIINUOUS BEAM 24F-VS DF/DF ZERO CANIILEVER BEAM 24F-V8 DF/DF ZERO UNEXPOSED GLUED-LAMINATED 11MBER SHALL BE INDUSTRIAL GRADE. 7YPICAL, UNLESS NOTED OTHERWISE. EXPOSED GLUED LAMINATED 11MBER SHALL BE APPEARANCE CLASS PER ARC4iITECT. aS190: MANUFACTURED W'OQD BEAMS MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWtV ON THE DRAWINGS AS MANUFACTURED 8Y TRUS-JOIST OR APPROVED EQUAL STORAGE, ERECTION� AND INSTAl1Al10N SHALL BE PER MANUFACIURER SPECIFICAl10NS. MICROLAM AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL SHOP QRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTiES SHALL BE AS FOLLOWS: MEMBER E(PSI) Fb (PSI) Fcp (PSI) Fv (PSI) LVL = MICROLAM 1.9E6 2600 750 285 PSL = PARALLAM 2.OE6 2900 650 290 LSL = 1.75° �1MBERSTAND 1.55E6 2250 750 400 LSL RIM = 1.5" ?1MBERSTAND RIM BOARD FASTENING SCHEDULE ROUqi FRA�II�EG NNIING SCFIED�ILE (IN UfU OF IBC TABLE 2304.9.1) C4NNECTION FASTENING 1. JOIST TO SILL OR GIRDER (3) 0.131' X 3' TOENAILS 2 BRIDGING TO JOIST (3) 0.131' X 3' TOENAILS EA. END 3. 1X6 OR LESS SUBFLR. TO JST. (2) 0.131' X 25` FACE NAIL 4. WiDER THAN 1X6 SUBFLR. TO JST. (3) 0.131' X 25' FACE NAIL 5. 2' SUBFLOOR TO JST./GIRDER {2) 0.161" X 3.5' BLIND & FACE NAIL 6. SQLE PLATE TO JST. �R BLKG. 0.131' X 3' AT 8' O.C. TYP. FACE NAIL '' 'AT BRACED WALL PANEL (4) 0.131' X 3' AT 16' O.C. FACE NAIL 7. TQP PLATE TO S1UD {3) 0.131' X 3' END NAIL 8. STUD TO SOLE PLATE (4) 0.131' X 3' TOENAIL (OR) (3) 0.131' X 3' END NAIL 9. DOUBLE STUDS 0.131' X 3' AT 8' O.C. FACE NAIL 10. DOUBLE TOP PLATES 0.131' X 3` AT 8' O.C. TYP. FACE NAIL DOUBLE TOP PLATE LAP SPIJCE (20) 0.131' X 3" FACE NAILS 11. JOIST/RAFIER BLKG. TO PLATE (3) 0.131 X 3' TOENAILS 12 RIM JOIST TO TOP PLA1E 0.131 X 3" AT 6' O.C. TOENAIL 13. TOP PLATE LAP INTERSEC�iQNS (3) 0.131' X 3' FACE NAIL 14. DOUBLE 2X JOISTfHEADER 0.131' X 3' AT 12' FACE NAIL EA. EDGE 15. Cql1NG JOISTS TO PLATE (5) 0.131' X 3' TOENAIL 16. CON7INUOUS HEADER TO STUD (4) 0.131' X 3' TOENAILS 17. CLG. JSt LAP AT PART1T10NS (4) 0.131' X 3' FAGE NAIL 18. CLG. JST. TO PARALLEL RAfTER (4) 0.131' X 3' FACE NAIL 19. RAFIER TO PLATE (3) 0.131' X 3' TQENAIL 20. 1X BRACE TO EA. STUD & PLATE (2) 0.131' X 3' FACE NAIL 21. 1X8 OR LESS SHT6. TO EA. BRG. (2) 0.131' X 3' FACE NAIL 22.WfDER THAN 1X8 SHTG. TO BRG. (3) 0.131' X 3' FACE NAIL 23.BUILT-UP CORNER STUDS (3) 0.131' X 3' AT 16' O.C. FACE NAIL 24.BUILT-UP GIRDERS AND BEAMS 0.131' X 3' AT 12' EA. EDGE STAGGERED STRUCTURAL DRAWING SHEET INDEX S�-IEET DESCRIPT{ON DATE S1.0 STRUCTURAL NOTES S1.1 STRUCTURAL NOTES S1.2 SHEARWALL SCHEDULE AND DETAILS S1.3 HdLDOI�N SCHEDULE AND DETAILS S2.0 BLDG. B1 - B4 FDN. & L2 FRMG. S2.1 BLDG. 81 & B3 L2 & RQOF FRMG. S2.2 BLDG. B2 & 84 L2 & RQOF FRMG. S3.0 S3.1 S6.0 S6.1 S9.0 S9.1 BLDG. C FDN. & L2 FRMG. BLDG. C L2 & ROOF FRMG. TYPICAL CONCRETE DETAILS TYPICAL SHEAR BRACE DETAILS TYPICAL FLOOR FRAMING DETAILS TYPICAL ROOF FRAMING DETAILS 06/26/14 O6/26/14 03/08/10 03/OS/10 -- �EVlEWE 03/OS/10 �Q�� CQ{Vl 03/08/10 .- ` ����� o3/as/, o �° . � � ���. � � o3/os/� o €' 03/08/10 ' 03/08/10 y ���� �� � 03/08/10 ��«{�� 03/O8/10 03/08/10 � '7 A.B. ABV. ADD. ADJ. ALUM. ALT. APPRX. ARCH. ASSY 8. BEL. BEN B.F. BLDG. BLK. BLKG. BLW. BM. BMU BN BNDRY. 8.0. B.O.E. B.O.F. BRDG. BRG. BTM. BTWN. C CAMB. CANT. CF C.I.P. C.J. CL CLG. CLR. COL CONC. CONN. CONST. CONT. CTSK. CTR. CY d QB DBA DBL DCW DEPT. DET. DF DIA. DIAG. DIAPH. DIM. DN. D.O. DP. D.S. DWG. DWL. (E) EA. E.E. E.F. E.J. EL ELEV. EMBD. EN ENG. EQ. EQPT. E.W. EXP. EXST. EXT. FAB. FB FDN. F.F. FlN. FLG. FN F.O. F.O.C. F.O.M. F.O.S. F.O.W. FF.S. FT. FRTW FTG. ABBREVIATIONS AND AT FEET(FOOT) INCH (INCHES) POUND(S), NUMBER EQUAL(S) ANCHOR BOLT ABOVE ADDITIONAL AQJACENT ALUMINUM ALTERNATE APPROXIMATE(LY) ARCHITECT(URAL) ASSEMBLY BOTTOM BELOW BQUNDARY EDGE NAIUNG BRACED FRAME BUILDING BLOCK BLOCKING BELOW BEAM BRICK MASONRY UNIT BOUNDARY NAILING BOUNDARY BOTTOM OF BOTTOM OF EXCAVAl10N BOTTQM OF FOOIING BRIDGE(ING) BEARING BOTTOM BETWEEN CAMBER CAMBER(ED) CANTILEVER(ED) CUBIC FOOT CAST IN PLACE CONSTRUC110N JOINT CENTER LJNE CEILING CLEAR COLUMN CONCRETE CONNEC110N CONSTRUC110N CONTINUOS COUNTERSINK CENTER(ED� CUBIC YARD PENNY(NAtLS) DRQPPED BEAM DEFQRMED BAR ANCHORS DOUBLE DEMAND CRITICAL WELD DEPARTMENT DETAIL DOUGLAS FlR DIAMETER DIAGONAL DIAPHRAGM DIMENSION DOWi�I DITTO(REPEAT) DEEP DRAG STRUT DRAWING(S) DOWEL(S) EXISTING EACH EACH END EACH FACE EXPANSION JQINT ELEVAl10N ELEVATOR EMBED(MENT) EDGE NAIL ENGINEER EQUAL E4UIPMENT EACH WAY EXPANSION EXISIING EXTERIOR FABRICAl10N FLUSH BEAM FOUNDATION FlNISH FLOOR FlNISH(ED) FLANGE FLOOR FIELD (FACE) NAIL FlNISHED OPENING FACE OF CONCRETE FACE OF MASONRY FACE OF STUD FACE OF WALL FRAME(ING) FAR SIDE FEET(FOOT) FlRE RETARDANT TREAlED WOOD F0011NG GA. GAUGE GALV. GALVANIZE(D) GB. GRADE BEAM GLB GLUE LAMINATED BEAM GRD. GRADE GWB GYPSUM WALLBOARD GYP. GYPCRETE H. HORIZONTAL HD HOLDOWN H.D.G. HOT DIPPED GALVANIZED HDR. HEADER HGR. HANGER HORZ. HORIZONTAL HORIZ HORIZONTAL HR HEADER .S.B. HIGH STRENGTH BOLT T. HEIGHT I D. INSIDE DIAMETER I . INVERT ELEVATION I . INSIDE FACE IN. INCHE(S) INFO. INFORMATION INT. INTERIOR JST. JOIST JT. JOINT K KIPS(1000) LAT. LATERAL LB. POUND(S) LB. LAG BOLT(S) LG. LONG(ITUDINAL) LGTH. LENGTH LGMF LIGHT GAUGE METAL FRAMING LLH LONG LEG HQRIZONTAL LLV LONG LEG VERTICAL LSH LONG SLOTTED HOLE(S) LT. IM1rf. LIGHT V1fEIGHT LW. LIGHT WEIGHT MAS. MASONRY MASN. MASONRY MAT. MATERIAL MAX. MAXIMUM M.B. MACHINE BQLT MBM METAL BUILDING MANUFACTURER MECH. MECHANICAL M.E.J. MASONRY EXPANSION JOINT MEZZ. MEZZANINE MFR. MANUFACTURER MIN. MINIMUM MISC. MISCELLANEOUS MTL METAL (N) NEW N.LB. NON-LOAD BEARING N0. NUMBER N.S. NEAR SIDE N.T.S. NOT TO SCALE N.W.C.NORMAL WEIGHT CONCRETE O.C. ON CENTER O.D. OUTSIDE DIAMETER O.F. OUTSIDE FACE O.H. OPPOSITE HAND OPNG. QPENING OPP. OPPOSITE ORNT. ORIENTATE(ION) OSB QRIENTED STRAND BOARD O.W.J. OPEN WEB JOIST PAR. PARALLEL P/C PRECAST PEN PANEL EDGE NAIL PERP. PERPENDICULAR PL PLATE PL PROPERTY LINE PLMBG. PLUMBING PLYWD. PLYWOOD PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH P.T. PRESERVAl1VE TREATED PT POST TENSION(ED) QTY. 4UANTITY R. RADIUS RAD. RADIUS RE: REFERENCE REF. REFERENCE REINF. REINFORCEMENT(ING) REQ. RE4UIRED R.F. RIGID FRAME R.O. ROUGH OPENING R.S. ROUGH SAWN SCH. SCHEDULE SCL STRUCTURAL COMPOSITE WOOD SCHED. SCHEDULE SHT. SHEET SIM. SIMILAR S.J. SHRINKAGE CONTROL JOINT SKW. SKEW(ED) S.O.G. SLAB ON GRADE SPC. SPACE(S) (ING) SPEC. SPECIFICATION(S) SQ. SQUARE STD. STANDARD STGR. STAGGER ST1FF. STIFFENER(S) ST1R. STiRRUP(S) STL STEEL STRUC. STRUCTURAL STRUCT. STRUCTURAL SUSP. SUSPENDED(TION) SYMM. SYMMETRICAL T. TOP T.&B. TOP AND BOTi'OM TEMP. TEMPQRARY T.&G. TONGUE AND GROOVE THK. THICK(NESS) THRD. THREADED TN TOE NAIL T.O.S. TOP OF SHEATHING(SLAB) T.O.W. TOP OF WALL TRANSV. TRANSVERSE T.O.S.. TOP OF STEEL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE U/S UNDERSIDE �ECEIVED v. VERIICAL c�T�' Or TUKWILA VERT. VERIICAL VIF VERIFY IN FlELD ,��d� � fl��i� anDE(wIDTN) pERN11T CENTE WITH WiTHOUT � WOOD � WELDED HEADED STUDS H WORK POINT � WELDED STUD YVEIGHT � WELDED WIRE FABRIC � EXTRA STRONG � DOUBLE EXTRA STRQNG �-,E�:��sV�D YAR�i.��, Or TUKWiL� � .���� 2 � ���� � W. W/0 WD. W.H.S. W.P. W.S. YVi: W.W.F. X-STG XX-STG Ya <v�l"i C � � U 0 d- o o r: r r e- � Q c�c � rn w �t A \ � � � � 0 0 0 � o rn � 0 w �* o � � o w O � M .� � � � � o � � o z o O � ¢ � 5 W � � � � m � N w � � � w � ¢ � � � 0 ? r- r w w W o = _ � c� a a � �7 z� � � w �q-� RE 1 f S1.1 FOR RE: 1/51.1 FOR RE 1/S1.2 �, �� B�kLAM11�€�OF� ��� BALANCE 6�' FOR BALANCE SHEARWALL SCHEDULE - 7/16 APA RATED SHEATHING W/ HEM-FIR STUDS AND HEM-FIR PLATES SEC110N SEC110N OF SEC110N SHEARWALL PER PLAN WA�- PANEL FlELD BOTTdM PLATE O RIM OR BLOCKING TO TOP PLATE CONN. FRAMING FOUNDAl10N ANCHOR BOLT � (3) ROWS �E EDGE NAIIJNG NAILJNG AT ADJOINING SILL PLATE SPACING o BOTiOM PLATE NAILING PER P.E.N. (3) OR (4) ROWVS SHEATHING NAILING 0.148'x3.25' LTP4 DIRECT A35 ONLY 10 P��- 5/8' DIA. � SHEARWALL SCHEDULE N PER SGHED. RE: 14/S1.1 & 10/S1.1 RE: 14/S1.1 & 10/51.1 � 0 ROWS SPACING TOENAIL TO FRAMING O Ep�g � 1� 7' �gEp 1Q °' RE: 14/51.1 & 10/S1.1 Q TQP PLATES ` m� RIM/BLOCKING TO T4P PIATE RIM/BLOCKING TO T(}P PLATE P6TN 7/16' SHT. 6' O.C. 12' O.C. (t) 4' O.C. 4' O.C. N/A N/A 2x 2x 48` O.C. � PEN FLOQR SHEATHING o¢ CQNN. PER SHEARWALL SCHEDULE CONN. PER SHEARWALL SCHEDULE ONE SIDE 3x 48' O.C. � RE: NOTES SECT1aN 06160 �� (EITHER LTP4 OR A35) (EITHER LTP4 OR A35) pg 7/16' SHT. 6' O.C. 12' O.C. (1) 4' O.C. N/A 24' O.C. 16' O.C. 2x � �� �•�• U ; � FLOOR DIAPHRAGM EDGE NAILING ? o E SID 3x 48' O.C. z � RE: NOTES SECTION 06160 Q o 7/16' SHT. � � � , , 2x 32' O.C. �� w� P 4 4 O.C. 12 O.C. (2) 6 O.C. N/A 16 O.C. 12 O.C. (2)2x OR 3x 3x 44" O.C. . 2 x B L K G. W/. 1 4 8' D I A. x 3 0 3" O C � J O N E S I D E �� 7/16 SHT. • • � ) � / ' ' (2)2x OR 3x 2x 24� O.C. � o Z� P3 � 3 O.C. 12 O.C. 2 �� NOT RE4UIRED FOR P6) �= CONT. 4x RIM CONT. 4x RIM 4 O.C. N A 12 O.C. 10 O.C. 3x 22 O.C. ��i ONE SIDE (n .� ao _ � ShEARWALL PANEL EDGE NAIIJNG ..� . ....... ...... ..... .... P2 7/t6' SHT. 2' O.C. 12' O.C. (3) 6' O.C. N/A 10' O.C. 10' O.C. (2)2x OR 3x � 18� O.C. � rn o 2x CONT. RIM PER SCHEDULE ONE SIDE 3x 24 O.C. �� � � 2p4 7/16' SHT. 4" O.C. 12' O.C. (3) 5' O.C. N/A 10' O.C. 10' O.C. (2)2x OR 3x 3x 2�" 0 C. �� RIM/BLOCKING TO TOP PLA1E RIM J IST P� B 0 T} i S I D E S w� n 7 CONN. PER SHEARWALL P.EN. ;I; OR PONY P� 2p3 7/16' SHT. 3' O.C. 12' O.C. 3 • 2x 12` O.C. - o v / s o.c. s o.c. (2)2x Oft 3x ,� PER SCHED. ��� 4 O.C. N A ' ' 3x 16' O.C. ��, � SCHEDULE A35/LTP4 ;� WAu SHEATHING SHEATHING (2) SIQES BO T H S I D E S � � W/(12) 0.131" DIA. X 2 1/2' � MUDSILL • x� 2P2 7/ 1 6 S H T. 2' O.C. 12' O.C. 3 • 2 x S' O. C. U�� SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN BOTH SIDES �� 3 O.C. N/A 6' O.C. 6' O.C. (2)2x OR 3x 3x 12" O.C. � z � SCALE: NONE CALE: NONE LAP SHEATHING SCALE NONE TYP. EXTERIOR S�A�: NONE TYP. EXTERIOR ��`° SHEARWALL SCHEDULE NOTES: � �0 � TYPICAL EXTERIOR SHEARWALL CONNECTION AT FLOOR LINE SHEARWALL CONNECTION SHEARWALL CONNECTION �. STUDS SHALL NOT BE SPACED MORE THAN 16• o.�.. � P 6 P 4�C P 3 � A D E TA I L I N G 0 2 P 4 2 P 3 2 P 2 0 2 P 4 2 P 3 2 P 2 �. RE: s�.o s�c�no� os� ao �ROUGH FRAMING' �FOR REQUIRED WALL STUD AND PU1TE SPECIES AND GRADE. � > > > > > 3. RE: S1.0 SEC110N Ofi160 WOOD SHEATHING FOR RE4UIRED SHEAR WALL SHEATHING� THICKNESS AND GRADE ALL SHEAR WALL PANELS SHALL BE APPLJED DIRECILY TO FRAMING. 4. SHEATHING PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERIICALLY WITH ALL PANEL EDGES BACKEQ/BLOCKED Wl�i 2' NOMINAL OR WfDER FRAMING. SEE NOTE 5. U 5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTIING PANELS SHAIl NOT BE LESS THAN 3' NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SF{EARWALL MARKS IXCEPT "P6'. PROVIDE 3X3X0.229' PLATE 6. WHERE PANELS ARE APPUED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6' O.C. ON EITHER SlDE, PANEL JOINTS SHALL BE OFFSET TO FALL dN DIFFERENT FRAMING MEMBERS OR WASHER � EA. ANCHOR TYP. FOUNDA710N SILL PLAlE AND STUDS FRAMING SHALL BE 3' NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. U.N.O. PER SHEARWALL SCHEDULE TYP. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FlELD NAILING SHAlL BE 8d COMMON (0.131' X 2 1/2'). 8. NAILS FOR BOTTQM PLATE FRAMING SHALL 8E 12d COMMON (0.148' X 3.25`). � 9. fLOQR DIAPHRAGM NAIIJNG SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAILJNG. DO NOT OVER NAIL THE BLOCKING. S N 10. ANCHOR BQLTS SHALL BE GALVANIZED 5/8� DIAMETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE PQUR. 1YET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. `�''.r � _ 11. GALVANIZED 3' X 3' X 0.229' (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT - SEE DETAIL 8 THIS SHEET FOR PLACEMENT DETAILS. RECESSING PLATE WASHERS IN PLATES IS NOT ALLOWED. .� .��� � .. 12 LTP4 FRAMING PLAIES SHALL BE INSTALLED WITH 12-8d X 1 1/2' (0.131' X 2 1/2'} NAILS. RE DETAILS 1, 2, 3& 6 THIS SHEET. ~' `; A.BOLT PER SHEARIWALL SCHEDULE ''�� 13. A35 FRAMING ANGLES SHALL BE INSTALLED WITH 12-8d X 1 1�2' (0.131' X 1 1/2'] NA1LS. R� DETAILS 1, 2& 3 THIS SHEE% ��' a d - , �; •.' ''• 14. ALL NAILS INTO PRESSURE TREATED WQOD SHALL BE HOT-DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL. N w ' � a '� . o ° 15. ALL WOQD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. �� �'� ° �•� ° 16. WHERE B01T0�1 PLAlE NAIIJNG SPECIfIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROVV(S OFFSET 1/2 INCH AND STAGGERED. `�? `�b � � � o' o ° 0 17. GALVANIZED EXPANSI(}N ANCHORS Of SIMILAR. DIANIETER AND EMBEDMENT ALLOWED AT INIERIOR BEARING AND PAR1Y WALLS. �j,7 `�" �` �� ' � � 18. 2-2x'S IN LIEU OF 3x'S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTAGHED PER 10%51.2 SIM. AND BOTTOM PLATE NAILING. a '� •. � - ' ':��. � �d" a�� . .a �'� ��a ..• ° ° 19. VVHERE BUILDING OFFICIALS ALLOW, OSB SHEAIHING MAY BE APPIJED OVER 1/2" OR 3/8' GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED WITH 10d NAILS (0.148` DIA X 3' LONG) � � � � � �� � °� 14 SHEARWALL SCHEDULE Z . . .a.�. .. . . ° .a.�.� o HEAD-OUT FOR �' ' '.a° . � � a � � � �r o o � � RIM �lQIST PLUM8ING, MECH., � � � � o H �r FOUNDATION PER PLAN � h� I r. � � � � � Ej�. PLYNiOQD ROOf SHEATHING `� cv cv o d. a • _ � ■ SIMPS�N LTP4 � � ' SCALE: 3/4 1-0 A m ii r� � o � SIMPSON LTP4 W/(12) 0.131' DIA. X 1 1/2' 10 0 0 0 0� � --� ---------- ---- - �-- 5 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE ��c12� 0.,3,' DIA. X z,�2' WHEN APPLIED DIRECT TO fRAMiNG DIAPHRAGM EQGE NAIIJNG ❑ � � � � i 1NHEN APPIJED OVER SHEAl1NG o a � m i � i 2x10 TRUSS�JOIST BLOCKING o w�, i = � „ SCALE: NONE �' i � � NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2 OF EDGE OF BOTTQM � i �" i PLATE ON SIDE(S) WiTH SHEATHING. PROVIDE STAGGERED/OFFSET . ..,.._ , BLOCKING CONNECTION TO � � i i PLACEMENT AS SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. � TYP I C A L S I M P S 0 N LTP 4 -r � • - � - '�'-' ''' TOP PLATE 'n N i U210 HANGER - r-----I - ---i-�-----jr----- - ---n-----f;�.-... .'. .�: o \ � , , �. �o � I I 1 I I I I I -�- I:�'���'���'�'�'�'�:����•: Q `� ;� - � I I I I I I I I 3 5 I�1.'.'.'.'.'.'.'.'.'I•I• t: o � ' � i . i I• PANEL EDGES v� �¢� � � U210 HANGER � I I 1 I'I I'I I I•1•'•'•'•'•'•'•'•'•' I: I�d• 5 z� a , � � I I I I I I I "I�' I•1'.•.•.•.'.'.•.•.•.f'I.•L• � � m - � ; 2x10 J41ST P� P�aN : $ $ a � I I 1 I I I I I I � I' a'•'•'•'•'•'•'•'•'d• 1��' �� W � � (16' O.C. U.N.O. P� � W I I I I I I I I I i I���•:•:•:•:•:•:•:•:•l•J• F� ��� i � PU1N) � � � �'I I - - '� - -I' - - I'� 1.1.'.'.'.'.'.'.'.'.'�' �. .� s � A i , �„ �� WALL TYPE LOCA�ION PLA1E SIZE SND SIZE AND SPACING � I I r j � Ii i yI � L � (( '•• o� a v N � ; ��� o � o � N EXTERIOR TYPICAL 2X6 2X6 � 16" � 1 I 1 I I I I I ��'- w � w w W N i i � N N � GARAGE GARAGE/UNIT 2X6 2X6 � 16' �,I I I I I I I o=_� � � , . , . � $ = I 11 I I �., � a � 1-4 1-4 � W W w W i i FOR JQ1ST SPANS UP TO � _ � _ i � 11'-0' A SlNGLE JOlST � N W INTERIOR FIRST 2X4 2X4 � 16° � I I I � i � Q N ¢ �, SECOND 2X4 2X4 � 16" � �0� z � � � W i � M A Y B E H E A D O F F T O °; W N w¢ T H I R D 2 X 4 2 X 4 g 1 6' MINIMUM SIZE OF SHEA7HING ' � ADJACENT SINGLE JaSTS � °-'- � � � � �,-4� -�-DEDICATE STUD BAY AT � � N B L O C K A L L P L Y W D. E D G E S i � a a P A R T Y F I R S T 2 X 4 E A. W A L L 2 X 4 � 1 6" PLYW04D FLOOR SHEATHING � END Of SHEARWALL FOR "' ( D O U B L E W A L L) S E C O N D 2 X 4 E A. W A L L 2 X 4 � 1 6" N O T S U P P O R T E D B Y H��� i i Z $ z $ z $ z 8 , RE: NOTES 06160 FRAMING MEMBER. i i FOR JQIST SPANS � � � � THIRD 2X4 EA. WALL 2X4 � 16 .... i o � o 0 0 � BOTfOM PLATE CONNEC110N ' j ;�r������D FOR ' � B�av ��'-o' allo ^ � M � .�.. . . . . ..'{�I;�. � ��.��� CQNiPLIANCE i i 16-0 ADD ADDIT10NAL BEARING WALL NOTES RE 1, 2& 10/S1.1 I I.i •.•.•.•.•.•.•.•.•f•�•.�• �,;��� �������� � i � 2x10 JOIST ADJACENT TO 1. SEE SHEARWALL SCNEDULE SHEET S1.1 FOR WALL SHEATHING ADDI110NAL PLATE AND STUD i i HEAD OUT. � �• I. . . . . . . . . . � I . ���, 1 3/4" MIN. 1 3/4" MIN. 1 3/4" MIN. 1 3/4" MIN. REQUIREMENTS, BLOCKIN� AND PLATE NAILING. SEE 06100 'ROUGH FRAMING' STRUCTURAL NOTES I I 1•'.'.'.'.'.'.'.'.' '�. . ADD'L S1UDS FOR HQLDOWN ,�, . � i � 2" MAX. 2" MAX. 2" MAX. 2" MAX. � 3/4" MIN. SHEET S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME DIAPHRAGM EDGE NAILING I � I=� .:.:.:.......:...:(•I..�� PER SCHEDULE. t��� �JUL 1� 2�16 � � � MAX. I I I � I � L�. . l 1. �,� z � ' NOTE: JOIST HEAD -OUT SHEARWALL TYPES REQUIRE A DQUBLE RI�A JOIST FOR THE PLATE NAILlNG. � Al � i i I S F O R U N I F O R t� L Y L O A D E D I I I I I � I��• • •:I�I •� �=�t. ,, W/ � i i R O O R J O I S T S O N L Y 2. SECURE SILL PLATES TO CONCRETE WITH 5/8' DIA. ANCHOR BOLTS IMTH 7' EMBED, AT 48' OPl CEMTER I I�I �I I I� �• •, •••• f,i •� ��"�`����+���'U� J 4 ll la �� W �. _ ______ �__ TYPICAL UNLESS NOTED OTHERWISE REFER TO SHEARWALL AND HQLDOWN SCHEDULE FOR ADDITIONAL I I i �.�.�.�.� P C O N T. 2 x R I M �;�(,j��;���� p�VISIt�N a -- -------- --- I I I I I I I I�' � 1 W LaCKING IF REQUIRED ' � - - � ANCHOR BOLT REQUIREFAENTS. WHERE PRESERVATIVE 1REATED Wi�OD IS USED, REFER TO TNAT SEC110N � 1• ••••••••�• � � __L _________ ______--- 1-- z ;; z ;; z �� z "" FOR CQRROSION PROTEC�ION REQUIREMENTS FdR CONNECTQRS. I I I I I I I � I � I.�.•.•.• ••. ..•.• •� Q i i �� �� �� �� �� � � i � �I� � �I� � �I� � ��� �I� . . . . . . . � ,� „ �, ,,,, _�.L ---� --- -� - -�L - -- L- - .,�. .i . 1�I F III = III p 111 111 � � � � ^ �� ^ (� ^ �� � � . • • • • a • • • • • • • • • . . . . • . . . . , � �� N N 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPUCE. PROViDE ADDITIONAL CONNECTQRS AT SHEARWALLS AS °O INDICATED ON 1HE PLANS. BLOCKING OR CONT. RIM CONNECTION PLAN - JOIST HEAD-OUT 2x4, 3x4 PLY ONE SlDE 2x4, 3x4 PLY TWO S(DES 2x6, 3x6 PLY ONE SlDE 2x6, 3x6 PLY TWO SIDES TO TOP PLA1E �p SCALE: 3/4° = 1'_0" 4. TOP FLOOR INTERtOR WALLS ARE NON-BEARING. INTERIOR GARAGE WALL HETWEE�I GARAGE AND _ _ _ _ _ _ _ � SCALE: 3/4' = 1�-0" CONDITONED SPACE TO BE INSULATED AS SPECIFlED PER ARCH. PLANS. HOLDOWN � �7 JOIST HEAD-OUT DETAILS 08 ANCHOR BOLT PLACEMENT DETAILS 09 WALL STUD SCHEDULE --- ---' _---------- --_ ___---__-=�-�-����_��:��� . RE „-,',,9,5,.2 - � r - -) - � - - � r - - � - - �;� .-. . . .-f, �� PROVIDE PANEL AT NAIIJNG I I 1 I I I I I -�L I.i.•.•.•.•.•.•.•.•.•(•� � AT END OF WALL ST11DS i}iAT � , 1. D(lERIOR BEARING � I I I I I I I I FRAMING AT 3 5 I'j.'.'.'.'.'.'.'.'.'�+� f. ATfACH TO HOLDOWIdS TYPICAL . �� SUPPo�T �'I I 1 I'I i'I I PAN� �oGES �,�,.,.,.,•,•.•,•.•,.E.� '.' � � I I I I I I I 'jY �•J•,�,•,•,•.•,•,•,•,f ,� AT ADJOINING PANEL EDGES PROVIDE � � SIM. � 2 2x FRAk11NG AT ��) > >�2� (2) 1 1/2' CONT. 3 1/2� - - - - - - - i � - - - - - i � - - - � . . . PANEL EDGE NAIIJNG AND FRAMING PER () SOUD I�� I I �� I I �� I I �� I I �� I ROQF �.aaR SHEA�ING NO�S � I 1 I I I I I I � i'J'•'•':':':'•'•' '•• �� CONT. RIM RIM PLUS BLOCKING � i � i � / � I I I I I I I � � � .....�.�..�: SHEARWALL SCHEQULE (STAGGER NAILS) Q5 ADJ(�INING PANEL EDGES. R�� I � I I I I I I 2 ( I � I � �•� BELOW 8��� B E L O I ���� I I �� I� � I I �� �, BQU NDAR Y N A ILI NG AT ROOF/ F t 0 0 R PERIME?ER, AT CONT. ��� � � _.. e� - --- ��� �' 1' '.'.' ''''' �' BL�CK ALL PLYWOt}D EDGES NOT � � .L� � i � i I I(- - I I L y 1 I-�' � � '•• SUPPORTED BY FRAM{NG MEMBERS AND � � I I I� i I I ��\ I I � i I I �\ I(�� I PANEL EDGES (B.N.) � � I � I I I I I NAIL W%PANEL EDGE NAiIJNG 3 5 � i � � � � 2, EDGE NAILING (P.EN.) AT ALL @CES QF ALL PLYWOQD � I I I I I I I ►��2' RIM TO BLOCKING I i I I � I I � I I � I I � � SHEET'S AT SUPPORTS AND AT INTERIQR SHEARWAl1S �• GALVANIZED ANCHOR BOLT RE: 5/51.1 _ " � ' � i� � � �� I I �� � � �� � � �� � � I I 1 I I ••• a•• W/ 3 X 3 X 0.229° GALVANIZED WASHER �� 0 p0 3� 3 J �, .148 DIA.x3 NAILS 3= �, "' o "' � �� 3'aC TYPICAL "' � � � I I �K I I ��-O I 3, INTERIOR FlELD NAILING (F.N.) 12" O.C. AT BEARING SUPPOR � I I I FlELD '•.•.•.•.•.•.•.�.•,f ,�,•�' DIA./SPACING PER SHEARWALL SCHEDULE. � � �� � � � N g N � N I �� I I i� I I �� I I �� I I �� I � I N A I L I N G �• J'.'.'.'.'.'.'.'.'. C. j''�' P R O V i D E M I N I M U l A O F T W O B Q t T S P E R �'[� +; � �� I I �� I I �� I I �� I I �� 4. SEE PLANS FaR PLYWOOD THICKNESS & NAILlNG SCHEDULE 4 I I I���•.•.•,•.•,•.•.•,•('. ' W� ` � � � PLATE W1TH ONE BOLT NOT LOCAlED � '' t�ORE THAN 12 INCHES OR LESS THAN � � � � � � I �I I.i.. . . . . . . . .���f. (7) BOLT DIAMETERS FRO�+i T}iE END. � � '� . � ��4• 3�4• � � � � � 5, LONG DIMENSION Of PLYWOQD SHALL RUN PERPENDICULAR I � I I i I I � I I i I I � I I I I I I I � 1•'•'•'•'•'•' �•�I'I:�: - RECFIVED E--•� � r� � � � � � TO 1RUSS SYSTEM FRAMING & FLOOR FRAMING. ' SEE DETAIL 8 THIS SHEET A-1 (1) ROW (2) ROWS � �,L I I `II/ II..� 2� I I I i I I I �,1.;.;.;.;�; �; ;. (3) ROWS � ���\ � � ��`� �( �� I 6. MIN. EDGE DISTANCE FOR NNLS SHALL BE 3/8' I( I I I I I I I I'1'.'.' .'.'.'.'.' ..' FOUNDA�ION SILL PLATE CtTY O� T U KW i L A � � ��� . CENTERED ON CENTERED ON CENTER ON i� I I �� I I �� I I \�� � ,� ,, ' STAGGER NAILING �q� �� � � � � � I�I I�I I'I I I'I I'�' �•'•'•'•'•'•'•' '' � ��� RIM BELOW RIMS BELOW RIM BELOW � � 7, MINIMUM PLYWQflD SHEET SIZE 2-0 X 4-0 ( I I I I I I I I I I I �•�•�•�•�•� �,•�• f' RE: SHEARWALL SCHEDULE FQR SIZE 1�. ��;� � Q Z��� � V�.� g NAILS SHALL NOT BE OVER DRIVEN I I I I I I I ( I I I•1•'•'•: :• •:•'•'• •r• HQLDOWN ANCHQR PER PLAN � �..� � N� � P6TN, P6 P4 8c P3 P2, 2P3, 2P4, 2P2 ' _JL__ ___-11_-_ L____ __ 11__ ����. RE �, 2��,.2 PERMIT CENTER � O M� � , . ^ . �. �' . � � Q � . � .. � .a .,'� � �� � � � � � . `��� ^ ����. ��. ��'�� � � � � .� �.. � ^ . � � .�a• . . . . :� a ,.^�. �,.: ��� a. � � ,, . ,, • ^ .. . . . , � � . a . � . � � d . . . • � � „ � � �. . ' . ,, .. . ' . � . -, . � • ^' . ,, � � ' ° • a a ' ' ^ • � � � SCALE: NONE SCALE: NO E SCALE: NONE CONCRETE FOUNDATION � 10� 11 ROOF/FLOOR SHEATHING LAYOUT 12 TYPICAL SHEARWALL NOMENCLATURE ELEV TI ° 0 . BOTTOM PLATE NAILING PATTERN ( HOLDOWN � HOLDOWN PER PLAN PER PLAN• HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN : SCHEDULE —� , , �'.. : �,:•• I� #4 CONT ���� i �I���� j i� • ' �=--� ' �=--• ti ti A: STRAP TYPE B: HD TYPE SCALE: 3 j4" = 1'-0" 0 E�1'ERI O H C�LDO HOLD0INN � PER PLAN HOLDOWN FASTENERS AND WOOD STUDS:PER o PLAN AND HOLDOWN o SCHEDULE 0 x •Q' X . . ii d• •Q ',• . . Q- � �� . `� � � ���� � � � 1 FOOTING SIZE AND I I, ;,I I I= REINFORCEMENT PER PLAN HD TYPE SCALE: 3/4" = 1'-0" 0 1 1'ERIC�R �C�LDt) ADDED STUD FOR HD TYPE HOLDOWI (COUNTERSINK) I PER PLAN �ISTS/RIM � ��. � ����� � ���� .�= ��. ABUTTING �WALL )OD CONTINQUS JTTING WALL �, ,"�RWALL RE: PLAN i6 TYP. A�UTTING ALL HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE , �� #4 CONT, �__,,. ����� � : � � � � ! � � � � � �� � � � ADDED STUD FOR HD TYPE HOLDOWi (COUNTERSINK) PER PLAN R PLAN PL5X5X3/8" TYP. HOLDO �� � TO BEA � SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. CONTINUOUS STRAP DRAG STRUT PER PLAN JOIST PER PLAN - TYP. BLOCKING OR BEAM PER PLAN SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. CONTINUOUS STRAP DRAG STRUT PER PLAN WALL BELOW WALL ABOVE SCALE: 3/4' = 1'-0' TYP. U.N.O. 17 DRAG STRUT DETAILS STRAP STPAP SW PARTIAL PLAN: SHEARWALL WITH FORCE TRANSFER SCALE: 3/8' = 1'-0' o � —=ir== �r --�r�r-- � —��-- _ � �� --ll-- — --u-- �� � � � II II II HEAD� P�t Pu�N II II II II II II csz2 x as' HEAD/SILL II II � � � � W/ (36) 10d NAILS � � � � � � II II II U.N.O. PER P�N II II z BIXG. W/ EDGE NAIIJNG � I I I I P� $H�wA� SCHED. �� I I I II i II GE NAIUNG AT Slu, I II II � HEAD, KING & TRIM STl1DS � I � �I � II II II I II II II I �I II I � � �� �� � �� � � � � �� �� � l II I I II II II II I I II I _JL— —JLJL— — —JL— o —1r— � —�r�r— � —�r— � i II --ll-- — --u-- II I III II II HEAD�t P�t Pu�N II II III III II II CS22 X�$` HE,�D/S�� II III III II w/ (36)1Qd N��s I II � III II II U.N.O. PER P�aN il III z BLKG. W f EDGE NAIIJNG � III II P� SH�twA� SCHED. II III III II II DGE N�uNG AT Siuy � II III � � HEAD, KING & TRIM STUDS � � �) � MI ��� ��� (� �� � �� �� �� � �) • � II II II I II I I I I �� M ��' � �� � � �� �� �� (� �( �� � . _1 L. o�. — J L.aJ L— �J L STRAP TYPE Ho�oau� P� PLAN 3) 10d iYP.) JOISTS PER PLAN ��•) BEND STRAP UNDER MULT. JOIST/BEAM U.N.O. PER PLANS � FRAt,�ING AT PANEL EDGES PER SliEARWALL SCHEDULE PANEL EDGE NAiIJNG (P.E.N.) ALL E�GES OF ALL SHEETS PER SHEARWALL SCHEDULE PLACE EDGE NAiLS INTO POST PER PLAN (}R (2) 2X STUDS AT ENDS OF SHEAR WALLS. POST & HOLDOV�hI PER NOLDOWN SCHEDULE HOLDOWN PER PLAN STAGGER NAILING AT PLYWOOD JOiNTS PLYWaOD SHEATHING PER SHEARWALL SCHEDULE - TYPICAL FlELD NAILJNG (F.N.) - 'fYP. POST & HOLDOWN PER HOLD044M SCHEDULE Ha�ov�v ea�T — s� HOLDOWN SCHEDULE � ANGHOR BdLTS - SEE SHEARWALL PLYWOOD/O.S.B. SHEAR PANELS SCHEDULE FdR SIZE, SPACING, AND EMBEDh�ENT SCALE: 3/8' = 1'-0' TYPIC�4L DETAIL F{�R SHEAR �iLL / FORCE TRANSFER AROU�D I�DO OPENI�GS SHEARWALL RE: PLAN � SAW CUT IN PLY TO ACCEPT STRAP AT i NTER I OR Q � I w � WALL LlNE HOLDO � DETA�L 10d � 6"O.C. STAGGERED (.148'DIA. X 3" LONG) TYP. ULTIPLE STUD ATTACH E�T HOLDOWiV � FASTEWER SCHEDULE: HF 3TUDS HARDWARE WOOD MEMBER/POST FASTENER ROD ANCHOR EMBEDMENT STEM DETAIL TYPE DIAMETER STEM THICKENED STEM THICKENED �MINIMUM) 2X4 WALL 2X6 WALL FOOIING SLAB CS16 2X4 2X6 (28) 8d N.A. N.A. - N.A. - N.A. M ST37 (2) 2X4 (2) 2X6 (16) 16d N.A. N.A. - N.A. - N.A. 13 14 15 1. 1. 1. MST48 (2) 2X4 (2) 2X6 (28) 16d N.A. N.A. - N.A. - N.A. HPAHD22 (2) 2X4 (2) 2X6 (21) 16d N.A. N.A. - 10" - 8" STHD14 (2) 2X4 (2) 2X6 (38) 12d N.A. N.A. - 14" - 8" 1 2 1. 1. HDU2-SDS2.5 (2) 2X4 (2) 2X6 �6) SDS 5�8, g„ 6„ 1/4X2 1/2° HDU4-SDS2.5 (2) 2X4 (2) 2X6 ��0) SDS 5�8, 9„ 6„ i /4x2 � /2° 6 11 12 (14) SDS 1. 1. 1. HDU5-SDS2.5 (2) 2X4 (2) 2X6 ��4X2 ��2° 5/8' ROD & RE: 11" RE: 6" PL 1/2"x3"SQ. � 5/56.0 15/S6.0 W/NUT T&B HDU8-SDS2.5 4X4 4X6 �20) SDS �/8, ��A 8" 1 /4X2 1 /2° m HOLDOWN NAI LI NG RE: HOLDOWN SCHEDULE HOLDO�N � FASTENER NOTES: 1. HOLDDOWNS SHALL BE AS MANUFACTURED BY THE Sllu�'SaV STRONG-TIE C�ANY. 2. 16D =.162s DIA. X 3 1/2" L(NdG. 3. USE HALF THE REQUIRED NAILS IN EACH tuEt,�ER BEING CONNECTED. 4. SCREWS ARE SDS 1/4' X 2 1/2" MANUFACTURED BY SIMPSON STRONG-TIE COMPANY. 5. HOLDDOWN ANCHORS SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. 6. ANCHQR BOLT NUT SHOULD BE FINGER-TIGHT PLUS 1/3 - 1/2° TURN WITH HAND WRENCH. CARE SHUULD BE TAKEN TO NOT OVER-TORQUE THE NUT. IMPACT WRENCHES SHOULD NOT BE USED. 7. HDU HOLDDOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH � THE ATTACHED POST. 8. RE: NOTES SECTION 06100 °ROUGH FRAMING" FOR THE REQUIRED POST SPECIES AND GRADE. ;; REVIEWED FQR HOLDO � � FASTENER SCHEDULE �QDE�O�'1Pi�lANG� � t ��'l � SHEARWALL � 4° ,., RE: PLAN �. �, 'JUL 13 Y STRAP �. , {; t U�LViJt��. RE: PLAN OVER �. SHEATHING HOLDOWN NAtLING ��t��� ����5��� RE: HOLDOWN . SCHEDULE . � � � N J � BUNDLED STUDS W RE: HOLDOWN SCHEDULE STRAP RE: PLAN OVER SHEATHING SHEARWALL SHEATHING NOT RE: PLAN SHOWN FOR RE: HOLDOWN SCHEDULE FOR ADDITIONAL INFO CLAR I TY 1� INTERIOR HOLDO�N ALT. LOCAl10N BOLT TYPE S1RAP TYPE —�� STRAP TYPE � i - BOtT TYPE - ALT. LQCATION ALT. LO NOiE: SEE 20 THIS SHEET FC NAILING DETAILS - S7RAP TYPE r BOLT TYPE ' NO?E _ HOLDOWNS AND STUD BE PER PLAN AND SCE HOLDO�N PLACE�ENTS SHEARWALL RE: PLAN 15 P.EN. P.EN. F.N. - SCALE: 3/4' _ LO BUNDLED STUDS RE: HOLDOWN SCHEDULE RE: HOLDOWN SCHEDULE FOR ADDITIONAL INFO. � �� � ��� i n;� -� - PLN. P.EN. - - ADD STUD IF NO P�-N• - EXTERIOR A.P.A. SHEATHING NAELING NOTATIONS: P.EN. = PANEL EDGE NAILING PLN. = PLATE NAILING F.N. = FlELD NAILING F.N. --, P.EN. - I I PLN. - P.EN. SE ��CFlVED ClTY Qi= TUKWI .���'� � � 2��� �ERMIT CENTE F.N. P.E.N. PLN. P.�N. �,II 0 Q � � � o �. a � � 0 0 0 w � � ao 0 \ � � 0 o E" 5 � a � � � w/�/ � � A w V � N W d � x � a � z � w 1. ALL SOIL BEARING SURFACES ARE SUBJECT TO INSPEC110N AND APPROVAL BY THE GEOTECHNICAL ENGINEER PRIOR TO REINFORCING AND CONCRETE PLACEMENT. � 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS TYPICAL U.N.O. 3. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. 4. SEE ARCHITECTURAL PLANS FOR WALL LOCATIONS. 5. CONCRETE WALLS ARE 8° THICK TYPICAL U.N.O. 6. SEE DETAIL 20 SHEET S6.0 FOR STEPPED FOOTING DETAIL 7. SEE SHEET S2.1 FOR WOOD FRAMING LEGEND, NOTES, AND SCHEDULES. 1 2 3 i Q � 0 M 0 ° 2�_9• 6'-9" 2��_On F2 I �`��J��o 0 �- t� - . f��� M 6 S6.0 � . 8'-2 �/4" C 40' I � 8'-�Z 3/4° � - -._... � ._ -r, �.7 ; � _ ,_._ ,_.� ; � �jI ! • � � T.O.C. �' _ ; ; ; � II : � p �'' I i I �O t � �:, ; � �:���' STHD14 F� ' � STHD14� � � � � �� ; � � � �S1HD14 ' � �' ' , p i� I I I t , I I I ' I I (-2 -0 ) ' � � 6 ►t; ;� ; s i; �� I�� I I' � I � 9A :i S60 �r, : i � , ; I $6.� : I t � k�; � .. '::; F1 `�� I�{ I I: I I;� I ,... ta� ���'�' � ��; � ' FS ��€ M 2'-Q"� , , O �� y� I�;I I,:I I��IFS O 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON � 24° ON CENTER U.N.O. PER PLAN. 0?NER FRAMING SHALL STRONG-11E. BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKING ATdP SHEARWALLS. 2. FLOOR AND CEiLING FRAMING SHALL 8E PER PLAN AND 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES IMTH (2) Sd NAILS. JOISTS UNDER AND 12• BUNDLED STUDS fROM THIS LEVEL SHALL BE CONIINUED PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE DOWN TO FOUNDATION OR SUPPORIING BEAM. JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW 14. PROViDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER SCREENED/HALFfONE. EACH BEAM, TYP., U.N.O. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL 15. AT SAWN LUMBER JOISTS� SOIJD BLOCKING OR SQUASH BLQCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR HOLDOWN. MATCH 7HE SQUASH BLOCK WITH TNE POST ABOVE WOOD SHRINKAGE (ACCUMULATIVE). 16. PROVIDE FLUSH MdUNT JOIST HANGERS PER SCHEDULE 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNOLED STUD ABOVE U.N.O. PER PLAN. CONSTRUC110N. SEE 8/S9.0 FOR BUILT-UP BEAM CONSTRUC�ION. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVAl1VE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENIING TYPE 304 OR 316 STAINLESS STEEL LOCATtONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER 18• REFERENCE ARCHITECTURAL PLANS FOR VENT1LATlON STRUCTURAL NOTES ON SHEET S1.0. REQUIREMENTS. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. MARK DEPTH WIDTH LENGTH REINF�RCING DETAILS F1 8" 1'-4" CONT. (2) #4 CONT. TURNED DQWN SLAB EDGE 6,7,8/S6.0 FS 12" 1'-6" CONT. (2) #4 CONT. TYP. iNICKENED SLAB FOOTiNG 9/S6.0 F2 12' 24" 24° (2) �4 EA. WAY POST FTG.: 4/S6.1 F16 8° 1'-4" CONT. (2) �4 CONT. FTG. W/ STEM WALL 16,17,18/S6.0 S8 12' 2'-0° 3'-0° (2) #4 CONT. SHEAR BRACE FTG.: SBA-3/S6.1 6'-9° F1 STHD1 (-2'-0°) �� � ---� �--- -, :--_ --__ ___. .�-( � I FS � i ; : : f -, ---- --- �--- --- ` . ....... .. , �.... ...un ��, R�� . , : �.. �.. P6 M ? I , _. 'r-, ; �...._., ': �.....� ' ( � I � _ ...� i� ' " . ' :_.. � 9B ;,' �= '� . ,r ' ' - ,�" ' 56.0 ; � 10 ; ; �. �.--.. ; , ,, ► . ,; �� �� : .. 9C; � �' S1.2 ! FS � � 9C ;, b-.: `-� ��� -s�o_ ��O i� f I I;� I I �: O;��-�-� � I � I = z` � 3" 3° � :; N -� _ - - - -- '_�- - � 3'-2 '-2° � �� � � � � � - _ ,.. ,_ _.-� - - - . n� • , i '' � T.O.C. ' � � ` � ;���� � � - , z - t T.O.C. ' � P4 +� STHD � � � �aAj ��.; S D14 I +0" I P4 I ��� I P4 o y�; I 4'-3 1/2' _ 3'-10 1/4� y=�� �'-10 1/4° . 4'-3 1/2" - x � �: M� �a ti '' � �-� F1 � �{ � ��' 2'-0") � � � �- i� cC7 :� � JU Q � 6 �; I � F� I i M ;; � 4 '� .O.C. �.. I +�r � : .o.�. ':,; � �' +s• � � 1 �� -4' w � 0 N 16'-3° 2��-�° HDUB Fl �_2�_oA� S� 3' w 0 � 16�-3" 20'-0° -4 Foundation Plan C SCALE: 1 /4" = 1'-0" E � � o I 0 M I� � ' � � _; � � F1 =� .� o r- (-2'-0 ) � - 7 i� :� S6A '- I ;, P ,; � I '_ � F � I ; T.O.0 .. +o• HDU ' :: �` T.O.0 +s' ,� �� 1 2 3 4 5 1 2 3 � • • -� FLUSH BEAM WOOD PANEL . � . , � . FB SHEARWALL � . � � . � � OVER FRAMING �- �B -� DROPPED BEAM P6 SEE 11/S1.1 � � �. � � �, � AT ROOF � FiR -� HEADER - SEE 10/S9.0 HOLi?OWN .:.:.:.:.:.:.:.:.:.:.:.� PER SCHEDULE � � � � � � � � � � � ���� SLOPING FRAMING m- • �� •-� GLUED-LAMINATED BEAM MST48 MST48 SEE 10/S1.2 :.:.:.:.:.:.:.:.:.:.:.:.�. AT DECKS � GT �� GIRDER TRUSS BEARING WALL �, -j INDICAIES N0. QF PER SCHEDULE �� � f ,% j� BLOCKED FLOQR BUNDLED STUDS SEE 9/S1.1 �� �,.;�� ��1�.� DIAPHRAGM 3 � PROVIDE (2) TYP. U.N.O. � �`} ATT1C ACCESS POST TYPE PER PLAN AT C�L1NG CONIINUE TO FQUNDAl10N OR BEAM BELOW � AT11C ACCESS AT WALLS N ote: ALL SEC110N CUTS ARE TYPICAL F1 SEE FOOTING TYPE THIS SHEET (-3'-0") BOTTOM OF FOOTING ELEVAl10N T.O.C. TOP OF CONCRETE ELEVAl10N 20 -0 S.J. SHRINKAGE CONTROL JOINT PER DETAIL 5/S6.1 C.J. CONSTRUC110N JOINT PER DETAIL 6/S6.1 ------- WOOD PANEL SHEARWALL P6 PER SHEET S1.2 HOLDOWN PER SCHEDULE PAHD22 HPAHD2 SHEET S1.3 � ote; ALL SEC110N CUTS ARE TYPICAL GRAPHIC SCALE 4 0 2 4 8 ( IN FEET ) A B C D E 1 inch = 4 ft. R�VIEWED F4F� 20 �op� �o�P�.�/�c�i�� S9.0 SIM. �������� PT2X10 RIM PT2X10 RIM ��, .:.�.�. .�.�.�. . .- . .�.�. . .�.�. . - -: :�:� �: ��:�- � .-. : �:-:�:�: -:-:-:�:� :�-:�: �:�:�:�: �:�:�:� �°�' JUL � 3 2016 . .;o . . . . . . . . . . . . . . . . . . . .. .� .•. . -� ��� - -�. .�. .� � . . . . . . . . . . . . . . . . - � - - - • � 14 10 - .. . .... .... .... .... ..... .... .... .. ..� ..... .... .... ..... ... . sa �;::. :. :.:.:.:. :.:.:.:.: .:.:.:.: ..:.:.:. :.:.:.:. :.:.:.:.: :.Q.. .. .... .. .. ..�Q� ��. �'�� RT�� X8'� P.� AM �.�.�. ..•. ..�.FT X8-� OP EAM �. ... Q.. . S9.0 51.2 YP.���� ���Cll��iC� P2 . . . : . •.�.�. .. ,. . . .�.. . . • . .• .• � P2 P2 � � .......... . ST48 ... ' 7. ..- ...- .... . . . . . . . . �._...; ;. . . . ' �'. '-'. ST. ' ' ' MST4 BUtL�i�it� �l�I#�ION �. . . .• .� ..�...ft•�•�•�•�����.•.�� ��.•.• .f.�.�.�.��i.�.�.�.. �;.:.:.. ....� .. . � .... .... .. .... . CONL 2X12 RIM ��.�.� .�.�PT � . 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( � �' �T�� � ' 1 � ���p � �� � � � / � � t v~i � �� � �'" �� i � � /� � �� �� � �� � ,' � O, � � .� � ` �� � _ �. ,.,. � DBL 2X12 JST � _ _ _ _ _ _ � �� , , � , _ _ = 2X12 -� 16' 0_C_ - _ _ N II� � � � _ _ _ _ _ _ _ NL_ _ ' - - - - - _ _ P6 = _ _2X1 =_ . � _ = S9.0 _ _ O �D � � � � N X N J m � � ; : � � � � �' � F- � l + + � ..,_ � ��� � � �� ,� ,�� � ��� � " , _ ------ - r -- : _ ,_ .I s �I Ii ���c� ., ' DBL 2X12 JST - - .�.�. .....: � + ! �: _ __ _= II I� �I' I� I' 2x» ��s° �. - . . ,. , � � � �-- _ - - _ _ : .,d�..=_.��.,n�.��.. , ,....� .................._�._.m..m ; � � i � _ II --- ---- --- -- � �-- ._-- ___� ...� �^; � _ _ _ _ _ _ � : I .a, ..n.. .,� ,.,,,� m. � � � .. ....... .. . . : _ _ _ _ -� ... _ .... _.,. __ __ ___. _ , ;_ - _- - - ' 12 - - Pfi ��: __ -- --� � i �•-- _ - = = _ , , �� �� � S9.o : � '�. � � � : ,�1 � _ _ _ _ ' U 0 � � N � N N : . . - ,.._:.__.._ � � : , „�,. _.� ;� , : � _ _ - - ----- ° - _ - - - F4 - - - MST37 , <• �; � � i ST37 - - - P4 - - _ = == == P4= ��_ =P4 == == = _. ,4 � = = = = = = = = -, = = = = = � __._ � , ____ � .: � __ �` - - i .,,�.� _. �_ - = -- - - - - - - _ _ = = = = _ - ..a .., ; .� y � - _. =�� - _ _ _ _ _ _ •-� } t � - Cj : _.� � _ == == == = ` ' ` ``� -_ == == == � � E?ECFIVED ; = = = = = = = � = _:, = = = = = = � � � CITY OF TUKWILA ' . - �� ` _ _ _ �: - - - = = =-- `P6/ a . P6/ ._.- _ _ _ _ _ ; � ���'� 2 d �E��J � � _ = 2 2X12 0 16' O.C._o = _ _ _ _�2) 2X12 � 16" O.C. _ _ � � � � ' � �..a� ..n....v�. ...�.�..... �.......��. n, � a.�e �ea. _. PEt�MIT CENTER � ... ....� ..... ....... ............_ ..,......... ..�.._..,.. �....�...... 3 � � N � _ _ J ._., ..e..�. _ ! � i w � ' � � _ _ _ _ _ - - `= - - � - - -" X � ,- - - - , _ _ -_ _ _; , _ _ : 4 cv �? , ' �I . ' 6 ' .I � `"� � 59.� m � � • _J � � : 3 � � • ' � � � . - � � : ' � � ` , � � Q . i P6 � �- --- --- _ ; :_ � � � �. .... ,..._ -< : : : ' G� 3.17��12 FB i�'` _� �f GL �25X12 � --------- - - �------ - =-- ----- - ----- --- .� �n � � m, m �: _ .,.,.,, . „ - . . . . . ,. . - - - - - - - ------ - - - - ;- , . � a �� ,�� � � � ' f � . f �' �� /` �' 6 - �� ��' � _ - - f� � -,,`� . � .� . � � , �, � . � f � ,: , � , � � .� � � = - - � J J � ,� �- -i �. - - f, �,. �� `� � •,� � f�f• .. ��� . �� .�, [___� �.� � �� � � �� , : � � � � � � ��� � � . � , , � � Ni.'�J �' '` �� �'' - � �' �_ � ' - . � ' ' - �'� = f : �-, �E �' i � N � <<'` n'�� � 4 . u.:._���;_.�.u.� �,, F ' / f �.�_ ' / ' � �, � , , � LgO� ' �F � 2P2 ` �- �' _ ` X ° ' ...�1< <.. % -, 5 � caNr. zx�2 m MST37 0 Second Floor Fi C SCALE: 1 /4" _ � � �� .,� �� Q � �'� o N d °�' m r o d" O \ � o O O � W � Ra w � 0 � � � 0 o �" 5 K � a � � � � � � Q w U a w w N � a � a � z ' w ,/�� ��� ���� �� � � �a`` �J�� �� i�;����� ���;��fl/�'�f��,��'��, �a��� � ������ .i \ FRA�I�G NOTES 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON � 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL STRONG-T1E. BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) Sd NAILS. JOISTS UNDER AND 12• BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE DOWN TO FOUNDATION QR SUPPQRTING BEAM. JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 13. All BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW 14. PROViDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER SCREENED/HALFTONE. EACH BEAM, TYP., U.N.O. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL 15. AT SAWN LUMBER JOISTS, SOIJD BLOCKING OR SQUASH BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR BL�KS ARE REQUIRED UNDER ALL POSTS AND AT EACH WOOD SHRINKAGE (ACCUMULAl1VE). HOLDOWN. MATCH T1-IE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD ABOVE U.N.O. PER PLAN. CONSTRUCTION. SEE 8/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. 17. HANGERS AND FASTENERS IN CONTACT IMTH PRESERVATiVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING TYPE 304 OR 316 STAINLESS STEEL LOCATIONS. 18. REFERENCE ARCHITECTURAL PLANS FOR VENT1LAl10N 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER REQUIREMENTS. STRUCTURAL NOTES ON SHEET S1.0. S. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. 1 2 �� 4 5 � n ��I ��� • . •. XI�^IQ. . . . N III \ 111� / � 0 _ FR�I�ING LEGE�D �-- • • —� FLUSH BEAM WOOD PANEL . � . . � . FB SHEARWALL � . " � . � � OVER FRAMING � DB —� DROPPED BEAM P6 SEE 11/S1.1 •��. •��. • AT ROOF � HR —� HEADER - SEE 10/S9.0 HOLDOWN .:.:.:.:.:.:.:.:.:.:.:.� PER SCHEDULE � � � - - � � - � � - �'�� SLOPING FRAMING �-- • �� •—� GLUED-LAMINATED BEAM MST48 MST48 SEE 10/S1.2 :.:.:.:.:.:.:.:.:.:.:.:.�. AT DECKS � GT �� GIRDER TRUSS BEARING WALL —j �:;= � i INDICATES N0. OF PER SCHEDULE �� ���� BLOCKED FLOOR BUNDLED STUDS SEE 9/S1.1 ���,1� DIAPHRAGM 3 �— ' � PROVIDE (2) M'. U.N.O. �`� ATT1C ACCESS POST TYPE PER PLAN AT CEILING CONIINUE TO FOUNDATION OR BEAM BELOW � AT11C ACCESS AT WALLS B C D I � � (2) S HDR � (2) 2X8 DR .� �. — — .� �. I I 2 2X8 HD � 2X8 HDR f ' ' �� �• __ __ _�. ��_ __ __ �` . . F � . . . . `'�.-- .__> �...�..I�������. 1 TRUS S AT 24' O.C. �__. .-_-�_-�_�a�I� �I •�_, ��� e TRUSSES AT 2' O.C. _..a.�..e...n.�......dn � l . .....e��.....��.�e.....�._� — -- —� — -- - � -_• •_i • 3 � ` - . . � . . � . . . , , I 3 3 . . .�"E� . . . . J . . . % 59.1 N ote: ALL SECTiON CUTS ARE TYPICAL .�. , , � ���� � ����(�,� �;���"���'��� �'�?i��s � ��"��?�`� _ ���s'�i�������;���fi — ����ix�� �� � �'s������?�S �� 0 � ' ' ' _��� I��� . . . . ���� ��}.� ��X \ �III �IIN � ��V III� � � �� � � �II�1 1� _ _� �1_� 1= _ � ��.�� = • E��e� � _ .. - ---•- - — - -.. , , _.. � � E'�� � � :. �...�� - - ;- -�- �;,;: - - ;I �.,� , �. Ii.r. � , I � �.I� t■ I'■ � �1�1� I ■'I � 71 � (2) 2X HDR (2) 2X8 HDR (2) 2X8 HDR —�-� • — — — • �_ �.� � y � � � � � � 1 : HQR S9.1 1 2 REVIEWED FOR �t3pE CC}i1�Pl.IA�l�E � �PP�CI�l�� JUL 13 2Q�6 �i�' ���'u�pr�Ca �Vf������' �� V ����19 � RECEIVED CiTY OF TUKWIL,A .��a�� �. !� 2���il P�FcN�IT ��NT�R 4 r `�f � D 5 ���v 7��W'�F'� ��TY O� � S�z� 2 0 2��5 �RM�T �Ei�TER � O N Q � m � o '�1" O \ T O O 0 r• w � 0 � 0 � M O z �; 5 � � � � � w � � f- � ¢ w V a � N w a� _ a � � °z ' W ���� � `"�" ° ,ti�` ,, � O N � � m `� q � `�- o 0 0 0 r- w � 0 \ 00 \ M 0 z o �' 5 � o a � � � w � � �- � � Q w V a r W W N � Q � S O.. � � z � w BAR LAP F'c = 3000PSI F'c = 4000PSI SIZE CLASS TOP. OTHER TOP OTHER BARS BARS BARS BARS #3 A 17 14 15 12 B 23 17 20 15 #4 A 23 18 20 16 g 30 23 26 20 #5 q 29 22 25 19 B 37 29 32 25 � p 35 27 30 23 g 45', 35 39 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 WITHtN THE REQUIRED LAP LENGTH. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 4. TENSION LAP SPLICE SHQWN ABOVE ARE FOR CONCRETE COVER GREATER THAN OR EQUAL TO BAR DIAMETER AND CENTER TO CENIER SPACING �FtEATER THAN TWO BAR DIAMETERS (SPACING AND COVER CASE 1). 5. INCREASE LAP SPLICE LENGTH BY 1.5 FOR EPQXY COATED REINFORCEMENT. 6. INCREASE LAP SPLICE LENGTH BY 1.3 FOR LIGHT INEIGHT CQNCRETE. 7. COMPRESSION LAP SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS UNLESS OTHERWISE SHOWN ON THE DRAWINGS. 0 LAP SPLICE SC�EDULE SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL ; Z SCHEDULE P.T. SILL PLATE ' � 's (2) �4 CONT. � � �m FlNISH GRADE —� ! w �00� Of�Op FOUNDAl10N DRAIN RE: CIVIL �4 � 24" (2) #4 CONl. _ o �1 P.T. SIU. PLATE �. � �- , �- .. � \ (2) �5 CONT. FlNISH GRADE �� Q I � II I � I � i L ' FOUNDATIQN DRAIN � • RE: CIVIL � �5 � 16° ALT. HOOK (2) #5 CONT. SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE ��- #4 � � �n O.li. S" J 1'-4" U . � 0 SEE PLAN FOR 1/8" X 1 1/2" PREMOLDED SLAB THICKNESS CONTINUOUS MAS11C JOINT AND REINFORCING STRIP OR PREMOLDED (�•) CONSTRUCTION JOINT (MAY BE SAWCUT AT CONTRACT- OR�S OPT10N). q a a. . . a . . • ---------�- . . � , � • ' d a ' • a ' c .. �. . • . . � • - . • .d • . _ o_ �C� �� � n..�°O O c� SECOND POUR SEE PLAN FOR SLAB THICKNESS AND REINFORCING ��•) � e d d • a .• . o_ FlRST POUR BURKE "KEYED KOLD" JOINT. STOP REINF. CLR. OF JOINT _ �._ EACH SIDE . �: • . .. . - --�------ --. . . ., a d � + d. , d . - ,..,, O.. c�n CUT ALT. WIRES � COMPACTED SUBGRADE � mm �— COMPACTED;SUB GRADE AT JOINT AND GRANULAR FILL PER � AND GRANiJLAR FlLL PER SOIL ENGiNEER'S � ' SQIL ENGINEER'S RECOMMENDAl10NS RECOMMENDAl10NS PROVIDE CONTROL OR CONSTRUCTION JOINTS PROVIDE CONTROL QR CONSIRUC110N JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR RECTANGULAR AREAS OF 400 SQUARE FEET OR� LESS. AREAS TO BE APPROX. SQUARE AND HAVE LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LQCATIONS TO BE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. APPROVED BY THE ARCHITECT. SCALE: 3/4" = 1'-0" TYP. U.N.O. 0 CO�TROL JOI�T 0 SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL ; z SCHEDULE P.T. SILL PLATE �� P.T. SILL PLATE— (2) #4 CONT. = m (2) #4 CONT. FlNISH GRADE ; w FINISH GRADE � . FLOOR. 0'-0' . . . ; i� �' . . . . . . . . . . . FLOOR 0'-0° . . . . . . Z \ w � z � � I / � � L =1I1,;,�1 � � � � 2» CL ��,�,���_ �o _� � -� � � � FOUNDATION � DRAIN RE: CIVIL #4 � 24" - (2) #4 CONT. a 12 P.T. SILL PLAIE (2) �5 CONT. FINISH GRADE �� X � � � � G FOUNDAl10N _ DRAIN � RE: CIVIL T �5 � 16' ALT. HOOK - (2) #5 CONT. � � �` � � � � �,s , �. .,n. �... .�� �. ;. SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE f 4 ' , d . ' � � � � ,op a.�. H" J 1'-4" � . i� 0 CO�STRUCTlO� JOf�T SHEATHING, NAILING AND ANCHOR 80LTS z PER SHEARWALL � SCHEDULE � o �. .. � � w . . . . . � . . . . . . . . . . � � � � 11,;,111= "OST PER PLAN - LOCATE ER ARCHIT OST BASE ER PLAN 2" SQUARE oNc. PUN� #4 BOTTC WAY � �_p�� �un i. POST AT SPREAD FOOTING POST AT THICKENED FOO�ING SCALE: 3/4" = 1'-0" �2) #5 ❑ TYPICAL POST E�ASE 0 SHEATHING, NAILING SHEATHING, NAILING AND ANCHOR BOLTS AND ANCHOR BOLTS PER SHEARWALL PER SHEARWALL SCHEDULE SCHEDULE ' P.T. SILL PLATE P.T. SILL PLATE �' #4 0 48" O.C. � #4 0 48" O.C. FLOOR 0'-0' . FLOOR 0'-0" . FLI I I � � � � O � � � � O � + _,- � + _,- � -�11 ���_ -�11 ���_ U U � (2) #4 CONT. ;� (2) #4 C�NT. FOUNDATION 1'-4" � DRAIN • RE: CIVIL #4 � 24" (2) #4 CQNT. 0 CAR�4{�E FOOTINCa / R�►1SE� CUI�� ❑ 0 (2) ,#5 CONT. FlNISH GRADE � Z W J � � . ' �� � d �. � ' II I II I � � I z � FOUNDATION ' DRAIN • RE: CIVIL #5 � 16' ALT. H00 (2) #5 CONT. �, 1� S.�.C�. PA -SHEATHING, NAILJNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE �I • . . a a • .'a ,'� �� �� � ,ii � ii;;;iii'' I�' � �Op O��/� � ��"— "'� U � r� ��� �oo-r �] � � � ► ►: ��� � ':i l c: U � LAP + H LAP + H -CORNER BARS = CORNER BARS = TO MATCH HOftIZ. + TO MATCH CROSS + REINFORCEMENT a WALL REINF. (ALT. �- � HOOKS) g �2) #5 � _ n� � u � � • a ac1 I II � I, a d� . (I• STD 90 DEGREE � HOOK DOY�I � • . '• � ' . . . •. T�P. SI�GLE CURTAI� ALL REIN F. PLACE EN T SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE � P.T. SILL PLATE = I STEP PER PLAN I . : �4 0 48" O.C. �OOR 0'-0 , . ..... . . ....... � ( .... 0 i �� ! i �►�-� �� J U (2) #4 CONT. ;.� 1'-6" 1'-6" C: SINGLE WALL W,% STEP D: PARTY WALL W/ STEP � - m " ' . - �� 1 ' : / ; .� L THREADED ROD �,.�R,�� �a P �� � , �� '`� � A���C�!l�t� HOLDDOWN ;'� � �'. � JUL � � 2016 �. � THREADED ROD ` �'��'� �� ����t�� - W/NUT T&B OF 1/2" Bu�L����" �iVlSlO�! ' � a �I • d v ' � I.. • ' . . �I -�`- - �o � d• •a . . . 2�-�p L � RE: 4/S6.0 FOR REINF. � STEP S OS = STEP 1� TYP. HOLDO N AT FOOTINC z � i i � � � n ii z a � I�I I I� I 1= "� � I I I—I I H I 1-1 I I I w 1.5 H d � _ � � � \ \ � ` \ 1'-5° �4 AT B.O. WALL _ — —� _ (2) # AT FTG. SCALE: 3/4 = T � �i�li�i V �� V OF TU�WILA ���a � � ���� Q � ERMIT CENT Ro N _ � �. SB-1I STANDARD iLEVEL� SHEAR BRACE INSTALLATfON Two top plates or as specified For trim zones, see be►ow. Verify brace is plumb Hardened nut � Washer — Anchor bolt spacer . �I/' OPTION B 6�4A lag screws, provided, installed from the top • 6 with 12" brace • 8 with 18° brace • i 2 with 24" brace Optional OSB shim, �" maximum Do not instatl screws in elecirical chase from eitherside. al OSB shim, �" maximum OPTION A 6�" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24A brace (6 front, 6 back) Start screws 3}�" (fY2") from bottom of double J top plate or header � Optional OSB shim, �" maximum � Countersink (YA 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. Do not install screws An insfatlation templafe is in elecfrical chase available from youriLevel� from either side. representative. Install nut finger–tight plus � turn, minimum Hold–down Threaded rod � Ensure concrete is level and smooth beneath brace. Grind and fll as necessary. Foundation system design is the responsibility of the designer or specifier Far frim zones, see be/o�r j� 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 mav be trimmed down to a minimum height of 89�'a". ��-1 �TA�DARD iLE�EL SHEAR �R�CE INSTALLATIO� BA– ANCHORAGE FOR STEM WALL OR BASEMENT WALL � ,.. � o .� c � o, � +. C � L o A+�°� `� �'s .��+3 � o� � M n Tie threaded rod to footing reinforcement (recommended) Double nut and washer assembly iLevel Anchor Bolt Spacer iLevel Anchor 8olt Holder Jam nut Threaded rod 2I ALLOWABLE SMALL HOLES - ALL BRACES EDGE DRILL ZONE Middle 1� of brace thickness HOLES • Maximum three holes in face and three in edge • �'4" dia. holes maximum • 6" o.c. minimum m I �0 0 No holes allowed in top 8° of brace FACE DRILL ZONE Maintain 1J�° minimum edge distance from chase and outside edge, typical No holes allowed in lower 40" of brace S�—� ALLO ABLE SMALL HOLES - ALL �R�CES B-1 ALLOWABLE LARGE HOLES - STANDARD AND STK BRACES (in addition to Small Holes above) M 0 HOLES • 4�° dia. holes� maximum • Maximum two 4�" dia.holes or one 4 Ya" x 12" hole o • No minimum on–center spacing required o 0 0 No holes allowed in top 8A of brace FACE DRILL ZONE Center of brace as shown Minimum 12" ° above existing hole 0 S�-11 ALLO A�LE LARGE HULES - ALL �RACES Vertical faces To install Shear Braee flush to the outside face of wall, align Bolt Holder s vertical faces with inside face of formwork. Grooves To install Shear Brace centered under a 57�i" header or beam, align Bolt Holder's grooves with inside face of formwork. �! ; �• � � , � . 1 �' �_ _ . __ _ . _ _. _ . __. –31 PORTAL FRAME SNEAR BRACE INSTALLATION For trim zones, see below. Verify brace is plumb Hardened nut Washer Anchor bolt spacer % / ,� �\ �� J i %� 31�Z" wide x 9Y4"-18" deep header as specified. See SB5 for other header widths and allowabie furring. /Optional OSB shim, �i�" 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 6�4" 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 3}t�" ( f}t��) , from bottom of double top plate or header � . Optional OSB shim, �„ maximum Countersink (Y4" deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws 1�" front to back to avoid interference. Do not install serews An installation femplafe is in electrical chase available from your iLevel� from either side. represenfafive. . � ; Install nut �nger–tight , plus � tum� minimum � Hold–down "�readed 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 �RTAL TRIM ZONES � Trim height from the top of the braces only. Do not trim the sides or bottom. � 3N�� maximum allowable trim for portal braces. S�-3 PORT�L �RAME SHEAR �RAGE INSTALLATIO� Cracked Concrete Embedment Depths and Footing Dimensions for Threaded Rod ���2x3� Mlnlmum Embedment Depth �(In.) Minimum Footing Dimenslons, (1n.) Appllcation g�� Anchor Footing Wldth Bolt Dia. (in.) Wlnd / (in.) SDC A-B SDC C-E C� CZ C3 iSB 12x_ 7/8 22 8 8 9 13 12 Standard or Portal iS8 18x_ 7/8 28 9 9 12 16 12 Two–story Stacked iSB 18x_ STK 7/8 36 13 13 16 20 18 Standard iS8 24x_ 1 32 10 11 14 18 16 Two–story Stacked iS8 24x_ STK 1 35 10 12 16 19 16 Additional Notes for Anchorage - Appropriate for use in areas govemed by IBC or IRC - Anchorage embedment is based on AGI 318 Appendlx D - Concrete assumptions: - minimum f� of 2,500 psi; phi = 0.85 (condition A) - f� is measured from the top of the washer to the top of the footing - for expanded tables and additional information, see ICC-ES 2652 µy $f � � � � � � . �T i ■�1 �, � � ! � 4 � . � . Table Footnotes �'�Anchor bolts are ASTM A449 or ASTM A193 B7 threaded rod and are applicable for any brace loaded to its maximum allowabte shear with combined vertical load. �Z�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 fallowing: Allowable Uplift for A307 Threaded Rod Anchor Bolt Dia. t��.� Wind Seismic 7�g 14,2001bs. 11,5001bs. 1 19,900 Ibs. 14,900 Ibs. c� � .-. �� �, v � o, a o s`o� _ m v a a 3 U o � � v � n, L � L o� °� c 3 � � o- �� 0 3 o c ,� ,�, .° o o a � o a� � � � � m � v > 0 U E i� J PORTAL FRAME SHEAR BRACE w/ 5�" or 5�" WIDE HEADER (similar for 3�" header) 9Y4"-18" deep header, as specified. Center over brace width. Portal straps (provided): Maintain N�" 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 �° thick OSB. Attach furring to brace with (10) 0.131" x 2 1�i� nails. With 3�" wide headers, attach furring to header. Connect header to brace with 6�4" 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) - 1/ i � � �; �■ : E j ■ j� � ■ 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 altemate 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 iLevelY 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'� = 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 sub ject 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 Intemational 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 1Neyerhaeuser reserves the right to change specifications, designs and models without notice or liability for such changes. S�—N 1 iLEVEL SHEAR BR�►�E �4TES Section C–C p �C 2 min. Anchor bolt spacer 1�° in. --� Threaded rod� grade A449 � . . .. or A193 B7 ' �`". �" dia. at iSB12x •{ = Jam nut below � '�;��� ��';•� � ."_ � • � � ':�' anchor bolt spacer . .. • ..�; ��; ,�,�:, r� dia. at iS818x �. o ,� •.:. ::::�":�:.;;: ': � 1° dia. at iSB24x � a' ° Stem wall per code . . '.+: ;�• '' � o � •. : ;:. , ;,.• o . r•, ' •...'. , . :. „ _ � a . .. ,y ;�:�:: -�`; '; `: �-:: � :` ':.: 3 0 � .: REC F IV ED ''�' � tTY OF TUK�IILA - � _ :� �'' Ported caupler compatible � L v '' � �:: � � �:'`' ';,::: � with A193 B7 threaded rod, ; � .� '� �'' � � ` as required � � �j� r'� � � �� z� -: : . •:. •: i.: ,. . ' • ' o : . - : . .-� � ;:. c� .• � � �� � ' Monolithic or P�R��Y �ENTER :- , �.: � � �'� � ' � ' .�` � two–stage pour o, � :•;-,� j' �`.' C y . . 0 0 ,. �..� . '�' ' -+•:� �� Second anchar bolt 3 � • �' .. ..: • .� ' �� `�� �� � �� �'� spacer recommended � ' � � ;:. :� :. �..:.:. : .. r-. :.��. .. � � � ' ��: �� �'�•� for two–stage pour � o ` �`: � Jam nut below ° "��'�.:� ' ;. o � .;,�..:: : '�� '..,:` anchor bolt spa ... � . ���. � #4 rebar per code or plan -� � •� •� � ��:�; :.:;� ".� Double nut and washer assembly �' �` . �f' C Brace width C 3 3 �����,�� F�R C1 C2 ���� ����"�.����� Footing width �� ��' ���������' i � :, ► auL � � ���� _ . � � � � ...�. �I' ���, i�� . �._ BEARING AND/OR BEARING AND/OR BEARING ANQ/OR BEARING AND/OR SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN PLATE NAILING PER PLATE NAILING PER PLATE NAIUNG PER PLATE NAllJNG PER (3) 0.148' X 3° SHEARWALL SCHEDULE SHEARWALL SCHEDULE SHEARWALL SCHEdULE SHEARWALL SCHEDULE 0.148"X3.25' � 6° O.C. MIN 0.148'X3.25' � 6" O.C. MIN 0.148°X3.25° � 6" O.C. MIN 0.148°X3.25° � 6" O.C. MIN 4'-0" � �� FLOOR SHEATHING AND NAIUNG � EDGE NAILJNG PER SCHED. FLOOR SHEATHING AND NAILING �; EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EQGE NAILING PER SCHED. (20) 12d PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 '; PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 � RIM f BLOCKING TO TOP ;� RIM/BLOCKING TO TOP ; RIM/BLOCKING TO TOP RIM/BLOCKING TO TOP � PLATE PER SHEARWAL ;� PLATE PER SHEARWAL PLATE PER SHEARWAL PLATE PER SHEARWAL i SCHEQULE - PROVIDE ;� SCHEDULE - PROVIDE SCHEDULE - PROVIDE SCHEDULE - PROVIDE , � tl .b . p . . . . . . . . . s . p. �. . . . . . . . . . � • q � s . . . . . . . . . . . . . . . a . e. tl. . . . . . . . . . . . . . . . . .0:145 X�.25 �' 6 O.C.' MIN 0.148 X3:25 � 6 1�.�. MIN 0:148 X3.25 '�� 6 O.C.' MIN � ' 0.14$ X3:25 � 6 CS.C. MIN . . . . . . . . . . . �� �. � �`. . . . . . . . . . n n n � �.wm.v...�,.nv�.�. . . .. . ... � " ..� ���� � � j f.-�M.:....�......_ 1 n u n � �..� �€ ;`� �� �14 � " - ii ii � i�.�. ty' ��� 3E ; s � i 4 ; '; � �� �,, ;,"e TOP PLATE : ' � �, ' �,,� � r' �` . . . . . . . ___:_�_�__�- � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �........,� . . . . . . . . . . . . . . . . . . . . . .w - _ - ' -- . . . . . . . . . . . . . . . . . . . . . _ � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ��. ``�-� �� �-� � � � � . . . . . . . . . � i ;; ' � ' EDGE NAILING PER SCHED. '; EDGE NAILING PER SCHED. EDGE NAILING PER SCHED. EDGE NAILING PER SCHED. FRAMING PER PLAN ; '' '� ; BEARING AND/OR ;� BEARING AND/OR BEARING AND/OR '� BEARING AND/OR BLOCKING AT 48° O.C. ; SHEARWALL PER PLAN FRAMING PER PLAN ;; SHEARWALL PER PLAN FRAMING PER PLAN SHEARWALL PER PLAN FRAMING PER PLAN ;; SHEARWALL PER PLAN STUDS ADD RIM JOIST/BLKG. NOTES: ADD RIM JOIST/BLKG. NOTES: ADD RIM JOIST/BLKG. NOTES: AS REQUIRED BY 1. SECURE JOIST TO WALL AS REQUIRED BY 1. SECURE J(}1ST TO WALL AS REQUIRED BY 1. SECURE JOtST TO WALL SHEARWALL SCHEDULE WITH 0.131°X2.5' EA. SIDE, DOUBLE JOIST SHEARWALL SCHEDULE VNTH 0.131"X2.5° EA. SIDE, SHEARWALL SCHEDULE WITH 0.131"X2.5° EA. SIDE, 1 1/2° MIN. FROM END. 1 1/2" MIN. FROM END. 1 1/2° MIN. FROM END. NOTE: SPUCE & NAIL TOP PLATES 2. SECURE RIM JOIST TO 2. SECURE RIM JOIST TO AS SHOWN � ALL EXTERIOR, PABALl.EL BLKG. WITH 0.131"X2.5 �AB�.EL PERPENDICULAR PERPENDICULAR JOIST WITH 0.131AX2.5 PLUMBING, PARTY & SHEAR NAIL TOP AND BOTTOM. NAIL TOP AND BOTTOM. SCALE: 3/4° = 1'-0" SCALE: 3/4" = 1'-0° SCALE: 3/4" = 1'-0° SCALE: 3/4" = 1'-0" SCALE: 3 f 4° = 1'-0" AND AT ROOF. 0 E�1' IOR LL 1'C) FRA I C❑� I iERlO� ALL TO �R�4 1 C 0 I 1'ER10� ALL 1'O F�� INC� 0 E�1'ER14R ALL 1'O �I�A I C 0 TOP PLAiE SP'LIGE JOISTS PERPENDICULAR JOISTS PARALLEL PLATE NAILING PER PLATE NAILING PER LAP JOIST 4° AND SHEARWALL SCHED. TYP. SHEARWALL SCHED. TYP. USE (3) 8d NAILS ,�; � , AT SOLID BLOCKING SHEARALL SHEATHING & ''' ,'; SHEARALL SHEATHING & TO BEAM TOP PLATE NAILING PER SCHED. ; Y �� NAILING PER SCHED. JOIST HANGER SPLICE SEE 5 R I M T O T O P PLATE '`: ,'' RIM TO TOP PLATE A35/LTP4 PER � !;� A35/LTP4 PER JOISTS P L Y W O O D P L Y W O O D THIS SHT. S H E A R W A L L S C H E D. L° �� S H E A R W A L L S C H E D. AT NON BEARING WALLS ,, . PANEL BLOCKING HEADERS - MAY BE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . AS REQ. ATTACHED TO KING STUD STUDS AT HEADERS: W/HUC HANGER OR A34/ 16" O.C. TYP. 2 2X8 � 2X4 WALLS A35 CLIP: __..�. -n -,r .�.�.., Y.-.- .,. 3 2X8 � 2X6 WALLS 2 2X4 MIN. ---� ---�._::�__.,�._._.:-.�__:.._ w_.____._ , �- _._ ____.__ �_���.:.-�,�� ��_.,.__�- U.N. . !:? :, ' `' UNLESS NOTED - JOIST PER JOIST PER OTHERWISE PER PLAN ' '' BUNDLED PLAN PLAN JOIST PER PLAN TYP. ;; � '� JOIST PER PLAN TYP. JOISTS (2) 16d � 12" (� �i b �• JOIST HANGER 2X BLOCKING � � BLOCKING AT 48 O.C. KING STUD-T1fP. FACE NAIL W/ ;� BEAM PER PLAN BEAM PER PLAN „ �; TRIPLE JOIST , !� ;� TRIPLE JOIST TMP.16d � 12 0. . � ;, AT BEARING WALLS AT NON-BEARING WALLS SHEATHING AND NAILJNG � �; :� SHEATHING AND NAIIJNG TRIMMER STUDS: (1) TRIMMER STUD PER SHEARWALL SCHED. PER SHEARWALL SCHED. �2� � OPENINGS 5P 1�&' GREATER �. i �. NOTE: FlRE AND SQUND A: FLUSH BEAM B: DROPPED BEAM UNLESS NOTED OTHERWISE PLAN SCA : 3/4" = 1'-0� ARCH.G INFORMAl1QN PER SCALE: 3/4" = 1'-0" SCALE: NONE s � o-r us�D � u��-r u� ��� ���. co� . �o oo� ��� 10 -r�P. �D�. �-r s-r�uc-r. �►�� TYPICAL P�Ri� �LL 0 ❑ 0 UPPER WALL: NOTE: SEE ARCH. FOR STAIR DIMENSIONS UNLESS HANGERS/HARDWARE ARE SHOWN WALL PLATE NAILING PER BEARING/SHEAR WALL AND BLOCKING REQUIREMENTS n � �--__-;__: ON PLANS, BEAMS BEARING ON STUD WALLS SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE 0.148 X3.25 ,: SHALL BE ANCHORED W/(4) 8d TOENAILS � 4" O.C. ;: STAGGERED �� FLOOR NAILING PER L= HORIZONTAL RUN �-��.-:-...--.....--: STRUCTURAL NOTES P.E.N. PER UPPER WALL MST37 STRAP 1. 5X14XLVLSSTRNGERS FORL84'4< <140" �`� �' _ _ — I , :� CONT. RIM JOIST A35 — � 2X BLOCKING TYP. TOP PLATE TOP PLATE TOP PLATES � A ,'�. BEAM BEAM BEYOND --- PER PLAN PER PLAN — — — — -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- ( I I WALL STUD \ , 1 /�'�, MIN. `v __ BLOCK FLOOR LANDING %�Y. DIAPHRAGM EDGES I I I STRINGERS : /_��_ ---------------------- �---------------- _--- --, ---------------------wv�_____��__--�-_ PROVIDE (4) LTP4 BEAM PER PLAN PROVIDE (4) LTP4 { I I 4.. � EACH SIDE OF EACH SIDE OF '� �}� '' �,, y,; (2) Sd TOENAILS (2) 8d TOENAILS 2x ;: I y: BEAM BEAM BEAM PER PLAN EACH SIDE EACH SIDE PER PLAN }; 2X RIM JOIST I I I I "'� Illl IAI �� . �� � ,. i: P'•�. '.i G:: (2) STUDS U.N.O. 2x BLOCKING ;; P.E.N. PER LOWER WALL I I I ��,� .y-��--�---=�u-�-----�--�u�--=�-----'-. !: POST PER PLAN ON PLANS '� BEAM/HDR � SIM. i'� EXTERIOR IN7ERIOR WALL AND CEILING = 1 4" VERIFY • WALL WALL PER ARCH. LOWER WALL: A 3) STRINGERS FOR W<42 BEARING/SHEAR WALL (4) STRINGERS FOR 42"<W<48" TYP. TOP PL�TE PER PLAN AND SCHEDULE � TYP. TOP PL TE SCALE: 3/4" = 1'-0" SCALE: 3�4" = 1'-0" TRUSSES PERPENDICULAR ELEVAl10N AT WALL SEC110N A-A AT WALL �� SPLI�CE AT FLIJSH �E�4 12 SPLICE AT DROPPED �E� �� �EA TQE AILI C� 1❑ ��1'ERI+OR ALL 1'O FRA I C 1v iYP. SiAIR �RA I�C Ai ALL � ❑ UPPER WALL: UPPER WALL: W/�LL PLATE NAILING PER BEARING%SHEAR WALL WALL PLATE NAIIJNG PER BEARING/SHEAR IMALL SCHEQ. FOR UPPER WALL PER PLAN AND SCHEDULE SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE NOTE: NO WALL ABOVE AT SIM. SEE ARCHITECTURAL FOR ALL FLASHING DETAILS FLQOR NAILING PER P.EN. PER UPPER WALL CON7INUOUS STRAP FLOOR NAILING PER P.E.N. PER UPPER WALL ST}ZUGTURAL NOTES I DRAG STRUT PER PLAN STRUCTURAL NOTES ARCH. �AP PER P.E.N. PER LOWER WALL � BEAM PER PLAN 1 3/4" PSL BLOCKING 2X BLOCKING DIAPHRAGM NAIUNG _ , I;; 6X6 POST WITH A8U66 � �� BEAM - ALIGN WITH � . . . . . . �. . . . . . . . . . . . . . . CENTER OF WOOD . BLO K FL OR � POST� I DIAPHRAGM EDGES -- � • � -- :''�u � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . --------- - - - ---------- ---- - - - - ---- . . . . . . . . . . . . . . . . . . ,,. . . . . . . . . . . . . . . . . - .................:...-...:....-.............,..-........--.-....-..�..-�..-.-_.-.......�....._..�.--....... _. _ . �.._��_— �: �- �_._-_-_�-�-_��.;- ;M�_=--�_r_._— �_ ____- - -y si � . - _ _ -- •. � . _ .....,. - _ ' ' � � , BEAM�HDR � SIM. � � �;, , , ,� I t �? SIMPSON A35 LKG. �,l; � �,, ,,. � E..� JO�ST JOIST PER �� �� TO TOP PLATE BEYOND J01ST ;� ;,�. ;; TRIM RE: ARCH. �� �; SPACING PER PER PLAN P.E.N. PER LOWER WALL � H :i i�l I;; BEAM T POST ' � SHEARWALL SCHEDULE PANEL SHEA�ING/NAILING ;E � CqP PER PLAN PLAN - TYP. i;; 2) 5�8 DIA. x �<I li;� �1 ��� ' ;; ( � � TO MATCH LOWER WALL �, � Q F�� 6" LAG SCREWS �;I � I;` � p -��,11�V`�il-�"� M y� �; SHEARWALL BEYOND . '� �C�D� ��i� PLIANC� AT 24" O.C. � C�S� ����{ HOLDOWN STRAP PER PLAN '�'' SHEAR WALL SCHED. LOWER WALL: ' ���'�, �J�p' STAGGERED i I I;� ¢^ � C�ILING ���� PER ARCH. CEILING BEARING/SHEAR WALL ��` � '' ���� 2 O 2�°'� _.� i 2X LEDGER ��`T N-��R P�R ARCH. S18 PER PLAN AND SCHEDULE ,�U�, �' ���6 CE , Q� � � � �i�;�' �� `` '����{i� ��f�...�����' ���t����t SCAI F� 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3 f 4" = 1'-OA SCALE: 3 f 4" = 1'-0" JOIST PERPENDICULAR SCALE: L 1'C� � 17 iYI�IC�L DRAC SiRUT 1� °t LOAD TRA S�ER DETAIL 20 CK . 16 S� E�� L 0 0 ❑ ❑ � Z rn 0 � � rn � ai � � � tn'� w � � o � � o a� � � L � � � � o C i, � a� .0 � W � � � " o � � � � � � � v o � �z� � � � 0 0 o ai Q^ � �i �- q � � � o 0 0 0 � •- o a� o w O � M 0 � � 'r' r o � � o z o o � � o 5 W � a � � m � N W w � A � � U ^ � w = x � a a � z ' ' w • � � 00 8d � 6" O.C. - OVER-FRAMING GIRDER/DRAG TRUSS PER PLAN W/ CONT. DOUBLE TOP CHORD . ...... � � �- ROOF TRUSS PER PLAN � ; TRUSSES PER P HANGER � � LTP4 C� 24" O.C. ; � BEARING AND WALL BEYOND � SHEAR WALL SCALE: 3 f 4" = 1'-0" 11 DRAC TRUSS 1'0 ALL ����.�.�. ROOf FRAMING , PER PLAN `� EAVE PER 2X4 BLOCKING ARCH. EA. BRACE 2X4 EDGEI'�ISE � 24' O.C. (6) 12d GABLE END PROVIDE (2) 2X4 iRUSS DIAGQNAL BRAGE A35 AT 4' O.C. /� 12f� � 6r �.li. PER FLAT 2X BRACE NOTES BELOW: . . . . . . .............�....................................,......... ..................�.............. � . . . . . . . � '; FLAT 2X BRACE NO'iE: QIAGONAL BRACE REQUIRED ;� PANEL EDGE WHEN CROSSYIALLS ARE GREATER THAN F! NAILJNG 8' APART FOR A 2X4 FLAT BRACE �; 10' APART FOR A 2X6 FLAT BRACE ;j SEE SHEAR INALL 12' APART FOR A 2X8 FLAT BRACE SCHEDULE SCALE: 3/4' = 1'-0' = 16 TRUSS �RACIN G AT E� Q ALLS WALL PLATE NAIUNG PER SCHED. FOR UPPER WALL FLOOR NAILING PER STRUCTURAL NOTES — FRAMING PER PLAN NOTE: FRAMING PERPENDICULAR AT SIM. SCALE: 3/4r = ��—�� � 0 UPPER WALL• BEARING/SHEAR WALL PER PLAN AND SCHEDULE 2X LEDGER W/ (3) 12d TO EA. STUD U26SLD30 P.EN. PER UPPER WALL ROOF EDGE NAILJNG VENTED BLOCKING PANEL PER DETAIL 19/S9.1 3 RIM TO TOP PLATE ! PER SHEARWALL i SCHEDULE s ; �: P.EN. PER LOWER WALL WALL/HEADER PER PLAN RE: ARCH. ppZ p�qN WALL ABOYE OFFSET L4 ROOF AT FLOOR 3[] 2x8 FLAT VALLEY OVERFRAMiI ATTACH TO PER 7/S9.1 TRUSSES W/(3) 10d PRE—FABRICATED ROOF TRUSS � 24"OC (TYP.) � 2x8 RIDGE BEAM �ATTACH TO 2x VALLEY W/(4) 8d TN) , ROOF SHEATHING/DIAPHRAGM 8d � 6"OC GT I SEE 16 jS9.1 I �� ( ..............................................�.� ._. .,.e..... r ' �,yj�. RE: 10/S9.1 FOR FRAMING ANGLE ATTACHMENT BETINEEN (2) 2X BRACES � SHEARWALLS TYP. I DRAG TRUSS RE: PLAN A35 W/(12) 8dX1 1/2° NAILS (.131 "DIA.X1 1 /2") � 48"OC , � _._�__._...�_.�...... _�.. -__ . . . . . . . . . . . . . . . . . . . . . . . PER PLAN � PROVIDE BLOCKED � � _._.__�_.� I _— . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...r.,�3�.�........�.��,.... � _..�...�.,. �....�u ...�. ,....... ...._... ,...., . ,.... .,. ... . . � �e,�.......�-�� , . ,... ,, �� � �.�: :�. �u �; .�.:.�..,..��. �.��� � ;. � l, � 2'x4' OPNG FOR TRUS �: ,� AT11C VENIILATION HANGER EXT. —��' SHEARWALL ��' i� � CONTINUE ROOF PER �� RE: PLAN TRUSSES PER PLAN � �� DIAG. BRACE � 8 O.C. W/ SHEATHING PLAN SHEARWALL � �( ;€ (6) 0.131 X 3 TO BLOCK UNDERNEATH PER PLAN __ GABLE END WALL/DRAG F� r: OVERFRAMING. PRE—FABRICATION �_ �� TRUSS — DESIGN FOR 150 0.131"X3" TOENAIL � 6" O.C. ROOF TRUSS � PLF DRAG LOAD APPIlEAD AT 2x RAFTER f� 24"OC W/ 24"OC NOTE: GT HAS BEEN DESIGNED TO TOP CHORD AND TRANSFERE SHEATHING AND NAIIJNG PER (3) 8d TN � EA. END TRANSFER REQUIRED LATERAL LOAD. TO BOTTOM CHORD SHEARWALL SCHED. TYP. GIRDER TRUSS (USE 2x4 IF SPAN < 6'-0" SCALE: 3/4' = 1'-0" USE 2x6 IF SPAN > 6�-0„�. YPICAL PAR LLEL DR�►G TRUSSES TYPICA PARALLEL O�ERFR�4 ING 0 TRUSS TO GT CONNECTION � ARTY LS �ET EEN �Rr4C1� G 10 TR ❑ USSES A P�4RTY ALLS NOTE: FIRE AND SOUNO RATING INFORMATION PER ARCH. � �- (3) 8d TO BLOCK — TYP. 8d AT 6° O.C. 2X4 W/ (2) 0.131' X 3a NAtLS TO EACH TRUSS TYP. � �� 0 A35 � : 17 ,.., ,�.�,....-,�� , ". , ",,. TYPICAL DR�1G STRUT TQ TRUSS PERPENDICULAR SiiEAR ALL TO TRUSS � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .i. . . . . i3 . . . . . . . . . . . . . . . . . . �---------- ----- 12d t� 6" O.C. T.N. OR A35 FRAM'G ANCHOR � 2'-0" O.C. W/ (8) 8d � NAILS �. ROOF TRUSSES PER PLAN 2 X 4 BLK'G � 48" W/ (2) 16d TOENAIL EA. END m NOTE: FlRE AND SOUND RAl1NG 8d AT 6" O.C. TO BLKG. INFORMATION PER ARCH. I 2X8 � 16" O.C. RAKE WALL FRAMING PER PLAN � i �ARCH?} �T GWB EA. SIDE PER A35 � 48" .C. 8d�6"0.. 2X VENTED B G. NAIL TO RAF RS W/(2) 12d ACH SIDE �, r �� �� o j J SIMPSON H2.5 � 48" O.C. ;: �-OVERHANG PER '' ARCHITECTURAL !': SEE SHEAR WALL SCHEDULE R�ISED HEEL TRUSS TO ALL ROOF SHEATHING PER STRUCTURAL NOTES, SHEET S1.0 . . . . . �o a._,.. .�w a...,�,....,a.:o�,.�.,....,A.�.,.R .,� -x � �. :�..� .�, ,:e,��.:�...��. Wea......�,..�,.. �....e�........e .. . . . . . . ; . .�..�... , ,. ...��...� .............. ... � . ,: _:._ ���� ;'� ;` }� TRUSSES PER PLAN �s }; OVER FRAMING AS REQ'D. t� _ 0.131"X3" TOENAIL � 6° O.C. �E � �� 0.131"X3" TOENAIL � 6" O.C. BLKG. TO TOP PLATES " }; BLKG TO TOP PLATES � SHEATHING AND NAILING PER SHEARWALL SCHED. 1YP. TYPICAL PERPENDICULAR TRUSSES AT PART� ALLS RoaF N E_t/IEWED FO� � PER PLAN � t�� �C�i�PLIf�NCE �' ��P����� ? 9�. ' JUI� l 3 �D16 �� �� �"������ ROOF FRAMING � �( PER PLAN ° � RBPC ROOF BOUNDARY CL1P � 48'O.C. (6) 10dX1 1/2" (.148°DIA.X1 1 /2°) SU � 6w o.1.r. 2X VENTED BLKG. .... .................................. f. . . QE .NAIL �Q TRUSS. W/(2� 12d EACH SIDE -------- ----------�--------------------��W_. (.148 DIA.X3 1�4�) SIMPS4N H2.5 � 48" O.C. SEE SHEAR WALL W/(5) 8d (.131 X1 1/2°) TRUSS SCHEDULE W/(5) 8d (.131X1 1/2") TOP PLATE ARCHITECTURAL SHEAR WALL BLOCK AS REQ'D BEAM/HDR � SIM SECTION �1— BY SIDING/TRIMS SEE SHEAR WALL SCALE: 3 f 4' = 1'-0' SCHEDULE S1.2 TYP SHEAR ALL TO 1'RIJSS 1� E�TERIOR �I�LL AT ROOF STD RO�F TRUSS CLIPS AT 48' O.C. W% NAIL IN SLOTTED HOLE TO ALLOW VERTICAL 1RUSS MOVEMENT 2X4 0 4$' —DS DRYYVALL STdP AT 16° O.C. TO WALL TOP PLATE . . . . . . . . . . . . . � ,�_ � X, �a �� HOLD CEILING FASTENERS BACK FROM WALL TO ALLOW TRUSS CHORD MOVEMENT —NONBEARING WALL — �G V� WALL P (2) 12d EA. END _ __. _�lL�. � � ��';� 4T CENTER 0 0 o ai d � � `t � � � A t� t� �p O 0 0 � r- 0 w � � a o o w �, � M o � � � ^ 0 N Q O z o o �¢o a� W � a � m � N w � � � 5 � A � � U •-- W S 2 � � d � z ' ' w , 3,' _ : t1 4��.- ... :� � s _ .. 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