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HomeMy WebLinkAboutPermit D18-0183 - OSTERLY PARK / UNIT B-12 - NEW SINGLE FAMILY RESIDENCEOSTERLY PARK - UNIT B- 12 (LOT 11) 14416 34TH LN S Apn: 6433600090 FINALED 02/23/2021 018-0183 City of Tukwila Department of Community Development O 6300 Southcenter Boulevard, Suite #100 ' `� Tukwila, Washington 98188 1908 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 6433600090 COMBOSFR PERMIT 0 Permit Number: D18-0183 Address: 14416 34TH LN S Issue Date: 12/30/2019 Permit Expires On: 6/27/2020 Project Name: OSTERLY PARK - UNIT B-12 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: 144TH ST REO PARTNERS LLC 13975 INTERURBAN AVE S , TUKWILA, WA, 98168 MIKE OVERBECK 4620 S 148th St , TUKWILA, WA, 98168 JMO CONTRACTING LLC Address: 4620 S 149TH ST, TUKWILA, WA, 98168 License No: JMOCOCL865C4 Lender: Name: WA DOT CAPITOL Address: , SEATTLE, WA, Phone: (206) 787-0259 Phone: (206) 787-0259 Expiration Date: 6/18/2020 DESCRIPTION OF WORK: NEW SFR - 1548 SF DWELLING, 360 SF GARAGE, 48 SF UNCOVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE, LAND ALTERING AND DRIVEWAY. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. Project Valuation: $221,037.36 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $10,350.48 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: \; Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 20 Fill: 20 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: �/��%C/(/✓' `� v 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. J Date: /,2/3011 J� 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 o t -. •nditions attached to this permit. Signature: y� /h �/ /� Print Name: %/ r sOecgeZfC Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: 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. 10: 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. 11: 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. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: 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. 16: ***MECHANICAL PERMIT CONDITIONS*** 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: 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. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: 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. 21: 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. 22: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 23: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 24: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 25: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 26: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 27: 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. 28: 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. 29: 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 gauge. 30: 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. 31: 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. (1 32: Piping in the ground shall be laid on a firm bed for its entire length. Trenc s 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. 33: 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. 34: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 35: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 45: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 36: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 37: 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). 39: 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) 40: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at [east a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 41: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 42: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 38: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 46: ***PLANNING PERMIT CONDITIONS*** 47: 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. 48: 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. 49: A soils inspection is require after amending the soil, but before any plants are installed 50: 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 51: 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. 52: A condition of the design review (L18-0065) was "the landscape plan shall be revised to provide more diversity in the tree species." The applicant shall work with Jaimie Reavis and Andrea Cummins to replace some of the Serbian Spruce shown to be planted with these units with other tree species in order to provide more diversity in the tree species. 53: Landscaping shall be installed per the approved design review, as modified by design review conditions of approval. 54: Groundcover shall be added within all planting areas not planted with lawn. Spacing shall be 12-18 inches on center depending on species. 55: ***PUBLIC WORKS PERMIT CONDITIONS*** 56: Call to schedule mandatory pre-construction meeting with the Public Works Inspector, (206) 438-9350. 69: Applicant shall obtain a sanitary sewer permit from Valley View Sewer District and water meter shall be obtained from Water District #125. 70: Prior to final permit sign -off the engineer of record shall submit a letter to Public Works that B-13 & B-13 construction was performed in accordance with the approved site plans. 57: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 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. 58: 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. 59: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 60: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 61: 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. 62: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 63: Any material spilled onto any street shall be cleaned up immediately. 64: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 65: 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. 66: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 67: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. i 1 68: 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 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:!!www.Tukwi IaWA.gov Permit I� Combination o. Project No.: Date, Application Accepted: Date Application Expires: (For of zce 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 Site Address: 14416 34th Lane S Tukwila WA 98168 vi kkM'?2'ri' tt(L4 va PtOPERTY'' King Co Assessor's Tax No.: 6433600090 Name: 144th st REO Properties LLC Address: 4620 S 148th St City: Tukwila State: wa Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Mike Overbeck Address: 4620 S 148th St Address: 4620 S 148th St Engineer Name: Bruce MacVeigh P.E. City: Tukwila State: WA Zip: 98168 Phone: (206) 787-0259 Fax: Phone: (206) 787-0259 Email: mike@unicommortgage.com City: Kirkland GENERAL CONTRACTOR INFORMATION Company Name: JMO Contracting LLC Address: 4620 S 148th St Company Name: Barker Architects Engineer Name: Bruce MacVeigh P.E. City: Tukwila State: wa Zip: 98168 Phone: (206) 787-0259 Fax: City: Kirkland Contr Reg No.: Exp Date: Phone: (425) 821-7601 Tukwila Business License No.: Email: none ARCHITECT OF RECORD Name: W / zit,� � Company Name: Bruce MacVeigh Company Name: Barker Architects Engineer Name: Bruce MacVeigh P.E. Architect Name: Jim Barker Address: 14245 59th AVE S Address: 8715 NE 119th City: Tukwila State: WA Zip: 98168 City: Kirkland State: WA Zip: 98034 Phone: (425) 821-7601 Fax: Email: none ENGINEER OF RECORD Name: W / zit,� � Company Name: Bruce MacVeigh J / 170 Engineer Name: Bruce MacVeigh P.E. Address: Address: 14245 59th AVE S City: Tukwila State: WA Zip: 98168 Phone:(206) 571-8794 Fax: 04' Email: bruce_engr@comcast.net LENDERIBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095)' ' Name: W / zit,� � J / 170 Address: I City: 564,rtifc State: 04' Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11 docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORM,VIiON.- Valuation of project (contractor's bid price): $ 200,000.00 Scope of work (please provide detailed information): Utilities are in. minor foundation grading, last of 6 building's exactly the same plans....NO CHANGES TO BUILDING PLANS DETAILED BUILDJNG INFORAMTION PR()POSED SQUARE FOOTAGE Basement 240 st floor 654 2nd floor 654 Garage m carport ❑ 360 Deck — covered ❑ uncovered 48 Total square footage 1,956 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES' - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 5,500.00 fuel type: ❑ electric ® gas furnace <100k btu 12 appliance vent 12 ventilation fan connected to single duct 12 thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 7,500.00 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 2 shower 3lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WOR PERMIT INFORMATION — Scope of work (please provide detailed information): foundation dug out Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ...Water District 4125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ...Valley View ❑ .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Bond 0 .. 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... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut 5 Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill 0 Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank 0 .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements ❑ .. Pavement Cut ❑ ..Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 0 ...Temporary Water Meter Size WO # 0 ...Sewer Main Extension Public ❑ - or - Private ❑ El ...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H.\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 20I 1 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE. TO ALL PERMITS IN Ti S 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. PROPERTY OWN - ' i ' THORI ` i EN Signature: Print Name: Mike Overbeck Mailing Address: 4620 S 148th st Date: 06/14/2018 Day Telephone: (206) 787-0259 wa wa 98168 H:\Applicalions\Forms-Applications On Line\20l 1 Applications\Combination Permit Application Revised 0-9-11. docx Revised: August 2011 bh City State Zip Page 4 of 4 PUBLIC WORKS BULLETIN Ali Z PERMITS AND FEES CITY OF TUKWILA Public Works Department 206-433-0179 This Bulletin summarizes permits Public Works (PW) issues for onsite development and for activities in the right-of-way. Public Works permits can be issued as part of a building permit or as a Miscellaneous permit. Most Public Works permit fees are flat rates, except for Type C permit fees, which are based on the value of the construction work. For Type C permits, PW collects a base application and plan review fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Flat rate permit fees are due when the permit is issued. After the permit is issued, PW may assess additional fees for Revisions and inspections. These additional fees must be paid before the PW Final Inspection occurs. Refer to Bulletins A2, A4, A6, and A7, for more information. PERMIT DESCRIPTION Short-term Nonprofit Type A Issued for 72 hours to nonprofit organizations for assemblies, bike races, block parties, parades, parking, processions, nonmotorized vehicle races, street dances, street runs. Flat Rate $50 plus 5% technology fee. Short-term Profit Type B Issued for 72 hours to for-profit entities for fairs, house moves, sales, street closure. Flat Rate $100 plus 5% technology fee. Construction Type C 9-e. Issued for 180 days for activities in the right-of-way and on private property. These activities include sewer, water, storm drainage, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, utility installation/repair. Calculated fee based on construction value plus technology fee. Refer to Bulletin A2 to estimate permit fees. Long-term Type D Issued for periods greater than 72 hours for activities which do not disturb the right-of-way including: air rights, bus shelters, access to construction sites, loading zones, newspaper sales, recycling facilities, sales structures, sidewalk cafes, awnings, benches etc, underground rights, utility facilities, waste facilities. Flat Rate $100 plus 5% technology fee. Potential Disturbance Type E Issued for 180 days for activities having a potential to disturb the right-of-way, such as hauling 6 loaded vehicles/hr/8 hr day for 2 or more consecutive days or hauling hazardous waste. Flat Rate $100 plus 5% technology fee. Blanket Type F Issued for 365 days to telecommunications and cable franchisee, and utilities for connections, repairs, pulling cable through existing conduit, and emergencies. Flat Rate $250 plus $5000 PW inspection deposit. Flat Rate $100/PW Inspection. tlEGaF i . LC ii Approved 09.25.02 Last Revised 01.01.18 1 r rV 1Lhi AU3 17 2018 PERMIT CENTER CORRECTION LTR# r1 BULLETIN Al Flood Control Issued whenever there is construction, development, or substantial improvement within a shoreline, a special flood hazard area, or a flood -prone area. An FCZP grants approval to construct or develop within a flood hazard area, a flood -prone area or the shoreline, but does not replace the need for additional permits such as a building permit or a land altering permit. Refer to Bulletin A7. Flat Rate $50 plus 5% technology fee. Water Meter - Permanent Issued for domestic water supply for all new or reestablished services when sewer discharge rates are calculated based on water usage. Each individual building requires a separate water main tap. The fee includes a City -provided water meter. Fees listed below. Water Meter — Water Only Issued for a separate service from the main that will not discharge to the public sewer. The fee includes a City -provided water meter. Fees listed below. Water Meter - Deduct Required to meter water not discharged to the public sewer. The Permittee provides, owns, installs, and maintains the meter. This meter is installed downstream of a permanent water meter. An example is landscape irrigation. Flat Rate $25. Water Meter - Temporary Required for use of public water, on a short-term basis, where a metered supply does not already exist. The Permittee rents the meter from the City. Examples include dust suppression during construction or water supply during hydroseeding. Fees listed below. Reviews Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Revisions Charged for each revision to approved plans. Fee per revision is 25% of the Issuance and Inspection fee. Inspections Charged for each inspection after the first two at a rate of $66.50/inspection. WATER METER FEE SHEET Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2018 — 12.31.2018 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 PAVEMENT MITIGATION AND TRANSPORTATION IMPACT FEES Please refer to Customer Assistance Bulletin A3 Pavement Mitigation and Transportation Impact Fees This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.01.18 2 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins Al, A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right-of-way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right-of-way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, or utility installation/repair. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C Grading Fills in the regulatory floodway shall not be permitted. Per TMC Chapter 16.54.050: • A grading permit does not include construction of retaining walls or other structures. • A grading permit is issued for 180 days for all grading operations, except for the listed exemptions: 1. Excavation for construction of a structure permitted under this code. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or trenches for utilities. 5. Mining, quarrying, excavating, processing or stockpiling rock, sand, gravel, aggregate or clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil on adjoining properties. 6. Exploratory excavations performed under the direction of a registered civil or geotechnical engineer. Exploratory excavation does not include grading to begin construction of a structure, prior to receiving a permit. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME OSi "k 2 - PERMIT # Do -01s'; If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization `Z 5V Erosion prevention / 0 0 0 �" Water/Sewer/Surface Water 52`� ifL'%lt./1 "I" Road/Parking/Access . 2 arive,W4-411 A. Total Improvements 1 i0O0,.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. -60.0b C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume �-� cubic yards cubic yards $ /00.00 Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE D Up to 50 CY Free t►/ (;104)r e 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ (4) (5) 3voo The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.18 1 11 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ /(,D, dU The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (6) (7) $ 23, sa (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.18 2 $ -.00 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other FeesS;) $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 13o. 50 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2018 -12.31.2011 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.18 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt Receipt Number City of Tukwila R.19417 DESCRIPTIONS PermitTRAK 1 ACCOUNT 1 QUANTITY ) PAID $236.57 D18-0183 Address: 14416 34TH LN S Apn: 6433600090 $236.57 Credit Card Fee $6.89 Credit Card Fee R000.369.908.00.00 0.00 $6.89 DEVELOPMENT $200.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 PUBLIC WORKS $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE $6.18 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19417 R000.322.900.04.00 0.00 $6.18 $236.57 Date Paid: Monday, December 30, 2019 Paid By: MICHAEL OVERBECK Pay Method: CREDIT CARD 037198 Printed: Monday, December 30, 2019 2:12 PM 1 of 1 SYSTEMS c 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 12/30/2019 02:10:17 PM CREDIT CARD SALE VISA CARD NUMBER: **********9851 K TRAN AMOUNT: $236.57 APPROVAL CD: 037198 RECORD #: 000 CLERK ID: Laurie Thank you! Customer Copy Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK$16,348.38 D18-0182 Address: Apn: $8,174.19 DEVELOPMENT $2,604.07 PERMIT FEE R000.322.100.00.00 0.00 $2,599.57 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 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 $435.09 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 TECHNOLOGY FEE $152.03 TECHNOLOGY FEE R000.322.900.04.00 0.00 $152.03 D18-0183 Address: Apn: $8,174.19 DEVELOPMENT $2,604.07 PERMIT FEE R000.322.100.00.00 0.00 $2,599.57 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 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 $435.09 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 TECHNOLOGY FEE $152.03 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19350 R000.322.900.04.00 0.00 $152.03 $16,348.38 Date Paid: Thursday, December 19, 2019 Paid By: MIKE OVERBECK Pay Method: CHECK 2066 Printed: Thursday, December 19, 2019 1:23 PM 1 of 1 CR SYSTEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,879.44 D18-0182 Address: 14414 34TH AVE S Apn: 0040000084 $1,939.72 DEVELOPMENT $1,689.72 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,689.72 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0183 Address: 14414 34TH AVE S Apn: 0040000084 $1,939.72 DEVELOPMENT $1,689.72 PLAN CHECK FEE 1 R000.345.830.00.00 I 0.00 $1,689.72 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R14745 R000.322.100.00.00 0.00 k $250.00 $3,879.44 Date Paid: Tuesday, June 19, 2018 Paid By: 144TH ST REO PARTNERS Pay Method: CHECK 1189 Printed: Tuesday, June 19, 2018 10:31 AM 1 of 1 CRWSYSTEMS Permit Number: D18-0183 Applied: 6/19/2018 Issued: 12/30/2019 Status: FINALED Parent Permit: Parent Project: Approved: 12/27/2019 Finaled: 2/23/2021 Description: OSTERLY PARK - UNIT B-12 (LOT 11) Site Address: 14416 34TH LN S City, State Zip Code:TUKWILA, WA98168 Applicant: OSTERLY PARK - UNIT B-12 Owner: 144TH ST REO PARTNERS LLC Contractor: JMO CONTRACTING LLC Details: NEW SFR -1548 SF DWELLING, 360 SF GARAGE, 48 SF UNCOVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE, LAND ALTERING AND DRIVEWAY. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. SCHEDULED DATE COMPLETED DATE LIST OF INSPECTIONS TYPE INSPECTOR RESULT REMARKS EROSION MEASURES Scott Moore Notes: EROSION MEASURES FNL Scott Moore Notes: LAND ALTERING Scott Moore Notes: 12/31/2019 Any I 12/31/2019 I PUBLIC WORKS I Eric c Pritchard APPROVED eTRAKiT Inspection Request • Notes: 12/30/2019 2:25 PM Mike Overbeck please call cell Mike 206-787-0259 Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com Meeting was conducted on site with Mike Overbeck. OK to proceed. Printed: Thursday, 09 September, 2021 1 of 6 rl SUPER1ON Permit Inspections City of Tukwila 12/31/2019 Any 12/31/2019 FOOTING Lee Sipe APPROVED #1 Notes: 12/30/2019 2:24 PM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 12/30/2019 2:24 PM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14416 34TH LN 5 Phone: 2067870259 e -Mail: mike@unicornmortgage.com 1/8/2020 Any 1/8/2020 FOOTING DRAINS Bill Centen NOT APPROVED eTRAKiT Inspection Request Notes: 1/6/2020 2:11 PM Mike Overbeck we have not done any foot drains on this project ....slap on Grabs Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 1/8/2020 Any 1/8/2020 FOUNDATION WALL Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 1/6/2020 2:10 PM Mike Overbeck am please ? 206-787-0259 plese call on way over if you. can ..:mike Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 1/8/20 - BC Partial approval - ok to pour 1. Will need RFI from engineer for garage portal curb height or build per approved plans. Will see at Foundation wall inspection. 1/17/2020 Any 1/17/2020 GROUNDWORK Lee Sipe APPROVED #3 Notes: 1/16/20209:51 PM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 1/29/2020 1/30/2020 FOOTING DRAINS Lee Sipe NOT APPROVED #4 Notes: Footing drains are not draining water. Printed: Thursday, 09 September, 2021 2 of 6 ii SUPERION Permit Inspections City of Tukwila 1/30/2020 Any 1/30/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 1/28/2020 11:51 PM Mike Overbeck roof drains are connected to catch basin Contact Name: Mike Overbeck Site Address: 14416 34TH LN3 Phone: 2067870259 e -Mail: mike@unicornmortgage.com I was able to see the tight lines from theroof drains around the perimeter of the foundation. I was not able to see the connection to the catch basin, possibly submerged underwater right now. OK to bury tight lines, but I will need to observe the catch basin before you bury it... 2/18/2020 Any 2/18/2020 CONCRETE SLAB Darrin Graham APPROVED eTRAKiT Inspection Request Notes: 2/17/2020 12:57 PM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 2/18/2020 Any 2/18/2020 FOOTING DRAINS Darrin Graham APPROVED eTRAKiT Inspection Request Notes: 2/16/2020 8:46 AM Mike Overbeck there are no footing drains on my plans „„, the roof drains were inspected and signed off on „see permit0182 Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 2/20/2020 Any 2/20/2020 FOUNDATION WALL Darrin Graham APPROVED #7 Notes: 2/19/2020 5:03 PM Mike Overbeck Todd Eaton Civil engineer said plans are correct for garage height and framing ? bill didn't see it on plans ? can we re look at plans ?... it is the6th time we have used these plans and this never came up before Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 2/27/2020 Any 2/28/2020 SLAB FLOOR INSUL Darrin Graham APPROVED eTRAKiT Inspection Request Notes: 2/26/2020 8:08 AM Mike Overbeck we already did this inspection..it passed Contact Name: Mike Overbeck Site Address: 14416 34TH LN 5 Phone: 2067870259 e -Mail: mike@unicornmortgage.com Printed: Thursday, 09 September, 2021 3 of 6 r1 SUPERION Permit Inspections City of Tukwila 3/18/2020 3/19/2020 ROOF SHEATHING Darrin Graham APPROVED #9 Notes: 3/19/2020 Any 3/19/2020 WALL SHEATHING_SHEAR Darrin Graham PARTIAL APPROVAL #9 Notes: 3/18/2020 11:09 AM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14416 34TH LN S Phone: 2067870259 e -Mail: mike@unicornmortgage.com P/A Incomplete 5/1/2020 AM 5/1/2020 WALL SHEATHING SHEAR Lee Sipe APPROVED 294490 Notes: 5/1/2020 AM 5/1/2020 ROUGH IN GAS PIPING Lee Sipe APPROVED 323903 Notes: 5/5/2020 AM 5/5/2020 GLAZING Lee Sipe APPROVED 58886 Notes: 5/5/2020 AM 5/5/2020 ROUGH -IN MECHANICAL Lee Sipe APPROVED 584595 Notes: 5/5/2020 AM 5/5/2020 ROUGH IN PLUMBING Lee Sipe NOT APPROVED 591901 Notes: Plumbing needs draft stopped under. bathtubs. 5/8/2020 AM 5/8/2020 ROUGH IN PLUMBING Lee Sipe APPROVED 382747 Notes: 5/8/2020 AM 5/8/2020 GAS FIREPLACE INSERT Lee Sipe APPROVED 374598 Notes: 6/15/2020 AM 6/15/2020 FRAMING Darrin Graham APPROVED 385885 Notes: Printed: Thursday, 09 September, 2021 4 of 6 SUPERION 6/19/2020 AM 6/19/2020 WALL INSULATION Darrin Graham APPROVED 473793 Notes: 8/5/2020 AM 8/5/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 53416 Notes: Tight lines from the roof were inspected and approved by Darrin Graham. OK from downspout locations (downspouts not in place yet) to catch basin connection: OK to proceed. 8/6/2020 AM 8/5/2020 LATH —GYPSUM BOARD Lee Sipe APPROVED 533987 Notes: 8/14/2020 AM 8/11/2020 ROOF —CEILING INSUL Lee Sipe APPROVED 315590 Notes: 8/14/2020 AM 8/11/2020 PIPE INSULATION Lee Sipe APPROVED 323088 Notes: 8/14/2020 AM 8/11/2020 PIPE —DUCT INSULATION Lee Sipe APPROVED 325497 Notes: 9/15/2020 AM 11/9/2020 STORM DRAINAGE Eric Pritchard APPROVED Notes: Downspouts connected - ok to final. 9/15/2020 AM 9/21/2020 PARKING Jaimie Reavis NOT APPROVED parking is in garage only Notes: Colored pavement in shared garage access area has not yet been poured. 11/9/2020 11/9/2020 CURB ACCESS SDW Eric Pritchard APPROVED Notes: Private sidewalk, complies with ADA cross slope requirements. 12/22/2020 AM 12/22/2020 GAS PIPING FINAL Darrin Graham APPROVED 206-787-0259 Notes: 12/22/2020 AM 12/22/2020 MECHANICAL FINAL Darrin Graham APPROVED Notes: 12/22/2020 AM 12/22/2020 SOILS laimie Reavis APPROVED 206-787-0259 Notes: Printed: Thursday, 09 September, 2021 5 of 6 i4 SUPERJON 1/11/2021 AM 2/8/2021 SPRINKLERS AARON JOHNSON APPROVED mike 206-787-0259 Notes: Sprinklers approved on F20-0074 and F20-0073. 1/11/2021 AM 1/11/2021 PLUMBING FINAL Darrin Graham APPROVED D. Graham already signed off on this Notes: This inspection was finales on 12/22/2020 by Darin Graham 1/11/2021 AM 1/15/2021 EXTERIOR FINISHES Jaimie Reavis APPROVED Notes: 1/11/2021 AM 1/15/2021 LANDSCAPING Jaimie Reavis APPROVED mike 206-787-0259 Notes: 1/11/2021 AM 1/15/2021 PARKING Jaimie Reavis APPROVED Notes: 1/11/2021 AM 1/11/2021 LAND ALTERING Scott Moore NOT APPROVED Notes: Project needs total overhaul onerosion control matters before inspection can be done on LA. Went over Items of concern and cleaning of the existing storm system in whole and adding silt socks through out the project. All exposed dirt areas need to be covered. 1/11/2021 AM 1/11/2021 PUBLIC WORKS FINAL Scott Moore NOT APPROVED Notes: no final given until erosion control measures are installed 1/19/2021 AM 1/19/2021 ENERGY EFF CERT Bill Centen APPROVED mike 206-787-0259 Notes: 1/19/2021 AM 1/19/2021 MECH EQUIP EFF Bill Centen APPROVED mike 206-787-0259 Notes: 1/26/2021 3:00 PM 1/26/2021 PUBLIC WORKS FINAL Scott Moore APPROVED mike 206-787-0259 Notes: Ok to final 2/8/2021 2/8/2021 FIRE FINAL AARON JOHNSON APPROVED Notes: Fire Final approved. 2/22/2021 2/22/2021 PLANNING FINAL Jaimie Reavis APPROVED Notes: 2/23/2021 AM 2/23/2021 BUILDING FINAL** Bill Centen APPROVED mike 206-787-0259 Notes: Ok to occupy Printed: Thursday, 09 September, 2021 6of6 rk SUPERION pia=— orePGE76%-) 303, C/' wr.i-er 111? U'5 M 5S7' SITE IMPROVEMENT PLAN 23 3' Lot Townhouse Sub -Division 3429 S. 144th Street, Tukwila, WA 98168 PN's: 004000-0083, 004000-0087, 004000-0087, 004000-0088, 004000-0094, 639110-0000 and 63911 eii I ig 134.3 F' 3S F/�FX/ST/NG 12"4/- CEOAR 7R EE TO ALLOW 5EW. _ CONs-TRVC7 0Ai T/PAFf/C l0/VT,PDL FLAN FDA' .P/ W L40/?K — SEE WS -DOT STD. PL AN K- 20.40 -00 0/U S ./ T. S//4 3S•:f I- 3 0-21 - 3021 ' p /A' ZO' Z1/..; 20' 7417 eS-TYPE1 (?'RT.) R//7 35.2. pN�--7 1 f �f��.• FIL PHAS FAX: Same -van first RECEIVED CITY OF TUKWILA AUG 17 2028 MIT CENTER 2824A5_ X: u, • 1,1 ti M Nted Adapters angle O' be o359.. To i • please a chat c., pagegle between 24 H t F/¢Lm S/I4P.€i: 7}L%S M'}t!0.2 f/ER7.-.44.RNE -a:2s 7. 35- 34ro 0 1 0/0 f : l. ,.;.777. r i 0:+3:: -0 : 2+43:.,.'-'2+43:.,.'-'e.E17- EP :DN :0OAD L`O,AI/8AE'ROYV OF �'70RM7H SC^ 74;0 COT. 4 b ,2T.'1 7.: 0.75.'/. R7` 4.50'/0 ; i i A4L !.0132. /5.2'. ;._0.2921 'N Variable Invest Height 1 :G ".OLS' %.SLS/: 00.75 • LYX7.2A:FCJC iL/OS e,t, c LeieA•7E � ':j Tom.-�_• I - —.__-.----- i — LI ,5.0.17-7 -3¢ia4 .7O..L7A 0 4.31 371'!'2'-7,Ytf •_Z1.�4"":,2 R1/f= 35270+ 101 1 F I(e" PVC &'F CLT. AND k7;. . • I t t I I I Ok'FF10E �,;63¢.06 73: .:- h l'!S.(• 73 3 d OAlF/C E'2':'bG; _54'7,1 3. D/A: ..fj!F7'./ OL%,eCLOW=: j35'A.:00 :d}Sa l,i-OJ .. /4:5-0 I 7,7:3"0.--i-r=-1-21",t. i/ e 5",i 7) i ' I I '43LF.'6"1PVC 37 G�•d, 5'6% I -71 I • ZtDA '4;.'3b': C'S 24" 0,,t'.P/NBAS/'N: CN.VYCORL:OS73 1 r/ia'= 351.: t6: 7-5-47/1:4:21.0.) . 1 E6' ;E,Wr:.SE,:ftf/)i = 346.: 9� j Gi 28 PTS= • R/M-= 357Z 2;57 !E6"!0 7) = 347.03 .V ' " �'z• 4. ROAD AND STORM SYSTEM PLAN (SHEET 1) To r>qy' u /3 047 4!O �� r1 w.}} I :I 'foe ��5.1::,,��T _TR# 0 z .N C 0 0 .4 of /4 0 0 0 t= aEe N w DIVOIn Bruce S. MacVeigh, F.B. Civil Engineer/Small Site Geotech 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-9794 F LE May 21, 2015 City of Tukwila Building Department Attn: Plans Examiner/Building Inspector i'?E`✓tPi ED FOR CODE CO,. ; PLJA JCE DEC 272019 City of Tukwila BUlLDio,:G CIVIC SON Subject:. Inspection of Building. Foundation Soils, BuiIdinq B -1:8/B-19, Plat of Osterly Park, 3400 Block of S. 144th Street, Tukwila, WA Dear Sir: On this date and at the request of Mike Overbeck, owner of the site; the excavated foundation footing soils were observed. The excavation was complete in all footing areas. The top three feetwere identified as the compacted pit run structural fill imported and placed on the site over the last year. This was observed and verified. To ensure good footing for this first building to be constructed on the site, the excavation was made deep enough to reach the original dense sandy loam underlying the fill. No topsoil layer was at the interface between the original soils and the fill: Since the building will have slab on grade first floors, portions of the building footprint were completely excavated along with the footing lines. The following may be concluded:: 1. The.base soils are in good condition and will provide good foundation support. An allowable bearing pressure of 2,000 psf is recommended. Alt loose soils must be scraped clear prior to the footing pour. 2. Foundation and slab supporting excavations for other :buildingsmay be. - reduced in depth if the soils are test excavated prior to full foundation excavation and the compacted structural fill found to be consistent and suitably dense. RECEIVED Attached are photographs taken during the site visit. Questions vela to thiBTUKVVILA matter may be referred directly to this office. JUN 192018 Sincerely, Bruce MacVeigh, P.E. Civil Engineer PERMIT CENTER 16) overbeckl 5/0819 -01`69) RECEIVED CITY OF TUKWILA. JUN 1 9 2018 PERMIT CENTER FIL CCLL CO.,I,ALIANCE DEC 27209 City of Tukwila Bu!Lt :i•'C CIVI ICN 2-00.00 c0 O O N c0 0 CO 0 0 2-00-00 ROOF TRUSS LAYOUT DESIGN LOADING (25-8-7) PSF @ 24" O.C. WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF -II -SS) 4 TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS PRE -PAID OSTERLY PARK TOWNHOMES BUILDING B2 olat It* Todd Kittelson N.T.S] RW 1 09/28/16 1 S7608311 RECEIVED CITY OF TUKWILA JUN 1 9 2018 PERMIT CENTER 1)1(‘-011(692 40-00-00 O a 16-00-00 4-00-00 4-00-00 16-00-00 q 4 N 1 0 N 0 ( E_ rj A A R A lwr tem+ 'A g A IB A A i'A Is A .- A 07 Pon ❑ :1 5 i B2 :) 0 0 m m { n m m 0 So" mj _ I` U t I � ti I 3 0 0 = a / o 4 F. _ 0 Q I 1 ___ - ___________________ 12-00-00 8-00-00 1......_._....__...._._._._..._._._l._....- 8-00-00 12-00-00I I o I I ROOF TRUSS LAYOUT DESIGN LOADING (25-8-7) PSF @ 24" O.C. WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF -II -SS) 4 TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS PRE -PAID OSTERLY PARK TOWNHOMES BUILDING B2 olat It* Todd Kittelson N.T.S] RW 1 09/28/16 1 S7608311 RECEIVED CITY OF TUKWILA JUN 1 9 2018 PERMIT CENTER 1)1(‘-011(692 TSE Engineering Re: SJ609311 OSTERLY PARK TOWNHOMES / RMW Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: 11 1368869 My license renewal date for the state of Washington is thru111368881 August 20, 2018. September 29,2016 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply OSTERLYPARK TOWNHOMES1RMW 111368869 SJ609311 Al GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA -1-6-0 1-6-0 8.00 112 2x4 II 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:54 2016 Page 1 I D:dbG3kK WOOngw3osK_l KvUxz9Lo?-i DOF98ddxQ8uGf6DbU RPo71 OdxDZ_AU 98e6vsiy6it 6-0-0I 12-0-0 I 13-6-0 6-0-0 6-0-0 1-6-0 3x6 = 2x4 II 3x4 —_ 26 17 27 16 28 15 29 14 30 13 31 12 32 3x4 2x4 11 2x4 II 2x4 11 2x4 11 2x4 II 2x4 I 1 12-0-0 12-0-0 Scale = 1:28.6 Plate Offsets (X,Y)— f6:0-3-0,Edael LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BC LL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.23 BC 0.23 WB 0.07 Matrix -SH DEFL. in (roc) I/defl Ud Vert(LL) 0.00 10 n/r 120 Vert(CT) -0.00 11 n/r 90 Horz(CT) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 51 Ib FT = 0% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=-96(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 15, 14, 16, 17, 13, 12 Max Gray All reactions 250 Ib or less at joint(s) except 2=383(LC 32), 10=383(LC 40), 15=358(LC 50), 14=358(LC 51), 16=353(LC 49), 17=376(LC 48), 13=353(LC 52), 12=376(LC 53) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-15=-278/44, 7-14=-278/44, 4-16=-300/57, 3-17=-333/60, 8-13=-300/61, 9-12=-333/60 NOTES- (13-15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=40tt; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 14, 16, 17, 13, 12. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live and 50.0113 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. 14) 1 1/2" deep notch 15) Designed for 85 mph exposure 8 wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard 7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 BEFORE USE. m Design valid for use only with MiTek connectors. This design is based only upon parameters shown and i5 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 29,2016 theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES I RMW 111368870 SJ609311 A2 FINK 2 2 Job Reference (optional) NSS(o, umner, WA rS 6-0-0 8.00 12 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:55 2016 Page 1 I D:5oq RxgXOn 5ynhyR W YQr818z9 Lo_-AQyeNUeGi kGluphP9ByeLLa55LUDjVgJN I rTO8yZ6is 12-0-0 6-0-0 6-0-0 4x6 II 2 3x8 = 4-2-10 7 4 THD26 3x8 \\ THD26 7-9-6 8 THD26 12-0-0 3x8 = 4-2-10 3-6-12 4-2-10 Scale = 1:26.3 Plate Offsets (X,Y)— 11:0-4-1,0-1-81, [2:0-2-8 0-2-01 [3:0-4-1,0-1-81, [4:0-4-0 0-0-121,15:0-4-0,0-0-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code IRC2015/TP12014 CSI. TC 0.63 BC 0.52 WB 0.59 Matrix -SH DEFL. in (loc) I/deft Lid Vert(LL) -0.06 4-5 >999 360 Vert(CT) -0.10 4-5 >999 240 Horz(CT) 0.02 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 105 Ib FT = 0% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=4072/0-5-8 (min. 0-2-3), 3=5178/0-5-8 (min. 0-2-12) Max Horz 1=-76(LC 6) Max Uplift 1=-87(LC 10), 3=-106(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=5443/117, 9-10=5328/117, 2-10=-5274/137, 2-11=5272/136, 11-12=-5325/117, 3-12=-5440/117 BOT CHORD 1-6=-80/4393, 5-6=-80/4393, 5-7=-54/3047, 4-7=-54/3047, 4-8=-62/4390, 3-8=-62/4390 WEBS 2-5=-60/3140, 2-4=-60/3135 Structural wood sheathing directly applied or 4-5-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (14) 1) 2 -ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=llomph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 3=106. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 50.0ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) B2 (1 ply 2x4 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 272 Ib down and 1 Ib up at 0-2-12, and 1335 Ib down and 19 Ib up at 11-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. C jllikyp jggsgiven in feet -inches -sixteenths (FFIISS) format. September 29,2016 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TRI Quality Criteria, DSB-89 and BCSH Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES I RMW 111368870 SJ609311 A2 FINK 2 2 Job Reference (optional) Truss Co, Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-20, 1-2=-70, 2-3=-70 Concentrated Loads (Ib) Vert: 1=-272 3=-1335 5=-1321(B) 4=-1321(B) 6=-1321(B) 7=-1321(B) 8=-1321(B) 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:55 2016 Page 2 I D:5ogRxgX0n5ynhyRWYQr818z9Lo_-AQyeNUeGikGluphP9ByeLLa55LUDIjVgJNIrT08y6is A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MI67473 BEFORE USE. Design valid for use only with M Tek connectors. This design Is based n nlu do parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation or component is responsibility or building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSITTPII Quality Criteria, DS13-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, 1/1153719. theTRUSSco. INC. Job Truss Truss Type City Ply OSTERLY PARK TOWNHOMES / RMW 111368871 SJ609311 81 GABLE 2 1 Job Reference (optional) russ co, umner, rd. 7-8-7 15-0-0 7-8-7 3x6 i 3x6 3x8 7-3-9 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:59 2016 Page 1 ID:Z 0p9?XeYP4eJ60i67MNZMz9Lnz-3BB8DrhmlymBMCi A011aVBkiKykjfN8ulwpgXwyZ6io 22-3-9I 30-0-0 I 7-3-9 7-8-7 4x5 = 4x4 8.00 12 3x4 i 4 5 3x4 6 4x4 ' 3x4 3x10 = 3x4 = 53 21 54 20 55 5% 57 185817 16 59 60 61 15 3x4 = 3x8 = 14 6213 63 12 64 'I6h5 66 10 67 10-1-10 I 19-10-6 10-1-10 9-8-12 30-0-0 3x10 = 10-1-10 It* Scale = 1:66.4 Plate Offsets (X Y)-- 11:0-10-0,0-0-101 (4:0-1-4,0-2-01 f5:0-2-8,0-1-121,16:0-1-4 0-2-01,19:0-10-0,0-0-101 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina- YES Code IRC2015/TP12014 CSI. TC 0.87 BC 1.00 WB 0.37 Matrix -SH DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.27 -0.42 0.01 (loc) 14-16 14-16 9 I/deft >398 >253 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 226 Ib FT = 0% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W2: 2x4 HF Stud OTHERS 2x4 HF Stud 'Except* ST11: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib) - BRACING - TOP CHORD BOT CHORD WEBS All bearings 12-5-8 except (jt=length) 14=10-5-8, 9=10-5-8, 13=10-5-8, 12=10-5-8, 11=10-5-8, 10=10-5-8. Max Horz 1=-193(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1, 14, 20, 21, 11, 10 except 17=-505(LC 38), 13=-467(LC 38) Max Gray All reactions 250 Ib or less atjoint(s) 13 except 1=379(LC 27), 14=1141(LC 20), 17=657(LC 16), 9=379(LC 31), 16=880(LC 38), 18=365(LC 47), 19=344(LC 46), 20=316(LC 45), 21=404(LC 44), 12=367(LC 52), 11=310(LC 53), 10=405(LC 54) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-49=-258/67, 4-50=-25/324, 4-5=-7/363, 5-6=0/363, 6-51=-10/325, 9-52=-258/40 WEBS 5-14=-405/7, 8-14=-534/224, 5-17=-405/21, 2-17=-534/224 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied. 1 Row at midpt 5-14, 5-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TOLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 14, 20, 21, 11, 10 except (jt=lb) 17=505, 13=467. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at all ContriAreid8RiPtit@l2ng the Top Chord and Bottom Chord, nonconcurent with any other live loads. September 29,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4411.7473 8EFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSH Building Component Safety Information avaitabte from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368871 S.1609311 B1 GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:59 2016 Page 2 ID:Z Op9?XeYP4eJ60i67MNZMz9Lnz-3BB8DrhmlymBMQ_AO11aVBkiKykjfNBulwpgXwyZ6io A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368872 SJ609311 82 ROOF TRUSS 10 1 Job Reference (optional) Truss Co, Sumner, WA 3 7-8-7 7-8-7 8.00 12 2x4 \\ 1 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:00 2016 Page 1 ID:1 AyBMLYGJiCVwGbvgrtc6Zz9Lny-XNIXQBi0WGu2_aZNykYp2OHskM5VOgN2WaZE3MyZ6in 15-0-01 22-3-9 1 30-0-0 1 7-3-9 7-3-9 7-8-7 10 4x5 = 11 4/ r' NO - �. 2x4 1/ 4 12 1314 15 8 16 17 7 6 18 1920 3x4 11 4x6 = 3x4 II 1 10-1-10 1 19-10-6 10-1-10 9-8-12 30-0-0 3x8 = 10-1-10 fq Scale = 1:60.6 Plate Offsets (X,Y)— [1:0 8-0,0 0 101,(3:0-2-8,0-1-121,[5:0-8-0,0 0 10),(6:0-1-8,0-1-81,(8:0-1-8,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.96 BC 0.90 WB 0.37 Matrix -SH DEFL. in floc) 1/deft Ud Vert(LL) -0.45 5-6 >791 360 Vert(CT) -0.77 5-6 >467 240 Horz(CT) 0.05 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 128 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* W2: 2x4 HF Stud REACTIONS. (Ib/size) 1=1341/Mechanical, 5=1341/Mechanical Max Horz 1=-193(LC 6) Max Uplift 1=-20(LC 10), 5=-20(LC 11) Max Gray 1=1363(LC 19), 5=1364(LC 20) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-1989/34, 2-9=1892/61, 2-10=-1838/114, 3-10=-1702/140, 3-11=-1703/140, 4-11=-1839/114, 4-12=-1892/61, 5-12=-1990/34 BOT CHORD 1-13=-85/1709, 13-14=-85/1709, 14-15=-85/1709, 8-15=-85/1709, 8-16=0/1100, 16-17=0/1100, 7-17=0/1100, 6-7=0/1100, 6-18=0/1570, 18-19=0/1570, 19-20=0/1570, 5-20=0/1570 WEBS 3-6=-90/912, 4-6=-534/217, 3-8=90/910, 2-8=-534/217 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard September 29,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer • not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, D56-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLYPARK TOWNHOMES/RMW 111368873 SJ609311 B3 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA 3 7-8-7 7-8-7 8.00 12 2x4 \\ 8020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:01 2016 Page 1 ID:VNWaahZu4OLMYPA5DYPrfnz9Lnx-?aJvdXi0Ha0vck8ZVS32bcg1UmRk7HeBIDJnboyZ6im 15-0-0 22-3.91 30-0-0 1 7-3-9 7-3-9 7-8-7 4x5 = 10 11 2x4 4 1314 15 8 16 17 7 6 18 3x4 11 4x6 = 3x4 11 10-1-10 19-10-6 10-1-10 9-8-12 1 1920 3x8 = 30-0-0 10-1-10 Scale = 1:60.6 Plate Offsets (X,Y)— f1:0 -8 -0,0-0-101, 13:0-2-8,0-1-121,15:0-8-0,0-0-10),16:0-1-8,0-1-81, 18:0-1-8,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress [nor YES Code IRC2015/TPI2014 CSI. TC 0.96 BC 0.90 WB 0.37 Matrix -SH DEFL. in (loc) 1/defl Ud Vert(LL) -0.45 1-8 >788 360 Vert(CT) -0.76 1-8 >465 240 Horz(CT) 0.05 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 128 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.1 &Bir BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* W2: 2x4 HF Stud REACTIONS. (Ib/size) 1=1335/Mechanical, 5=1335/0-5-8 (min. 0-1-8) Max Horz 1=-193(LC 6) Max Uplift 1=-20(LC 10), 5=-19(LC 11) Max Gray 1=1358(LC 19), 5=1359(LC 20) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-1980/34, 2-9=1882/61, 2-10=-1829/114, 3-10=-1693/140, 3-11=-1681/140, 4-11=-1817/114, 4-12=-1870/60, 5-12=-1968/33 BOT CHORD 1-13=-85/1701, 13-14=-85/1701, 14-15=-85/1701, 8-15=-85/1701, 8-16=0/1092, 16-17=0/1092, 7-17=0/1092, 6-7=0/1092, 6-18=0/1545, 18-19=0/1545, 19-20=0/1545, 5-20=0/1545 WEBS 3-6=-89/890, 4-6=-516/216, 3-8=-89/911, 2-8=-533/217 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends.that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 6; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 991.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSITPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison. WI 53719. September 29,2016 theTRUSSco. INC. Job Truss Truss Type City Ply OSTERLY PARK TOWNHOMES / RMW 111368874 SJ609311 B4 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA [ 5 7-8-7 15-0-0 7-8-7 8.00 12 2x4 \\ 7-3-9 4x5 = 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:02 2016 Page 1 I D:zZ4yn 1 a WrKTDAZI HnGw4B_z9Lnw-TmtHrtjf2t8mDujI39aH7pM BOAmsknL_t2 K8EyZ6i I 22-3-9 1 30-0-0 131-6._01 7-3-9 7-8-7 1-6-0 2x4 1/. 10-1-10 1 19-10-6 10-1-10 9-8-12 8 21 2223 3x4 I I 30-0-0 10-1-10 Scale = 1:60.5 Plate Offsets (X,Y)— (1:0-0-13 Edge], f3:0-2-8,0-1-121, [6:0-0-13,Edge1, 18:0-1-8,0-1-81, [10:0-1-8,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inca* YES Code IRC2015/TP12014 CSI. TC 0.97 BC 0.90 WB 0.37 Matrix -SH DEFL. in (loc) I/deft Vert(LL) -0:45 1-10 >788 Vert(CT) -0.76 1-10 >466 Horz(CT) 0.05 6 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 131 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF No.2 "Except' W2: 2x4 HF Stud REACTIONS. (Ib/size) 1=1331/Mechanical, 6=1460/0-5-8 (min. 0-1-8) Max Horz 1=-205(LC 6) Max Uplift 1=-20(LC 10), 6=-44(LC 11) Max Gray 1=1355(LC 20), 6=1470(LC 21) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-1976/33, 2-11=-1879/60, 2-12=-1825/96, 12-13=-1707/115, 3-13=-1689/140, 3-14=-1666/134, 4-14=1691/108, 4-5=-1801/90, 5-15=-1856/55, 6-15=-1977/28 BOT CHORD 1-16=-73/1707, 16-17=-73/1707, 17-18=-73/1707, 10-18=-73/1707, 10-19=0/1097, 19-20=0/1097, 9-20=0/1097, 8-9=0/1097, 8-21=0/1543, 21-22=0/1543, 22-23=0/1543, 6-23=0/1543 WEBS 3-8=-84/873, 5-8=-508/213, 3-10=-90/913, 2-10=-544/217 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEN1114473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only Pon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. September 29,2016 theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368875 SJ609311 85 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA [ 7-8-7 15-0-0 7-8-7 2x4 \\ 7-3-9 8.00 12 1 4x5 = 4 8020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:03 2016 Paye 1 I D: RIdK_Nb9cdb4njJU LzRJkCz9Lnv-xyRf2DkHpBGcr2lxds6 Wg 1 vMoa7SbADUCXoughyZ6ik 22-3-9I 30.0-0 131-6-0 I 7-3-9 7-8-7 1.6-0 3x8 2x4 5x6 = 1718 19 11 20 21 10 9 22 2324 3x4 11 1 10-1-10 1 19-10-6 10-1-10 9-8-12 3x6 = 3x4 11 30-0-0 10-1-10 1 Scale = 1:60.5 Plate Offsets (X,Y1— [1:0-0-13,Edoe), [4:0-2-8,0-1-121, [7:0-0-13,Edge1, [9:0-1-12,0-1-81 [11:0-1-12,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF No.2 'Except* W2: 2x4 HF Stud CSI. TC 0.97 BC 0.88 WB 0.36 Matrix -SH DEFL. in (loc) I/deft Ud Vert(LL) -0.44 7-9 >812 360 Vert(CT) -0.73 1-11 >483 240 Horz(CT) 0.05 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 131 Ib FT = 0% REACTIONS. (Ib/size) 1=1326/0-5-8 (min. 0-1-8), 7=1454/0-5-8 (min. 0-1-8) Max Horz 1=-205(LC 6) Max Uplift 1=-19(LC 10), 7=-44(LC 11) Max Gray 1=1350(LC 20), 7=1464(LC 21) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-1954/32, 2-12=-1857/59, 2-3=-1803/95, 3-13=1703/111, 13-14=-1685/115, 4-14=-1668/139, 4-15=-1657/135, 5-15=-1681/109, 5-6=-1791/91, 6-16=-1846/55, 7-16=-1968/29 BOT CHORD 1-17=-72/1681, 17-18=-72/1681, 18-19=-72/1681, 11-19=-72/1681, 11-20=0/1089, 20-21=0/1089, 10-21=0/1089, 9-10=0/1089, 9-22=0/1535, 22-23=0/1535, 23-24=0/1535, 7-24=0/1535 WEBS 4-9=84/874, 6-9=-507/213, 4-11=-89/891, 2-11=-526/215 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live and 50.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1 September 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4r1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based onnt upon parameters shown and isfor an individual building component. . Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368876 SJ609311 B6 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA 1-6-0 I1 -6-0I 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:04 2016 Page 1 ID:wy8iCjbnNx''xPtugvgyYGPz9Lnu-P911GZIvaVOTTCt8BadICESXli TpKdZeRBXRC7yZ6ij 7-8-7 15-0-0I 22-3-9 I 30-0-0 131-6-0 I 7-8-7 7-3-9 7-3 9 7-8-7 1-6-0 8.00 12 4x5 = 5 2x4 Scale = 1:60.8 1920 21 12 22 23 11 10 24 2526 3x4 II 3x6 = 3x4 II 10-1-10 1 19-10-6 10-1-10 9-8-12 30-0-0 10-1-1D Plate Offsets (X Y)— f2:0-0-13,Edge1, [5:0-2-8,0-1-121, f8:0-0-13,Edgel f10:0-1-12,0-1-81, 112:0-1-12,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BC LL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.97 BC 0.88 WB 0.36 Matrix -SH DEFL. in (loc) I/deft Ud Vert(LL) -0.44 8-10 >812 360 Vert(CT) -0.72 8-10 >491 240 Horz(CT) 0.05 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 133 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* W2: 2x4 HF Stud REACTIONS. (lb/size) 2=1450/0-5-8 (min. 0-1-8), 8=1450/0-5-8 (min. 0-1-8) Max Horz 2=-211(LC 8) Max Uplift 2=-44(LC 10), 8=-44(LC 11) Max Gray 2=1462(LC 20), 8=1462(LC 21) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1963/28, 3-13=-1842/54, 3-4=-1787/90, 4-14=-1687/106, 14-15=-1669/110, 5-15=-1653/134, 5-16=-1654/134, 16-17=-1670/110, 6-17=-1688/106, 6-7=-1788/90, 7-18=-1843/55, 8-18=-1964/28 BOT CHORD 2-19=-67/1665, 19-20=-67/1665, 20-21=-67/1665, 12-21=-67/1665, 12-22=0/1084, 22-23=0/1084, 11-23=0/1084, 10-11=0/1084, 10-24=0/1531, 24-25=0/1531, 25-26=0/1531, 8-26=0/1531 WEBS 5-10=-84/876, 7-10=-517/213, 5-12=-84/874, 3-12=-517/213 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- (10) 1) Wind: ASCE 7-10; Vuft=l lOmph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Nib September 29,2016 a WARNING - Verity design parameters and READ NOTES ON TIPS AND INCLUDED MITER REFERENCE PAGE X,11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, 058-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. theTRUSSco. INC. CSI. TC 0.92 BC 0.74 WB 0.72 Matrix -SH Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368877 SJ609311 B7 GABLE 2 1 Job Reference (optional) Nss eo, umner, r1-6-01 1-6-0 7-8-7 7-8-7 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:10 2016 Page 1 ID:0814P3cP8Fm11TsSOTnpdz9Lnt-EIMIWcpgAL9dB7KIXrk9SViatOYPkFQWp7 mQnyZ6id 15-0-0 22-3-9I 30-0-0 (31-6-0 7-3-9 7-3-9 7-8-7 1.6-0 8.00 12 6x6 = 68 32 69 31 70 30 71 29 7i222 28525 24i237822 6x6 11 3x8 I I 2719 2£3 1118 8F 16 ES 14 8V13 8t® 11 8980 90 3x6 = 3x8 II 3x6 = 10-1-10 I 19-10-6 10-1-10 9-8-12 30-0-0 6x6 10-1-10 Scale =1:72.7 Plate Offsets (X Y)- [2:0-1-5,Edgej,[4:0-4-0,Edge),16:0-3-12,0-3-01 [8:0-1-5,Edge) [16:0-3-0,0-0.91 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TC DL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.1&Btr *Except* T1: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF 2400F 2.0E 'Except* W2: 2x4 HF Stud OTHERS 2x4 HF Stud 'Except' ST16,ST18: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.01 0.04 (loc) 8 9 20 I/defl n/r n/r n/a L/d 120 90 n/a PLATES GRIP MT20 185/148 Weight: 252 Ib FT = 0% BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 30-0-0. (Ib) - Max Horz 2=211(LC 36) Max Uplift All uplift 100 Ib or less at joint(s) 31, 30, 29, 28, 27, 26, 24, 23, 22, 21, 20, 19, 17, 15, 14, 13, 12, 10 except 2=-1872(LC 30), 16=-2222(LC 41), 25=-2266(LC 38), 8=-1867(LC 41), 32=-115(LC 38), 11=-115(LC 65) Max Grav All reactions 250 Ib or less at joint(s) except 2=1940(LC 37), 16=2384(LC 36), 25=2410(LC 35), 8=1966(LC 36), 32=488(LC 62), 31=305(LC 95), 30=332(LC 96), 29=325(LC 97), 28=327(LC 98), 27=327(LC 99), 26=324(LC 100), 24=322(LC 102), 23=328(LC 103), 22=326(LC 104), 21=327(LC 105), 20=326(LC 106), 19=327(LC 107), 17=324(LC 108), 15=329(LC 110), 14=327(LC 111), 13=325(LC 112), 12=334(LC 113), 11=299(LC 114), 10=398(LC 115) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-62=-3458/3349, 3-62=-2218/2214, 3-4=1076/1109, 5-64=-1205/1368, 5-65=1169/1341, 6-7=-1037/1082, 7-67=-2197/2178, 8-67=-3391/3304 BOT CHORD 2-68=-2825/2886, 32-68=-2658/2720, 32-69=-2492/2553, 31-69=-2325/2386, 31-70=-2150/2213, 30-70=-1992/2053, 30-71=-1825/1886, 29-71=1650/1713, 29-72=-1492/1553, 72-73=-1327/1394, 28-73=1325/1386, 28-74=1158/1220, 27-74=-858/920, 27-75=-825/886, 26-75=-652/714, 26-76=-492/553, 25.76=-355/417, 24-25=-1288/1404, 24-77=-1156/1271, 23-77=-989/1104, 23-78=-822/937, 22-78=-653/768, 22-79=-489/604, 21-79=-322/437, 21-80=-155/271, 20-80=-322/437, 20-81=-487/603, 19-81=-656/771, 18-19=-822/937, 17-18=989/1104, 17-82=-1019/1134, 16-82=-1288/1404, 16-83=-381/465, 15-83=-567/652, 15-84=-600/685, 14-84=-900/985, 14-85=1067/1150, 13-85=-1234/1319, 13-86=-1267/1352, 86-87=-1370/1486, 12-87=1567/1652, 12-88=1734/1818, 11-88=-1867/1985, 11-89=-2067/2152, 10-89=-2234/2318, 10-90=-2484/2569,8-90=-2734/2819 WEBS 5-16=-2442/2319, 7-16=-527/221, 5-25=-2432/2313, 3-25=-525/220 Continued on page 2 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 3-3-4 oc bracing. 1 Row at midpt 5-16, 5-25 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1 September 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MEN REFERENCE PAGE 4111-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPM Quality Criterla, DSB•89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. _ theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368877 SJ609311 B7 GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 2811:2911 2016 Page�2 ID:0814P3cP8Fm11 TsSOTnpdz9Lnt-IVwhkyglxeHUoGvU5YFO?1 EldoueTigf2nkJyDyZ6ic NOTES- (15-16) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 10) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 31, 30, 29, 28, 27, 26, 24, 23, 22, 21, 20, 19, 17, 15, 14, 13, 12, 10 except (jt=lb) 2=1872, 16=2222, 25=2266, 8=1867, 32=115, 11=115. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live and 50.OIb dead located at at mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 250.0 plf. 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. 16) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 9111.7473 BEFORE USE. Design valid for use only with MiTek connedors.This design isbased only yupon parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing or the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368878 SJ609311 C1 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA 4-0-0 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:12 2018 Page 1 ID:sKJTdPdlvYzeeB2205 0Mgz9Lns-AhU3x1rwhyPLQQUgfFmdXwn4LCMOCK7pHRTsUfyZ6ib 8-0-0 9-0-0 1-0-0 8.00 1T2- 11 2x4 11 2x4 = 1 3 ■ 4-0-0 4x4 = 13 12 5 2x4 11 PP 1 T1 14 1-0-0 • 4-0-0 15 10 16 9 17 8 18 2x4 11 2x4 11 8-0-0 2x4 11 2x4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code IRC2015/TPI2014 CSI. TC 0.28 BC 0.26 WB 0.06 Matrix -P LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud 8-0-0 Scale = 1:20.9 DEFL. in (loc) I/deft Lid Vert(LL) 0.00 6 n/r 120 Vert(CT) -0.00 7 n/r 90 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-0-0. (Ib) - Max Horz 2=-64(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 Ib or less at joint(s) except 2=360(LC 28), 6=360(LC 32), 9=364(LC 38), 10=388(LC 37), 8=388(LC 39) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-9=-268/0, 3-10=-340/70, 5-8=-340/70 NOTES- (13-15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 11) This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. 14) 1 1 /2" deep notch 15) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard September 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES/ RMW 111368879 SJ609311 D1 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA 1 -1-0-0 1-0-0 2-6-0 2-6-0 3 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:13 2016 Page 1 ID:KXtrgkefgs5VGKdFapVFu2z9Lnr-ft1R9esYSGXC2a3sCzHs48KDYcgKxnXyW5DQ16yZ6ia 5-0-0I 6-0-0 2-6-0 1-0-0 454 = 5-0-0 5-0-0 Scale = 1:13.6 Plate Offsets (X,Y)- 12:0-2-2.0-1-0),14:0-2-2.0-1-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.44 BC 0.34 WB 0.05 Matrix -P DEFL. in floc) 1/deft Ud Vert(LL) 0.00 4 n/r 120 Vert(CT) 0.00 4 n/r 90 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 0% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=204/5-0-0 (min. 0-1-8), 4=204/5-0-0 (min. 0-1-8), 6=183/5-0-0 (min. 0-1-8) Max Horz 2=45(LC 9) Max Uplift 2=-31(LC 10), 4=-36(LC 11) Max Gray 2=372(LC 26), 4=372(LC 28), 6=397(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=270/13 Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstailation guide. NOTES- (13-15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load 0116.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. 14) 1 1/2" deep notch 15) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard September 29,2016 411, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based on ryu on parameters shown and is for an individual building component. nent. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, 055-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Dave, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES I RMW 111368880 SJ609311 El HOWE 2 2 Job Reference (optional) Truss Co, Sumner, WA 4-3-15 4-3-15 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:14 2016 Page 1 ID:ojRD24eHQADMuUCR8W 1 URFz9Lnq-74bpM_sADZf3fke3mgo5cLsMt?xag516kIyzZYyZ6iZ 8-0-0 I 11-8-1 1 16-0x0 3-8-1 3-8-1 4-3-15 4x6 4-3-15 8-0-0 1 11-8-1 4-3-15 3-8-1 3-8-1 16-0-0 4-3-15 Scale = 1:35.5 Plate Offsets (X,Y)— 11:0 -2 -3,0 -2 -5),12:0 -1 -0,0 -1 -121,14:0 -1 -0,0 -1 -121,15:0 -2-3,0-2-51,16:0-4-8,0-1-81,17:0-4-0,0-4-81,18:0-4-8,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DE SS WEBS 2x4 HF Stud 'Except' W1: 2x4 HF No.2 CSI. TC 0.47 BC 0.66 WB 0.60 Matrix -SH DEFL. in (loc) 1/dell Ud Vert(LL) -0.09 7-8 >999 360 Vert(CT) -0.16 7-8 >999 240 Horz(CT) 0.04 5 n/a nla PLATES GRIP MT20 185/148 Weight: 157 Ib FT = 0% REACTIONS. (Ib/size) 1=5537/0-5-8 (min. 0-2-15), 5=6690/0-5-8 (min. 0-3-9) Max Horz 1=102(LC 7) Max Uplift 1=-130(LC 10), 5=-141(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-7827/174, 2-15=-7762/188, 2-16=-5416/150, 16-17=-5349/160, 3-17=-5345/172, 3 -18=5346/172,18 -19=-5349/160,4-19=5417/150,4-20=-7743/188,5-20=-7809/174 BOT CHORD 1-9=-169/6381, 8-9=-169/6381, 8-10=-169/6381, 7-10=-169/6381, 7-11=-108/6369, 6-11=-108/6369, 6-12=-108/6369, 12-13=-108/6369, 13-14=-108/6369, 5-14=-108/6369 WEBS 2-8=-24/2686, 3-7=-133/5666, 4-6=-25/2660, 2-7=-2465/135, 4-7=-2450/135 Structural wood sheathing directly applied or 3-11-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (14) 1) 2 -ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 7-3 2x4 - 1 row at 0-9-0 oc, member 7-2 2x4 - 1 row at 0-9-0 oc, member 4-7 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=40ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=130, 5=141. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPi 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 14-0-12 to connect truss(es) B2 (1 ply 2x4 DF), B3 (1 ply 2x4 DE), B4 (1 ply 2x4 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. Continued on page 2 September 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368880 SJ609311 Et HOWE 2 2 Job Reference (optional) russ Co, Sumner, WA NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 273 Ib down and 11 Ib up at 0-2-12, and 1326 Ib down and 19 Ib up at 15-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=20, 1-3=-70, 3-5=-70 Concentrated Loads (Ib) Vert: 1=273 5=-1326 8=-1321(F) 7=-1321(F) 9=1321(F) 10=-1321(F) 11=-1321(F) 12=-1315(F) 14=1311(F) 8.020 s Aug 1 2016 MiTek Industries, Inc.. Wed Sep 28 11:29:14 2016 Page 2 ID:ojRD24eHQADMuUCR8W1URFz9Lnq-74bpM sADZf3fke3mgo5cLsMt?xag516klyzZYyZ6i2 a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 467473 BEFORE USE. Design valid for use onlywith MiTek connectors. This design es n is based onlyuponparameters shown. and is for an individual buildingcomponent. 9 9n P P Applicability of design paramenters and proper incorporation of component is responsibility of building tlesigner - not truss designer. Bracing shown is for lateral support Of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onorrio Drive, Madison. WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368881 SJ609311 E2 GABLE 2 1 Job Reference (optional) 0, urnner, 1 -1-6-0 1-6-0 8-0-0 8-0-0 8.00 12 2x4 11 4 24 2x4 11 2 2x4 11 6 26 5 25 3x6 = 8.020 s Aug 1 2016 MiTett Industries, Inc. Wed Sep 2811:29:162016 Page 1 ID:Gv?bFQfvBTLDVendhEYjzTz9Lnp-3SjanfuRlBvmv2oRu5rZimymzpjj87DPC3R4dRyZ6iX 16-0-0 1 17-6-0 I 8-0-0 1-6-0 28 2x4 11 8 29 2x4 .11 3031 2x4 11 10 2x4 11 3 23 32 114 11 22 33 :4E41M MINCATI IMMO IMMO. 10111 =EOM INOMP117110111ffil MI ON ell IR WilDNESI•7•140 FIA ON I KM *1.740.11e411 MI IN 12 3x4 = 34 21 35 20 36 19 37 18 38 17 39 1640 15 41 14 42 3x4 = 1 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 16-0-0 2x4 11 2x4 11 2x4 11 16-0-0 Scale = 1:39.0 Plate Offsets (X,Y)— 17:0-3-0,Edge1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BC LL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.24 BC 0.23 WB 0.12 Matrix -SH DEFL. in (loc) I/defl Ud Vert(LL) 0.00 12 n/r 120 Vert(CT) -0.00 13 n/r 90 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 73 Ib FT = 0% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. All bearings 16-0-0. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (Ib) - Max Horz 2=122(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s) 18, 17, 19, 20, 21, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) except 2=384(LC 34), 12=384(LC 44), 18=360(LC 57), 17=360(LC 58), 19=349(LC 56), 20=386(LC 55), 21=372(LC 54), 16=349(LC 59), 15=386(LC 60), 14=372(LC 61) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 6-18=-268/31, 8-17=268/31, 5-19=-288/57, 4-20=-333/68, 3-21=-331/57, 9-16=-288/62, 10-15=-333/68, 11-14=-331/57 NOTES- (13-15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=40ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 18, 17, 19, 20, 21, 16, 15, 14. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live and 50.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. 14) 1 1/2" deep notch 15) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard September 29,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbilliry of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consua ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. theTRUSSco. INC. Symbols PLATE LOCATION AND ORIENTATION 1 44' Center plate on joint unless x, y offsets indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths 4 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locaticns are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with 1 Quality Criteria. are MIIMDimensions are in ft -in -sixteenths. I4 Apply plates to both sides of truss and fully embed teeth. O_7,76 , 1 1 2 TOP CHORDS I (Drawings not to scale) 3 Mligliff _A For 4 x 2 orientation, locate plates 0- lila" from outside edge of truss. This symbol indicates the TOP CHORD 4 O U a C7-8 C6-7 C5-6 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ER -5243, 96046, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER -3907, 9432A ©2006 MiTek® All Rights Reserved required direction of slots in * Plate software PLATE 4 LATERAL BEARING 111=0 location x " Connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint theTRUSS�✓o.INC.SI/TPI L I1V �*+NC number where bearings occur. 1.= Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. CT ENGINEERING r 1=-C)..;CGC INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) DEC 27209 #10014 AL CALCULATIO Osterly Park Townhomes — 3Idc. Type 3 3429 S. 144th St. Tu <wila, WA RECEIVED CITY OF TUKWILA JUN 1 9 2016 PERMIT CENTER 4/03/2017 Design Criteria: EC 2015 Wind: 110 mph (ULT) 85msh (ASD), <zt=1.0 Seismic: Ss =1.49, S1=0.56, SDC=D,=6.5 hoof Snow Loac = 25 psf Architect: 3arker Architects A.I.A. 8715 \E 119th St. <irkland, WA 98034 Ph: 425.821.7601 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT # : 10014 - Osterly Park - Building B ROOF Roofing - ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 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 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 Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF t CT ENGINEERING INC. 8truotural Engineers 180 Niokereon Street Suite 302 Seattle, WA 98109 208.286.4512 (V) 208.285.0818 (P) (2) 2X8 HDR (2) 2X8 'TRUSSES AT 24. O.C. 2 2X8 HDR 2 2X8 HDR #10014: 31, B3: Roof Framing Plan 3/16"=1'-0" CT ENGINEERING (2) 2X8 H r INC. = DBL 2X12 JST 2X12 61ene A A DBL 2/12 JST _ DBL _ I DBL2X12_51' I I DBL 2X12 JST .1 II 11 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98100 208.286.4512 (V) 208.286.0818 (F) 1 (2 2)(8 HDR = DBL 2X1? JSI 7xiab 1R 0.c. — 0 ter 0 DBL /Y12 I I - _DRUX12. JSI I I I I DE112X121TET: 7 I — I' M. ii 7 1 ? ' I I !T- I 111 1 { a 1 I Lf"-- 1---- = N. I I I E 7, r-- - i. ,,---7 f -,i— ' ------ r WT _a ---- , (2) 2X12 016 0.C.' 2X 0 #10014: B1, B3: L3 Framing Plan 3/16"=V-0" CT' ENGINEERING Struotural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98100 INC. 208.285,4512 (17) 208.285.0818 (F) IP 410 PT2X 0 RIM pr2xto RIM ........ 8•D • • . , •iir .., ".... . : . • ... ,.. •• • ... • . • . .. %Fr ... .... . .. P2 P2 1 T 2.X12 RIM . • " ii..., f.. Ix_ • • 1E-- 1E •:: :•:•:•:•:.:11 •:.• 1__ 1 —1E • • .. • " 2 .. , sr .. "" . 2 • • . 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(2) 2X12 • 16 0.c. > _ (2) 2X12 0 16" 0.C. ...,1 I -- 11 IASI DBL 2X12 J C r 1 1 I , I I I 11 1 11 11 ( ) i -,:- m ' ,--, 72, Li = 1.27_-_ __- i ‘'. -' ,-'= ...../ 1 i Li LII 1 >-- — 3.125X 12 fa = — . 7- 7- . / 4/T/TrArir . y 7 – / I: / / • 7 / 111 11 11/ /2 / W 1/ / / .3..11 .7 2- / / /3+ . s/01,81 _a/ – — .-........ .1 ... I • , / / a I 1 A 7( X- "/ /1 4' 23-2 /1 1 _ T. 2X12 U MS737 • 16137 s• ST37 T. 2X12 RIM MST37 „ " #10014: B1, 32, 83, 34: L2 Framing Plan 3/16 =1;-0 CT' ENGINEERINGStruoteral Engineers 180 Niokerson Street Suite 302 Seattle, YEA 98109 INC. op 206.286.4512 208.286.0818 (F) LY '' -0 20'-0" 20'-0" 8'-2 /4" r i 8'- 2 3/4" F2 F2 F2 6' -9" 41J -1 Lj f�J L L J I �I �-''.}-1 3/4. 6'-9" / 2'-9" .� �, I P2 0 P2 1 I P2 1 :3.*I +0 +0 / / / 0 - 4 L _ . J L J L . _ J 1' -i tl f ,:." ."" "m 2' 12'-2 3/4' F1 I (-2'-0") I1 11 LIo 5iHD14-1 1 L ,1 H1 I I I I I TSTHD1' i 11 11 11 11 1. Ft S1HD1 (-2'-0") (-2,-0 - C - lIO Ii V " " 1 © I 0414,-) JJ - Ili 3 3 '-2" -_ —1L — — 13'-2 I=... _1.t ... T.O.C./ — — '� — — }- �T.O.c. +0 S1HD1 - " _ ,14 +0 P4 I T.O.C. +0 { P4 I I jj P4 1 I 4'-31/2" 3'-101/4f 1 i 1 '-101/4' 4'-31/2" I I 1 i I � Fi ►� 1 P6 1 P6 1 (-2'-0 3 I i T.O.C. I I P61 . T.O.C, F1 +0" �. HDU- Ft I HDU: —17 — — — +0" TBC — Y, — �I — \ ` (-2'-0") +6g e (-2'-0") . {2P21 16'-3" 3'-9" 16'-3' 1 101/' / 20'-0" 20'-0" 40'--0" CD _E #10014: B1, B2, 33, B4: Foundation Plan 3/16"=1'-0" CT ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208.286.4512 (V) 208.286.0618 (P) CT ENGINEERING INC. Struotural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208.266.4612 (V) 208.286.0818 (F) GSM (2) 2X8 HDR II 0 oft Li = • = • • _ • _ • .m• — _DBL-2X12-JST.. —. -, (2) 2X8 HDR 2) 2X8 HDR 2) 2X8 11 VVVVK vVVVVVV P4 1 --( P4 #10014: C: L3 Framing Plan 3, 16"=1'-0" CT ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 502 Seattle, WA 98109 200.285.4512 (V) 206.285.0618 (F) P6 IT. 2X12 RIM Tina CONT. 2X12 RIM 6 I t II 1 I II II II II 2X121 FB krE ,v4 r 1.2 QC TYP. UN.4 —I P6 TAIST37 F H; III H6 I I IF (3) 2X121fB II 1 SHIFT .5T 3/_4' —DDD .!01ST - 212 0 12' 0.0 fP,S).N.O. - t= — — i II, '',JL . 5_125X12 - ONI. X 1 . BNA !1 -.J J 1 t 2) 2X8 HDR ,IC:j7-7171 5 25X1 —= cS16- 8i I Oil I PT 6X8j4R0P 13EA) 44i_Or 12X8 r 1 X118' I� I III �`- u-1- J L6 111 #10014: C: L2 Framing Han 3/16"=1'-0" CT ENGINEERING \-11PAHD22 INC. 11'-3" 14'-5 1/2" se I (2'-0") 11211221-012'-0 " o +0�' I I� OA. I a-� � I +p� 1.1 �I 1 �'+0 0 '� I I/ ih 1 f --I- 1-- . 144 E o-- — o— a 1 Iii -h. 71. —11 tl:—__:1 c (-2'-lp- (- 1- I -I I - I-1- 401Csl o, `c� -..I I'.. __ .g _ 1 r1- ---I-1 Ll--- —I- 1 }--' - - I -�-:1., rl--- I. 1411.11. HPAHD22 T.O.0 +� -11 (-2'® 6 1/2" 4'-51/2" 4'-5 1/2" 6 F2 C) 1 11 rr +Dii10H L_� L� F2 L_ • F2 12X4 (-2'-0") 3'-6" is Structural Engineers 100 Nickerson Street Suite 902 Seattle, WA 98109 208.285.4512 (V) 208.205.0818 (11) r -o" T.0,t- HPAHD22 +0 (-2'-0") T.O.0 .__a�' 16'-O" L T.OtiC. +0 10 i T.O.C. �( +0" I �P6 L' 4'-2 3/4" 4'-2 3/4" #10014: B1, B2, 33, B4: Foundation Plan 3/16"=1'-0" SAWN JOISTS and RAFTERS ai5 J J J 'o (- NMCV'd' r Cn (0 It N d' CO M V•r100 CA £0 M 41 00 'd' N d• OO OD L0 COOCO N Cn CO 'q• r V• V•CDt(747MN0 0 Cn V• 10100N 00 N M CO CO P. NCO N CO CD CO COfD CO CO P- 10 c4N00D0 0 •E -C13 J N•-•-• J -J C L -- 00 0 c 0 V- 0 CO 0 N (0 0 0 CA (0 0 to 6 0)P•ON rrCAI 0 0 0 N 6 It NNNNNNN 0 P- 0 P.NNV•(0 0 0 0 6 0 (0(0(00 01040101 0 0 0 0 Y aT) ELT) N N. 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(0 N M (A ti' N66 1—(0 (O 8.83; (O (0 6Tc r CA M r CA 0 10(OPN0) r 00 (0 r O (0 r (O 04 r O N N .ct N (0 r 17.50 CAO 4) (:00 1— V- N L PTL240 ,�-( OD «)•CDP- (D� r 10 18.75 f 20.64 04 CP'dNmr O r CD N r N 0 N l0 10 OD NN CA 9.79 L 10.78 V• V; t4) r (0 to r M 4)1— (0000 r CO r N 0) r L 20.82 N 0 NN N (0 (0 r r CArr 00 r O ON N N 04 L TL240 1 CA N 16.47 0 (O U) C4 NCA r1— CA 4)ON 00 r M 6 OJ N N It N MCA 60(A (O N 4)V: O r 10 N(3r CS) rrrrrr V. Ti V' 10 NM P1CD00D N 00 O) N N N n0r0 (000) r r d N.- h L fir 1 v CO CO (D V' M 43.361 69.381 42.19 CO P- ('j C0 63.28 0 P) 4 0 CO O O) M 0) M C•) 4) r r pi (0 CO r M N 4) N M 10 CO 1_ 37.84 4) V• 0 (D CD N (0 (0 1 75.68 0) O 0 0 CD O M 10 M 0 M 46.02 (0 0) 0 0O J ^ 4) V' 0 1') r 004700 ct 47 r CO U1 (D 0) r r 16.07 Ps 0) N 1— CA CO O) r 22.731 47N01(D 10 MON C0 N 00 O) CO ,' 0 N 0) r CID T. V' r 0 N (O r P. N r 101- V: 6 (D N - ,07CA07 P- M r MNM r (0 T. O) r LU .16 -. CL 13000001 13000001 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 1300000 71300000'1 1300000 1300000 1300000 1300000 j 1300000 1300000 1300000 1300000 1300000 1300000 LL LD CL 0 47 r 0 41 r 0 0 0 (D r r 0 (0 r 0 (0 r 0 (0 r 0 (0 r O O O O (0 10 0 4) r r r r 0 10 r 0 10 r 0 41 r 0 10 r 0 10 r 0 (0 r 0 10 r 0 10 r 0 (0 r 0 10 r O 0 r b(0 ` Q .0 LL U- 43 .-. a N 0000 1— 4) N r 4) 4) N M 1— r O 00 CA O 0D CO O 0) 0) O 00 CA (0 10 4) 4) N P- N P- r r r r r r 4) N 0000000 r 4) N rrr 4) P- 4) M 4) N r 0 N s- 0 N r O 00 CA O 00 CA O 00 CA O 0 CA J C) 0 n 4)10(04) r r r 0 U1(0(0 1— r NNN0 47000104)0 r r r r r r r 10(0(00 r r r V- J J N (]. (04)104) N N N N II) N 4)4) 0 N N N 0000 0 0 0 0 r r 0000000 V' V" V' V' V' TrV' 0000 V' V' V' Nt QC '' NC)jrr - CON V'NCDN N6rr r V'N(OC4 01 05 V•N(004 NOj v- rrrr (O OD. CV NY CV0)rr CI CO 04 cn O -) 1size&grade1 N LL M 0 x CV N LL M 0_ xx (V N N LL LL S M 0 0 N N r2x12 HF1 N LL S _N X N l_ 2x12 HF2 1 2x12 HF2 j 2x8 HF2 2x8 HF2 2x8 HF2 2x8 HF21 N 1.1.. T 0 7C; N N U. 1 CO N 1 2x10 HF2 N ItN 1 ID K. CV c M b 2)2x10 HF2 N L.L. 1 0 X CV N LL 1 N '''C'' N LL 2 N r .`� 1 2x12 HF2 1 2x12 HF2 o g0 O C ••••^CGCG to LL 0.0001 0.000 000 000 000 0 0 0 0000$0 ...... 0 0 o o 0 0 0 O o 0 0 0 gg0 000 000 0 og0 o O O clod 0)0 0 O 0 J 0.000 I 0.000 a 0 000000 a 000000 0 0 0 0 0 ...... 000000 000000O p p S S 000 00 p S O 000 00 00 0 000 0 0 0 888888 888888 vlSR 0 V1SS) o00 C9•-•8-8 u.{ rNON 0 .V 0 tV'im WN0)'Q (0 FW)o 0 100� {ard 0 10 V commloO V'ONO f0 0) 017 NNW MOO [m') 010100 Mtn ly N NNN 1- Vn M .-• m AS ad NN 1` M C/3,- M ? WJ WW Ga NNMMM MMmm.O. 3' mtfl�� r �ppp�AAth n Omm r m�c! oP 0)N.1 e .7 WO N ri M y B u• NM0M00 a N' �. moaora 6(Np _. N W V. o 100(0000 m W try 1010 0 W W M 0 O W (00 10 0.--•o MON 000 CONN 00 mm ,ON .--,-,- m N ^ 0, V; W an N 1+1. N 11-,..,0 OQ LL •- � W n m m m W tom MM030003 V V o 0101000 mmmm co�a[V� Y V V; mm 0.100 VM,' ) )0 AA. OWN t AAA ,-,-' N l2) m MO eN� �f. g 14 N ia.1 3610210)10)1010)0 LL NNN 0NN tp fpp 10)1) N )N N harp 010 N So„ II.LL 1,..- 63 0•n)0)0)0)0)0)0 n AA NA n A N )0)0)0)0m aa sl y N NN .r..-,- MMM ‘-r-,- A 8,7_ 8 -r SEE SECTION: W 000000 000000000000 4 S g N N S S N N 0 0 N N 000000 000009 0 o S S 10010000 o S O O 000 000 S o g 0 0(010 000 000 0 0 000 0 0 00 0 00 co S o N 0 0 .- .- . V- 0mmmm NNNNN.N SOoow wn A SVNSOOgOmNNNANN N,_N ,_r m ae, LLav,v Nom0100 0 )0101000 vvaav, 000 vvv MON co 20 NIA aas 2- co W y Q Z11 Am ,.M.nnr 0.0(00))0)0)0)0 nn 03101.1010)01� 00(0(0 W 000 m mmm 1033 m m 0 p r r0) m m m Gm o �U .0-•10"1''o 0303'-03 ���1000 .-r rrr 0303!- 20T` rrr L�00 r 0303 100 .7•-• r r -- 0)b U —0000no 4 0 0 r rrr 0 0 m000mo O 0 O O r,- ..-..-.--.,— O O O 000 O r r r 000 r r r 0 00 r r r (BASED ON ANSI/AFBI —2U1Di 20 r r rrr r r• rrr MMM r r r r MMM r r r 10t') r r Eu Da o' « rrrrrr 20 12) x.12)-• rrrrrr mm m�nm rrr ... rrr _ 1312) r 0303 gWC m=v 53 `LL a U 00000.0 O S S O O r OO OO rrr O Op O_00000 O r rr W a .�qmm m". fp a d'md;mh W W ;m 0 W NrNM )00003)0 rmm olmmmmm 0 W 00M.01,-, NNNNN r 0) aae mon O M1ra la r r mmm N N MM r N co m r V 8 N* - N co co R. '711 .. 0 N M. Or M, II Q Z .v...--- 01 0 ...... 0 0 [[�.1ca}} Off) W 0 0 0 N W 020......)0)OaiN 0 0 000000 ONI W <tm0m NMN 0 0 0 nOOif N M 0 0 M 0 r m 01 0 O O 0 LOAD CASE o El6 X 0 0 0 0 0 0 0 0 0 0 0 0 O O O 000 O O O a 000)000 M y� �'^Or G m 20 0002005 N 0 W N)0 NM mr"0o N M 1! l NM non MC'117 mmm NNN MMM co Ion 0 i t 1 V CT# 10014 - OSTERLY PARK 1 1 1 00 th NC C •0 NN ;;;; .Cm W MM V;0 W 10010mm NMNNN0M W 0)01') m00 Od moo oO 0 021) Or = r MW000 p (. oimoi MW0 n m r W0 o m r t� r Design Budding (Constant) > AA C a .4W a M WN0{m m W {0c�m 0)00 00,0 W .. r g.N2)_ b N UZ0.-)014 $ 2020100 N)14 21)0 100310000 (+117 MM MM 1M [') 20030 12) 21)0) 2000 m1O0 0 2020 t7 dr O Gm S C _ 0201A 21)0 Y)20 13021)2013 0'30 000 20 10 20 v- Y V mi.. yU . W L9 .9 W 7 .3 N10mf010/0 LLLLLLLLLL I2=2 W .3 (Z l0 Vl LLILLLLLLLLL Ilc 000000 22 0)10 v1 )0 10 0 m f00 N N N N .k IL ik LLLLLL I I I 9k ak 4 1L LL IL d<1.d WWW N u cV ik LL LL • a a Y' 0 W M 0.577 0.585 UiIhI o. Cil NN � •orr�d • wNmNN Nina Orrin t7 .= N r t0 ..-00).-NO NI�N N N,NN q W mt0 sF NN m - t0 100 M RaN MOM M M VM7 o n 4- r A 0) N mO ti W )l. Nacl m0) ON 4'. (0 0t r N m t(t0�I emF to t+f 000410M 00{•[ tO .d NNnrti MM 41[•)47 MMM 0 �Np O m 040) 10004 000) Nom �' 10 0) N r y y 0 c' 'GO Nmm t0N1r0a p W 0a) V (0mm0y)0a)0a)� N�t+rj 0000010 t00 a O_ MN Vinm)NN aoN N a a Dai ((00 N a� v -„��am� LL • V O N 1-n�ntmy "NNN ry �a01t7�'•f N 14'- 0 mom ��.N- 0) m (0 m O ? a U W•-4000( LL 8288 N O---- ....ms I N0N MN p N {+�t�t� 222 N N .... a U a y.-.-�� .... 000 0000 m m .00... mammon m •-•-•-- m m m M M o N OI 00o NNN M mN m to .- t7 2 o N Z • W y - 0o00 oo`dS o 0 O O 0 0 o o- 0 o 0 o N ono000 SOS000 d N o 0 o 0 N N 0 0 o 0 0 0 N N N 0 0 c O M moo oao odd 000 .. a a 0 o g H $ o 0 M O LL p.."0, p S S p O O O m N r NNNN r r N r r r n O ono --- ,_- r N A m_..... li- LL 0 0 a a ... Oa N - O a ...... N 1-.t,-.,.:- NNNN N 0 a ... N a N N a a N N a LL'-AA motoo m r m A m0 m ommo �mr �r m m o to m N rrr m NN o m to mco I OA ;;;g6. m c N o { N^^ h!! .. N N m N o Q Na3 8 U IL .... 0' 0- 0 ...... 0 0 0 0 0 O O O O ' Q Qii_ O pp 0 pp 0_ p p - 111111114110011100000101100111110 IIIIIIIIIIIII a - M .li N n tri LOAD CAT: l t�I tLY PARK Design Buciding_Factor vi F 'n a!i1H m N N r . _totommom .0000. (Imo (Imo N NO) owe '-CG._. = aom h mo O womom oaa mom m mm r +1m W V Y U O t2 ! c 0 aaaaaa 0100 LLILLLILLLIL 222212 0 y”' t>>22Z22.2 229'02 00000 00000000 anaa 40[0()0100 D a N N ## LLLL 212 N N # it LL B 000 N N # # ad 2 (0 CO a 0 N, *qt aLL 02 i ty 2 0 , cr oi 80000 0 6 Z 10 6 0 , C 0 - V 6 O. 6 SS 666666 6 01 N. 000 6 6 co m0 6 6 ni 0 co co 0ON 666 cr s._ or, ._.00 OOO 0 O coP- 6 6 .(-aN n Li. (n)v'to+l room lm+l Nm nu.l.lI.elo. Y {N)0No a Ca ^.N° (f3m,vm_. st al ., LoN Iijm,mV_ 00 6ON) 000idn� 666666 doodad 666666 °.�mu3 000 000 600 0 0 44 44 00 ,•- ,,6�XNI 00100v NO.- W 4)606 NNNel o) fy V m N 46rn N N.Y 0r s-NNNN NV mm ,co No! C00303(00 O0O N0 c f ca (32 nu m m n N Ps r-• mm IC( 0m I- o 2N•' n m6 o uj IL a4(Aa`�)am7 c,amorygi Mm 7'n'.•(((`=�-•1212� 14422222 4222 amt 2 2�� oom t- a<1103 omm o 12 6676" 22 h 8'�trim6oirnoi LLa'7r7rVV V oo Om) W N Y00 co66 ti t7 t:5444 In Cn 0 oi66 01 011 y7 m V 0 r^Oo n mN 1' .F �m,m�m (6 ll 00 (NY V Oi 'tNm to� � ULLQ U •m CO m m CO m mm mmm mm m ov tn m3 mm tri 11tototo m 00 CO mID m m tfN toNy1- to mm m y8V .- N • .--• CO IN m mN 9a M of UC n0o IL ONN6 NNNmN1 (O�p (A p Ti (A mNV N NN I) cil 44LL v.c 00 LL m61-,-.-.-.-.- 10000100 n(mltm �(-.-j CO CO m 0 .-.-.-.-.-,- 0�p m t)(m) m m CO 0 Cm7 () 10 000 (JN(V 0) 0) 000 NNN 0 0) m 0 (gy m 00 NN Z TWF '�, to w a 000000 0 0 p 000000 NNNNNN 0 0 0 0 000000 0 00 N 0 0 N NN 0 0 6 NN 0 006 0 0 0 0 6 Mt') 066 0 D 0 o o o o 0 ^' 0 0 0 N 00 0 0 0 0 _('? LL (a am 000000 000000 mmm mm m N nnnr (A �'A NN (A (A NN rr m N 000 M(.6,o 000, '.-' m N n m ^a) vm 6 w A 6 It. IA o 0 V v mm 0 0 V a Nm o O V V IA N N N z z m Ill N N z v 10 0 N N v v 01110 O v 0 O v v 0coco N V N N v v m N a m0 N O v v lLw 6mmmmmm lm� • Ill r ti In r r n in mmm n m ti r m mimeo o t o m C1 6n m ( m m nm m m 110 Al m m O ,( dm m U e000000 00044' ;2" 0�� 5 co m(0 a, `A N g ,�, 73 V VOO6000 in to m m m m mm ...... to comm 000 ,- ,- 000 ,- ,- 1(] 00 (BASED ON ANSI/AF&I C 6.9LL , r -r -^r. In In '1-mcoNN Into N mm m m mm C c O E 000000 o O•m o ro O o ro m• m !!! 0••••••••m• .-v'va — <41 05110 '0511848488498 F� •r O 4) ei mmm m mmmm t` O) N. -N() m m * mmmm P P NNNNNv 6 n o 6 t6 m r co l L'`4"44' Mn N N MM rl r mmm N cc) n 1� N N ca, m m O N .-d' nm N (7 N, - el ca N UI J + O N 0. N 8 z • T' Nm CD m mm mmmm ' 000000 mOm0 mmmm m m m m m mm.r to m m 2 000000 NNN y mill S m 010 m N 01 m 6 m cora melO t A• m 000 R 1!I . NcaN rOl•a m m 000 _ N m o v In 1n Ol m 0 r' O m m Co 00 LOAD CASE 1 D B J Ta 5 6 x mm ova 06660 a7t7M co 410 nam 6ID (7 ID m Ci N aG m coQi mcl 66 ImN ZZ Oi.66 18 m v 6 0) ) m V as 43 NtIAA o ro 1A W yNO V N Q Ob<r Or' m• oro)' 1,9 -N CNJ , [NIM Pa, NNN c7 c7[) r (mpo IDIV 10014-OSTERLYPARK Section 3.7.1.5 Section 23.10 22 J 11.031310C3 600W Nm m CV el 6 sr in 66 N t7 m a7 ci 6 t) N m c) aura N N mmm tri cion mmo 0ui0 ..-. O to tom aro t •F x M m tim r CO 0m111 N I to 0 N 6 •^ c+l0)Olm m n N m roto N N m m 012 CO n 0 m N 6 (00)In 0� n � r' N m f- 7 a m O) �- Design Buckling (Constant) > l A n E m o C• o c m c 6 co N c0 N m CO m' m' m, m m m m m m m m m $ ❑ • 6co - 0 Norco t7 ' 006 m (1 corn 6N to co 1() t+) Nm 0() m1Am N Viui m t0Ill)) to m m 0) IAN N0 pU O Ot)m X00 co S L, to -1-•..-r oc co mm r m IA N11 rt:a-.-.-.- 11 to IA conn) 1' IA 1- m0lm .-.-•-• to 0 m to coe� W a u YU M co 9 i 100 LLLLLLLLLLLL 2221(21 13 >? &5 alb- coco .2 co a a 4lco aLL6a0_00..o_ aC00u)in z>> 600 (0 LL xxx N N at 0 LL . N 000 D_n_0_ coN N N a 0 a u) N N ae ae 0.. (n1 000000 000000 000 0.0621 00 0 00 —.0403.4i3. Mr OLINIAN {myIO .A• Nc l: ^G U 000000 hrrI.MOm, rr,.04, o o d d d d a000M d d d m loom 0 o d o mm o d N qN tpOry{NN ,,NNMo N m .? m 0 vt oa A m 010°°'-a! NMr N m m A m o .- coo 0o m mom NNN m 2 o rm 177M m ,-. 0.y Is mW NmmNNN �= y t] t.m m �(f VN m N m uNi, -..- {� �p Ytmmm'llmm tG 0 •.M•• m 0 mrric, n omm d mom �O O N u mm S m , gig 06 (N N n m IL 1400000 e000MM yN N 101011p0 M M eOe�m Y V 4 N m a00mmm 0 000 N N m N ��0{)i g 4 O N e04i .eo}}f 4 4 O N 0. n.-o M O_ O N_ m V) O MNM m m '488 N m N 0 vm N IL tL LIB LL 0000 yOm) m Omi MMtp W Om)m mmmmmm4V4t� N4')NNN ....0 .mm Amm NN0y0 w.. N O yN N � .�-._ m m 400 H N m U w-gggggg v LL M00000 NNNNNN 'WM. Egg 2 N m NN M 0 LL LL VU LL mmmmmm0 m MMM m m ..... m m MMM m 0 f G co M 00.0.,1.Q.000 .- 0 0 CO CO 0 m N CO M M M N N M M f V MMM m m m 000 NNN m N l- .- M tC. J m 00 NN 0 V) W N Wiood000 000000 000000 •000000 NNN NNN 000ggo 0000.00, cooed° 00000 Nnoi NN 000 000 coo 000 t70 m 0000 00 Dog O •t? g 0 0 088 m0 go ?, IL - o H 0 .000000 0 o 0 0 o 0 0 0 0 0 NNNNNN N N AA NN AA AA N N 000 00 ,_ ,- 0 0 Oil V. V ,- 0 A m g N li N N eeeevv N N N N NN N evveov N N N N N N ave 00 N N N N vvo N N 0. Ne 1111111111111111 o - .e-aM IIIIH iii1111 - om (BASED ON AN: 1110111111111111111111 1111111111111111111 Atm° °Oe• IV YM :11 OAOAiNA0 Oe- l•)YIII co d LOAD CASE 1111 NNMO o$�� NMN Viam.ir�r v.r m MMm co co ¢AiaApCNO CO ICT#10014.OSTERLYPARK 1 1 Ke I 1.001 Design Buckling Factor I c 0.80 (Constant) > iSection 3.7.1.5 KcE 0.30 (Constant) > Section 3.7.1.5 Cb (Varies) > Section 2.3.10 dMM N N N •• m0 • O� tD mt 0N m Ui 1110880801008880 11110100011111111 i 111 C003 8 CO , 0 0118 111 1111 0.3351 0.430 0.315 0244 nvrmiM{ 000000 84' 300 000 0. 0.0420711 o 0.500 0.513 1�a 100 0m*V(4 0004 0 00-.043A n00*0mlrl0 (0ary mr.v 10vry )0N0 w a 22 AA W ODrnm 00p0000 0 N m N 000doo 0 O M n ,722 ddo NWp ddo N N d 00 h.. od Ra. com 0 NN((40 V.r-nm 40{14) 1wi.W Cmom N 1004) .o ,-Wc- N N,, NNN WNW m ~ ym INS. (-,- M W 0. Zh N.° �w V._ tL nV N m y4 d Cir W N V mmm 228 NN (t0N m.I,r-:2 M1W0 V crimmm MCI222 :2V. [0pp tlInY Omm Q dM Md. O W W O 6 o d N [off NN A co yy Y 1066Oyi66 LL ' N0mm V 0 -"444 Crl�QV 0 m WIN 0 0 Q 0001(Imm V 0000)00pi InOm 0 O m m m V V 000 M.4:1,- 0O,. 'ON M MOO m 1y a 0ID YO^ M m N ? 'd' O* ,M Y Nm VN'N N DILL UU 'm nmmmmma d- W W W W W W m NN 00(0(00(0 m m c Wc�0 V W W uMa1N N (0 m m aW 1W Nu)1!i 'v„b;, aN W Vi m OW N Y� N cO U mwm v n 0. pppoppp N10 III OO VOI W r.mrmlImmCW1 mNN 1m VM/VI IOfi8l)0 0 222 N N N m .0:., N LL� UU 'WW LL n 00(0000 c1 010 ,-�- 0O M t+) �- r- m 0 r- W 000(0 1) 01700.10 ,- ,- .- c- mm 0 N VI 0 0 N N ss 000. 4444410 N CI r- M {C1S0I m0 O N N SEE SECTION: O m pOppSSSSSS 000000 O d o 0 NNNN.N.N 0 0 0 0 0 d 0 0 8 0.0.0.. 000000 0 NN.NN'N SSOpppSS 0 o 0 o 0 O O d 'r)CI 0 O O o o 0 O O O o n VRR S O o VV 80 O 0 N 00 8 O cid d d 'r) IL Q000000 W m m W m W ...... n NN N (0(0r NN n 000 -"-"-" ,. N (0 .-0 ,- EL ' N nv.0 U LL mmmmmm ,,V 0)040 vvvav9 N m mmm vvv W W 999 W m a OM as N 0m ZA."502°00999 eyim M r (0 (0(000(000 WmmmWW • 282 mWW 0 W Wmm m m0 W mm rammmWmm p m 101000 444444 m m m 444444 m m m m m W 444 W W m m 444 m m 4 10 0 44W O w^ W m m W m m VI 99 m m ... d 909 000 ... m O O O u. Z Z 0 W 4.:16E-7,7—.7,77 666 0114) M EE b g.p Uo0 4440444 44Nrrr 444 444 4 44 Cc = LL ...000 999999 OOO0oO 999999 000 0 O m 00 9 O o0 o ma ma�I .9 VGM B J vam� OMIG OmNmN0 4{� 01N (mn aW0 m OI NNNNN( W, - W,- OIM�mm W 444 MMM 00(0•(0 r, mri^ MMM r- m 0 N c -a m4) MM zo-5 tY v'I a � O N m4 M m pv Z � 11 p mfn,,,.-100 m 8 'HEM 00000 8 8 8pI plI 0) m .0mNNOt.- Ol m 00000a m m rn m m m m m 8 8 40'0 m 000 0 Ta 0 0 `,. ,'-',-'i-T". od 1.I M w m rn o atm rn m od LOAD CASE 1 J yofo'ioIIri..iri tr n 0 2 4)000'' `0000 140 (0(0 6%nrmi l6 6ivmi O O L n� em m O dOCrynp�NWMMMNN Om o O m 00O OO O O O N N N 1,1,-f- N m N O m OWVNn I CT# 10014 - OSTERLY PARK 1 N 0'- M $$mmmN �m�RdDmN. mew 10 1 i V (000101010 doom. N M M N N N 0,09999 1 .mm... d o m C i m 0 660 0 0 990 fD N - m �- O d m (0 ( 0 .-c- 44 t = n N N. (0 m m m mmm0 m m 00 r to N W ri onn 4 W m Desi Buckfin Constant > (Constant) > A cE c N. E to _ 9 Wr _ m m 10 _ 10 m W .- W m .- (00,0 .- m f 0 W 1i$ w C' 0.G010001010 VI m m m m m m 10000100 m m m m m 0(0)0 I0 ID)0 101011) D m Vi m M tom MO .-oos 00 a C )101( 0 (n.q, mm 0010 Vlmm W m' m Y V Y d U m E c 4I m OLmn m m f = J? m m = = V a? r m m S 2 001000(0 m (0(00101010 40 LL LL LL .�.. LL LL 9,41'9 _ _ = N N LL LL NNN N LL y N N LL N = Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW0602897, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculations Description BLDG B1IB3: GT Reactions [Timber Member Information Grid E2.5 Grid E3 Timber Section 4x10 4x10 Beam Width in 3.500 3.500 Beam Depth In 9.250 9.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir - Larch, No.2 Larch, No.2 Fb - Basic Allow .. psi 900.0. 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft Dead Load #/ft Live Load #/ft 5.00 8.00 165.00 275.00 165.00 275.00 Results Ratio = 0.2662 0.6814 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 16.50 2.50 330.6 1,242.0 Bending OK 35.5 207.0 Shear OK 42.24 4.00 846.3 1,242.0 Bending OK 65.9 207.0 Shear OK Reactions @ Left End DL lbs 412.50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 @ Right End DL lbs 412.50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 [Deflections Ratio OK Deflection OK Center DL Deft in UDefI Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio -0.006 9,551.0 -0.010 5,730.6 -0.017 2.500 3,581.6 -0.041 2,331.8 -0.069 1,399.1 -0.110 4.000 874.4 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580008 User; KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014. ecw: Calculations Description BLDG B1/B3: Roof Framing Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 2-2x8 2-2x8 2-2x8 2.2x8 2-2x8 in 3.000 3.000 3.000 3.000 3.000 in 7.250 7.250 7.250 7.250 7.250 ft 0.00 0.00 0.00 0.00 0.00 Hem Fir, No,2 Hem Fir, No.2 Hem Fir, No,2 Hem Fir, No.2 Hem Fir, No.2 psi 850.0 850.0 850.0 850.0 850.0 psi 150.0 150.0 150.0 150.0 150.0 ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn Sawn No No No No No Center Span Data Span Dead Load Live Load ft #/ft #/ft 3.50 30.00 50.00 2.50 30.00 50.00 3.50 30.00 50.00 2.50 30.00 50.00 3.50 30.00 50.00 Results Ratio = 0.0477 0.0243 0.0477 0.0243 0.0477 Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable in -k ft psi psi psi psi 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 0.75 1.47 1.25 1.75 0.75 1.25 1.47 1.75 28.5 55.9 28.5 55.9 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK 6.3 172.5 Shear OK Shear OK Shear OK 3.6 6.3 172.5 172.5 3.6 172.5 Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL lbs Ibs lbs Ibs lbs lbs 52.50 87.50 140.00 52.50 87.50 140.00 h 37.50 62.50 100.00 37.50 62.50 100.00 52.50 87.50 140.00 52.50 87.50 140.00 37.50 62.50 100.00 37.50 62.50 100.00 52.50 87.50 140.00 52.50 87.50 140.00 Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio 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 -0.002 ft 1.750 1.250 1.750 1.250 1.750 19,258.1 52,844.2 19,258.1 52,844.2 19,258.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580005 User: KW -0602997, Ver 5.8.0,1 -Dec -2003 (0)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 10014.ecw:Cal culalions Description BLDG B2/B4: GT Reactions [Timber Member Information 1 Timber Section Beam Width in 3.125 3.125 Beam Depth in 15.000 12.000 Le: Unbraced Length ft 0.00 0.00 Timber Grade uglas Fir, 24F - Douglas Fir, 24F - V4 V4 Fb - Basic Allow ' psi 2,400.0 ' 2,400.0 Fv - Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Grid 2 Grid 4 3.125x15 3.125x12 Center Span Data Span ft Dead Load #/ft Live Load #/ft 16.00 12.00 340.00 425.00 340.00 425.00 Results Ratio = 0.9082 0.7983 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 293.76 8.00 2,506.8 2,760.0 Bending OK 166.1 276.0 Shear OK 165.24 6.00 2,203.2 2,760.0 Bending OK 154.2 276.0 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 2,720.00 2,040.00 3,400.00 2,550.00 6,120.00 4,590.00 2,720.00 2,040.00 3,400.00 2,550.00 6,120.00 4,590.00 Deflections Ratio OK Deflection OK imagimso Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio -0.317 605.9 -0.396 484.7 -0.713 8.000 269.3 -0.196 735.3 -0.245 588.3 -0.441 6.000 326.8 Title : Dsgnr: Description : Scope : Date: Job # Rev: 680006 User: KW -0602997, Ver 5.8.0,1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculalions Description BLDG B2/B4: Roof Framing Timber Member Information Timber Section Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7,250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No. Hem Fir, No.2 Hem Fir, No.2 Grid 1 Grid 3 Grid A/E Grid 4 Grld 5 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Fb - Basic AIIow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft Dead Load #/ft Live Load #/ft AnitninelitalantliMINESP 3.50 2.50 3.50 2.50 3.50 240.00 400.00 30.00 50.00 30.00 240.00 50.00 400.00 30.00 50.00 Results Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 11.76 1.75 447.5 1,173.0 Bending OK 50.7 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 6.00 1.25 228.3 1,173.0 Bending OK 28.7 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 420.00 700.00 1,120.00 420.00 700.00 1,120.00 37.50 52.50 62.50 87.50 100.00 140.00 37.50 52.50 62.50 87.50 100.00 140.00 300.00 500.00 800.00 300.00 500.00 800.00 52.50 87.50 140.00 52.50 87.50 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in in in ft -0.007 -0.000 -0.001 -0.002 6,419.4 140,917.9 51,354.9 17,614.7 -0.011 -0.000 -0.001 -0.003 3,851.6 84,550.7 30,812.9 10,568.8 -0.017 -0.001 -0.002 -0.005 1.750 1.250 1.750 1.250 2,407.3 52,844.2 19,258.1 6,605.5 -0.001 51,354.9 -0.001 30,812.9 -0.002 1.750 19,258.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 680006 User: KW -0602097, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Soflware Timber Beam & Joist Page 1 10014.ecw:Calcul atI on s Description BLDG B: L3 Framing (1 of 2) [Timber Member Information Timber Section Beam Width In 3.000 3.000 3.000 0.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 11.250 0.000 7.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Flr, No.2 Hem Flr, No.2 Hem Fir, No.2 GR 1 GR 2 GR D2 GR 4 GR 5 STR XFER 2-2x8 2-2x8 2-2x12 2-2x8 2-2x12 2-2x12 Fb - Basic Allow psi 850.0 850.0 1,000.0 1,000.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 95.0 95.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.150 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @X ft #/ft #/ft #/ft #/ft ft ft lbs lbs ft 2.50 3.50 4.00 2.50 3.50 3.50 16.00 20.00 53.30 130.00 50.00 20.00 53.30 130.00 50.00 120.00 320.00 20.00 53.30 130.00 50.00 20.00 53.30 130.00 50.00 120.00 320.00 15.00 40.00 210.00 560.00 1.500 Results Ratio = 0.0770 0.1510 0.2207 0.0000 0.1510 0.1503 0.5320 Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable in -k ft psi psi psi psi 2.37 1.25 90.4 1,173.0 Bending OK 11.4 172.5 Shear OK 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK 10.56 2.00 166.9 1,000.0 Bending OK 21.0 95.0 Shear OK 0.00 0.00 0.0 0.0 Bending OK 0.0 0.0 Shear OK 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK 8.08 1.75 127.8 850.0 Bending OK 16.2 150.0 Shear OK 28.62 6.66 452.2 850.0 Bending OK 48.4 150.0 Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL lbs lbs lbs lbs lbs lbs 187.50 129.12 316.62 187.50 129.12 316.62 262.50 180.77 443.27 262.50 180.77 443.27 240.00 640.00 880.00 240.00 640.00 880.00 0.00 0.00 0.00 0.00 0.00 0.00 262.50 180.77 443.27 262.50 180.77 443.27 210.00 560.00 770.00 210.00 560.00 770.00 310.31 827.50 1,137.81 139.69 372.50 512.19 Deflections Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK -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 -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 -0.002 -0.007 -0.004 • 0.000 -0.007 -0.003 -0.244 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 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014,ecw:Calculallons Description BLDG B: L3 Framing (2 of 2) Climber Member Information Timber Section Beam Width in 5.500 5.125 3.000 Beam Depth in 7.500 7.500 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir, 24F - Hem Fir, No,2 Larch, No.2 V4 Fb - Basic Allow psi 900.0 2,400:0 850.0 Fv - Basic Allow psi 180.0 240.0 150.0 Elastic Modulus ksi 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 Member Type Sawn GluLam Sawn Repetitive Status No No No A/E2 q/E3 A/E 6x8 5.125x7.5 2-2x8 Center Span Data Span ft Dead Load #/ft Live Load #/ft Dead Load #/ft Live Load #/ft Start ft End ft 5.00 150.00 400.00 8.00 2.00 180.00 480.00 150.00 400.00 250.00 250.00 Results Ratio = 0.4444 0.5495 0.2044 Mmax @ Center in -k 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 fv : Actual Fv : Allowable psi psi Bending OK Bending OK Bending OK 37.6 87.4 29.0 180.0 240.0 172.5 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 375.00 1,000.00 1,375.00 375.00 1,000.00 1,375.00 720.00 400.00 1,920.00 650.00 2,640.00 1,050.00 720.00 400.00 1,920.00 650.00 2,640.00 1,050.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl L/Defl Ratio Center LL Defl In L/Defl Ratio Center Total Defl in Location ft L/Defl Ratio -0.007 8,800.2 -0.018 3,300.1 -0.025 2.500 2,400.1 -0.051 -0.001 1,876.9 20,642.3 -0.136 -0.002 703.8 12,702.9 -0.188 -0.003 4.000 1.000 511.9 7,863.7 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculallons Description BLDG B: L2 Framing (1 of 2) Climber Member Information Timber Section Beam Width in Beam Depth In Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status GR 1 2x12 GR 2 6x8 1.500 5.500 11.250 7.500 0.00 0.00 Hem Fir, No.2 Douglas Flr - Larch, Nn.2 850.0 900.0 150.0 180.0 1,300.0 1,600.0 1.150 1.000 Sawn Sawn Repetitive No GR E2 2.5 STR XFER GR E 2-2x12 2-2x12 2-2x12 2-2x12 6x8 3.000 3.000 3.000 3.000 5.500 11.250 11.250 11.250 11.250 7.500 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 850.0 850.0 1,000.0 1,000.0 900.0 150.0 150.0 95.0 95.0 180.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 1.600 1.000 1.000 1.000 1.000 Sawn Sawn Sawn Sawn Sawn No No No No No Center Span Data Span Dead Load Live Load Point #1 DL LL @ X ft #/ft #/ft lbs lbs ft 4.00 20.00 53.30 3.50 570.00 465.00 4.00 20.00 53,30 16.00 37.50 100.00 3.50 120.00 320.00 16.00 15.00 40.00 210.00 560.00 1.500 3.50 165.00 440.00 Cantilever Span Span ft 2.00 2.00 2.00 Uniform Dead Load #/ft 20.00 20.00 20.00 Uniform Live Load Point #1 DL #/ft lbs 53.30 320.00 53.30 53.30 LL lbs 150.00 3,270.00 @ X ft 2.000 2.000 Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 Mmax @ Center WINISIMERIMEINIEF in -k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 @ X = ft 0.00 1.75 1.86 8.00 1.75 6.66 1.75 Mmax @ Cantilever in -k -13.04 0.00 -80.24 -1.76 0.00 0.00 0.00 fb : Actual psi 412.1 368.8 1,268.0 830.6 127.8 452.2 215.6 Fb : Allowable psi 1,124.1 900.0 1,360.0 850.0 1,000.0 1,000.0 900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 48.8 42.7 148.9 43.8 16.2 48.4 24.9 Fv : Allowable psi 172.5 180.0 240.0 150.0 95.0 95.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs -130.00 997.50 30.00 297.50 210.00 310.31 288.75 LL lbs 106.60 813.75 -1,555.05 800.00 560.00 827.50 770.00 Max. DL+LL lbs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 @ Right End DL lbs 570.00 997.50 90.00 342.50 210.00 139.69 288.75 LL lbs 464.85 813.75 5,144.85 913.26 560.00 372.50 770.00 Max. DL+LL lbs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Dell UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl in Location ft UDefl Ratio In in 0.005 10,146.9 0.002 25,855.6 0.007 2.400 7,303.4 -0.006 6,751.7 -0.005 8,276.3 -0.011 1.750 3,718.4 -0.000 463,567.3 0.025 1,933.0 0.025 2.320 1,939.9 -0.117 1,639.6 -0.319 602.5 -0.436 8.000 440.6 -0.001 59,039.4 -0.002 22,139.8 -0.003 1.750 16,101.7 -0.054 3,552.6 -0.144 1,332.2 -0.198 7.680 968.9 -0.002 23,324.2 -0.005 8,746.6 -0.007 1.750 6,361.2 Title : Dsgnr: Description : Scope: Date: Job # Rev: 580006 User: KW -0602997, Ver 5.6.0, 1 -Dec -2003 _(c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 2 10014.ecw:Cal culatlons Description BLDG B: L2 Framing (1 of 2) Cantilever DL Dell in Cantilever LL Defi in Total Cant. Defl in UDefl Ratio -0.019 -0.010 -0.029 1,645.2 -0.000 -0.098 -0.098 488.4 0.046 0.122 0.168 285.5 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User:KW-0602997,Ver 5.8.0,1 -Dec -2003 Timber Beam & Joist (c)1083-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Page 1 10014.ecw:Calculallons [Timber Member Information GR 3.7 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 3.000 5.125 5.125 Beam Depth in 12.000 11.250 13.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade ugtas Fir, 24F - Hem Fir, No.2 Douglas Fir, 24F - Douglas Fir, 24F - V4 V8 V8 Fb - Basic Allow psi 2,400:0 850.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 150.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,300.0 1,700.0 1,700.0 Load Duration Factor 1.000 1.150 1.300 1.150 Member Type GluLam Sawn GluLam GluLam Repetitive Status No No No No enter Span Data Span Dead Load Live Load Point #1 DL LL @ X Point #2 DL LL @ X Point #3 DL LL @ X ft #/ft #/ft lbs lbs ft lbs lbs ft lbs lbs ft 19.50 45.00 120.00 4.00 20.00 53.30 16.50 20.00 53.30 2,040.00 2,550.00 6.500 665.00 2,203.00 6.500 1,200.00 6.500 16.50 20.00 53.30 2,040.00 2,550.00 6.500 665.00 2,203.00 6.500 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 250.00 Uniform Live Load Point #1 DL #/ft lbs 118.30 LL lbs 1,200.00 @ X ft 2.000 Results Ratio = 0.5228 0.6085 0.8988 0.8844 Mmax @ Center in -k 94.11 0.04 436.53 380.00 @ X = ft 9.75 0.29 6.53 6.53 Mmax @ Cantilever in -k 0.00 -37.64 0.00 0.00 fb : Actual psi 1,254.8 594.8 2,804.2 2,441.0 Fb : Allowable psi 2,400.0 977.5 3,120.0 2,760.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 58.2 71.0 125.1 109.3 Fv : Allowable psi 240.0 172.5 312.0 276.0 Shear OK Shear OK Shear OK Shear OK eactions @ Left End DL 4P lbs 438.75 -85,00 1,804.39 1,804.39 LL lbs 1,170.00 -552.55 4,047.60 3,320.33 Max. DL+LL lbs 1,608.75 -637.55 5,852.00 5,124.72 @ Right End DL lbs 438.75 665.00 1,230.61 1,230.61 LL lbs 1,170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL lbs 1,608.75 2,867.35 4,015.45 3,542.72 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Title : Dsgnr: Description : Scope: Date: Job # Rev; 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Description BLDG B: L2 Framing (2 of 2) Center DL Defl In -0.181 0,002 -0.249 -0.249 UDefl Ratio 1,294.7 28,644.9 794.4 794.4 Center LL Defl in -0.482 0.009 -0.557 -0.455 UDefl Ratio 485.5 5,072.6 355.4 435.3 Center Total Defl In -0.663 0,011 -0.806 -0.704 Location ft 9.750 2.336 7.788 7.788 UDefl Ratio 353.1 4,309.6 245.5 281.2 Cantilever DL Defl in -0.006 Cantilever LL Defl in -0.038 Total Cant. Defl in -0.044 UDefl Ratio 1,079.2 Page 2 10014.ecw:C alcul etl ons Title : Dsgnr: Description : Scope : Dato: Job # Rev: 680006 User: KW -0602997, Ver 5,8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014,ecw: Ca l c u l a llon s Description BLDG B: Deck Framing Timber Member Information Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status 1st 2x10 1.500 9.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.000 Sawn Repetitive jst 2x10 1.500 9.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.000 Sawn No bm 6x8 5.500 7.500 0.00 Douglas Fir - Larch, No.2 900,0 180.0 1,600.0 1.000 Sawn No Center Span Data Span Dead Load Live Load ft #/ft #/ft 4.00 20.00 53.30 2.00 20.00 53.30 8.00 125.00 333.00 Cantilever Span Span 3.00 3.00 2.00 Uniform Dead Load #/ 20.00 20.00 125.00 Uniform Live Load #/ 53.30 53.30 333.00 Results Ratio = 0.1721 0.1979 0.9154 Mmax @ Center in -k 1.26 0.07 42.48 @ X = ft 1.70 0.38 3.94 Mmax @ Cantilever in -k -3.96 -3.96 -10.99 fb : Actual psi 185.0 185.0 823.9 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK fv : Actual psi 18.7 19.7 60.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 17.50 -25.00 468.75 LL lbs 106.60 -66.62 1,332.00 Max. DL+LL lbs 124.10 -91.62 1,800.75 @ Right End DL lbs 122.50 125.00 781.25 LL lbs 326.46 333.12 2,081.25 Max. DL+LL lbs 448.96 458.12 2,862.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl in Location ft UDefl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl In UDefl Ratio in in 0.000 113,250.3 -0.002 20,108.6 -0.002 1.856 22,985.7 -0.005 -0.014 -0.020 3,629.1 0.000 93,648.8 0.001 35,140.3 0.001 1.192 25,552.2 -0.005 -0.013 -0.018 4,036.0 -0.032 3,031.1 -0.099 967.8 -0.131 3.968 733.7 0.021 0.056 0.077 625.2 1 1 Title : Dsgnr: Description : Scope : Date: Job # L( Rev: 580006 L( Kw-0602997. Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist c)1983.2003 ENERCALC Engineering Software Description CODE MAX JOIST SPANS LL=40PSF Page 1 10014.ecw:Ca Iculallons Timber Member Information Timber Section Beam Width In 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fir, No.2 Hem Flr, No.2 16" OC , 12" OC 8" OC 2x12 2x12 2x12 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span ft Dead Load #/ft Live Load #/ft 16.75 19.25, 23:50 20.00 15.00 10.00 53.30 40.00 26.70 Results Ratio = 0.9974 0.9884 0.9829 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 30.85 8.37 974.9 977.5 Bending OK 48.9 150.0 Shear OK 30.57 9.62 966.2 977.5 Bending OK 42.5 150.0 Shear OK 30.40 11.75 960.8 977.5 Bending OK 35.6 150.0 Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL lbs lbs lbs lbs lbs lbs 167.50 446.39 613.89 167.50 446.39 613.89 144.37 385.00 529.37 144.37 385.00 529.37 117.50 313.72 431.22 117.50 313.72 431.22 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Deft UDefl Ratio Center Total Defl Location UDefl Ratio In In In ft -0.153 1,312.9 -0.408 492.7 -0.561 8.375 358.2 -0.200 1,153.3 -0.534 432.5 -0.734 9.625 314.5 -0.297 950.9 -0.792 356.1 -1.088 11.750 259.1 Title : Dsgnr: Description Scope : Date: Job # Rev: 580008 User: KW -0602997, Ver 6.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Description CODE MAX JOIST SPANS LL=30PSF Page 1 10D14.ecw:Ca I Gula Bons Timber Member Information imnimaimentatemmi 16" OC 12" OC 8" OC Timber Section 2x12 2x12 2x12 Beam Width In 1.500 1,500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem 8r, No.2 Hem Fir, 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 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span Dead Load Live Load ft 18.50.. 21.25 25.75 #/ftl 20.00 #/ft 40.00 15.00 30.00 10.00 20.00 Results Mmax @ Center @X= fb : Actual Fb : Allowable Ratio = 0.9959 0.9855 0.9647 in -k ft psi psi fv : Actual psi Fv : Allowable psi 30.80 9.25 973.5 977.5 Bending OK 44.6 150.0 Shear OK 30.48 10.62 963.3 977.5 Bending OK 38.8 150.0 Shear OK 29.84 12.87 943.0 977.5 Bending OK 31.9 150.0 Shear OK Reactions @ Left End DL lbs 185.00 159.37 LL lbs 370.00 318.75 Max. DL+LL lbs 555.00 478.12 @ Right End DL lbs LL lbs Max. DL+LL lbs 185.00 370.00 555.00 159.37 318.75 478.12 128.75 257.50 386.25 128.75 257.50 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio -0.228 974.5 -0.456 487.2 -0.683 9.250 324.8 -0.297 -0.428 857.3 722.8 -0.595 -0.855 428.7 361.4 -0.892 -1.283 10.625 12.875 285.8 240.9 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0802997, Ver 5,8,0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description BLDG C: Roof Framing Timber Beam & Joist Page 1 10014.ecw:Calculall on s Timber Member Information Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow ps Fv - Basic Allow ps Elastic Modulus ks Load Duration Factor Member Type Repetitive Status Grid 1 Grld 2 Grid 5 Grid 6 Grld 5 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 3.000 3.000 3.000 3,000 3.000 7.250 7.250 7.250 7.250 7.250 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Flr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Flr, No.2 850.0 850.0 850.0 850.0 850.0 150.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn Sawn No No No No No Center Span Data Span Dead Load Live Load ft #/ft #/ft 3.50 30.00 50.00 2.50 30.00 50.00 2.50 30.00 50.00 3.50 240.00 400.00 3.50 30.00 50.00 Resu Its Ratio = 0.0477 0.0243 0.0243 0.3815 0.0477 Mmax @ Center @X= fb : Actual Fb : Allowable in -k ft psi psi fv : Actual psi Fv : Allowable psi 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 11.76 1.75 447.5 1,173.0 Bending OK 50.7 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL LL Max. DL+LL Deflections lbs lbs lbs 52.50 87.50 140.00 52.50 87.50 140.00 37.50 62.50 100.00 37.50 62.50 100.00 37.50 62.50 100.00 37.50 62.50 100.00 420.00 700.00 1,120.00 420.00 700.00 1,120.00 52.50 87.50 140.00 52.50 87.50 140.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio -0.001 -0.000 -0.000 -0.007 -0.001 51,354.9 140,917.9 140,917.9 6,419.4 51,354.9 -0.001 -0.000 -0.000 -0.011 -0.001 30,812.9 84,550.7 84,550.7 3,851.6 30,812.9 -0.002 -0.001 -0.001 -0.017 -0.002 1.750 1.250 1.250 1.750 1.750 19,258.1 52,844.2 52,844.2 2,407.3 19,258.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5,8.0, 1 -Des -2003 (c)1983.2003 ENERCALC Engineering Software Timber Beam & Joist Description BLDG C; L3 Framing (1 of 2) Page 1 10014. ecw:Calcu latl ons Timber Member Information GR 1 GR 2 GR D2 GR D3 GR D4 GR 5 GR 6 Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow ps Fv - Basic Allow ps Elastic Modulus ks Load Duration Factor Member Type Repetitive Status 2-2x8 2-2x8 6x8 2x12 2x12 2-2x8 2-2x8 3.000 3.000 5.500 1.500 1.500 3.000 3.000 7.250 7.250 7.500 11.250 11.250 7.250 7.250 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 850.0. 850.0 85.0.0. 850.0 850.0 850.0 850.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.000 1.000 1.000 1.150 1.150 Sawn Sawn Sawn Sawn Sawn Sawn Sawn No No No No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End ft #/ft #/ft #/ft #/ft ft ft 2.50 3.50 5.50 4.50 4.00 2.50 3.50 20.00 53.30 130.00 50.00 20.00 53.30 130.00 50.00 165.00 165.00 165.00 130.00 440.00 440.00 440.00 50.00 20.00 53.30 130.00 50.00 Results Ratio = 0.0770 0.1510 0.6264 0.6833 0.5399 0.0547 0.1510 Mmax @ Center @X= fb : Actual Fb : Allowable in -k ft psi psi 2.37 1.25 • 90.4 1,173.0 Bending OK fv : Actual psi 11.4 Fv : Allowable psi 172.5 Shear OK 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK 27.45 2.75 532.4 850.0 Bending OK 46.9 150.0 Shear OK 18.38 2.25 580.8 850.0 Bending OK 70.7 150.0 Shear OK 14.52 2.00 458.9 850.0 Bending OK 57.6 150.0 Shear OK 1.69 1.25 64.2 1,173.0 Bending OK 8.1 172.5 Shear OK 4.65 1.75 177.1 1,173.0 Bending OK 20.1 172.5 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 187.50 262.50 453.75 371.25 330.00 129.12 180.77 1,210.00 990.00 880.00 316.62 443.27 1,663.75 1,361.25 1,210.00 162.50 62.50 225.00 262.50 180.77 443.27 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl In Location ft UDefl Ratio -0.001 -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 28,183.6 10,271.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 -0.001 -0.003 -0.036 -0.018 -0.011 -0.000 -0.003 40,924.8 14,914.3 1,831.4 3,077.7 4,382.2 84,550.7 14,914.3 -0.002 -0.007 -0.050 -0.024 -0.015 -0.001 -0.007 1.250 1.750 2.750 2.250 2.000 1.250 1.750 16,689.8 6,082.3 1,331.9 2,238.4 3,187.0 23,486.3 6,082.3 Title : Dsgnr: Description : Scope: Date: Job # Rev: 580008 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Sollware Timber Beam & Joist Description BLDG C: L3 Framing (2 of 2) Page 1 10014.ecw:Cal culallons [Timber Member InformationIsszsmouggagememea GR El GR E2 GR E3.5 GR E4 Timber Section 2-2x8 2-2x12 3.2x12 2-2x8 Beam Width in 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Flr, No,2 Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status 850.0 850.0 850.0 850.0 150.01 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn No No No No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End 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 ft ft Results Mmax @ Center @X= fb : Actual Fb : Allowable Ratio = 0.3436 0.6850 0.9341 0.4948 in -k 10.59 42.37 95.34 ft 1.25 2.50 3.75 15.25 1.50 psi 403.1 669.6 1,004.4 580.5 psi 1,173.0 977.5 1,075.3 1,173.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 79.4 94.4 70.1 Fv : Allowable psi 172.5 172.5 172.:5 172.5 Shear OK Shear OK Shear OK Shear OK Reactions arnillairiCZW VIM @ Left End DL lbs 537.50 1,075.00 1,612.50 645.00 LL lbs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL lbs 1,412.50 2,825.00 4,237.50 1,695.00 @ Right End DL lbs LL lbs Max. DL+LL lbs 537.50 1,075.00 1,612.50 645.00 875.00 1,750.00 2,625.00 1,050.00 1,412.50 2,825.00 4,237.50 1,695.00 Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio In in in ft Ratio OK Deflection OK Deflection OK Deflection OK -0.003 9,831.5 -0.005 6,039.3 -0.008 1.250 3,741.2 -0.013 -0.044 -0.006 4,591.7 2,040.8 5,689.5 -0.021 -0.072 -0.010 2,820.6 1,253.6 3,495.0 -0.034 -0.116 -0.017 2.500 3.750 1.500 1,747.3 776.6 2,165.0 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0802997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Cal cula lion Description BLDG C: L2 Framing [ imber Member Information damingemeinmegral jst D GR 3 GR D E GR 4 GR 5 JST 4-6 Timber Section Beam Width In 3.000 4.500 5.500 5.500 5.125 Beam Depth in 11.250 11.250 7.500 11.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Douglas FN- Douglas Fir, 24F - Larch, No.2 Larch, No.2 V4 850.0 900.0 900.0 2,400.0 150.0 180.0 180.0 240.0 1,300.0 1,600.0 1,600.0 1,800.0 1.000 1.000 1.000 1.000 Sawn Sawn Sawn GluLam No No No No 2-2)(12 3-2x12 6x8 6x12 5.125x13.5 Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status psi 850.0 psi 150.0 ksi 1,300.0 1.000 Sawn No 2x12 1.500 11.250 0.00 Hem Fir, No.2 850.0 150,0 1,300.0 1.000 Sawn No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End ft #/ft #/ft #/ft #/ft ft ft 5.50 20.00 53.30 18.00 45.00 120.00 4.00 165.00 440.00 165.00 440.00 18.00 45.00 120.00 17.50 435.25 315.00 4.00 20.00 53.30 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #/ft Point #1 DL LL @X lbs lbs ft 2.00 500.00 650.00 2.00 20.00 53.30 326.70 120.00 2.000 Results Ratio = 0.5131 0.9035 0.6258 0.7350 0.9225 0.4640 Mmax @ Center in -k @X= ft Mmax @ Cantilever in -k fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 0.03 80.19 29.04 80.19 344.65 0.00 0.26 9.00 2.00 9.00 8.75 0.00 -27.60 0.00 0.00 0.00 0.00 -12.48 436.1 844.8 563.2 661.5 2,213.9 394.4 850.0 935.0 900.0 900.0 2,400.0 850.0 Bending OK Bending OK Bending OK Bending OK Bending OH Bending OK 55.2 39.4 60.5 31.6 124.1 46.7 150.0 150.0 180.0 180.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OH Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs -126.82 405.00 660.00 405.00 3,808.44 -133.35 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 1,236.82 405.00 660.00 405.00 3,808.44 580.05 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 2,919.76 1,485.00 2,420.00 1,485.00 6,564.68 999.90 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio In 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 0.007 -0.408 -0.016 -0.254 -0.351 0.001 9,242.9 529.0 2,929.8 850.0 597.5 34,153.1 0.014 -0.561 -0.023 -0.349 -0.837 0.006 3.278 9.000 2.000 9.000 8.750 2.400 4,880.7 384.7 2,130.7 618.2 250.9 7,722.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 _ (0)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 2 10014.ecw:Calculallons Description BLDG C: L2 Framing Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in LIDefl Ratio -0.016 -0.020 -0.036 1,321.2 -0.020 -0.008 -0.028 1,725.4 Title : Dsgnr: Description : Scope : Date: Job # Rev: 560006 User: KW -0602997, Ver 5.8.0,1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014. ecw: C ei c ul a tl on s Description BLDG C: Deck Framing [limber Member Information jst Jst bm Timber Section 2x10 2x10 6x8 Beam Width In 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive No No LCenter 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 Uniform Dead Load Uniform Live Load ft #/ft #/ft 2.00 20.00 53.30 2.00 20.00 53.30 1.50 125.00 333.00 Results Ratio = 0.1131 0.0880 0.8203 Mmax @ Center in -k 2.51 0.76 38.07 @ X = ft 2.40 -1.32 4.22 Mmax @ Cantilever in -k -1.76 -1.76 -6.18 fb : Actual psi 117.5 82.2 738.3 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 42.00 133.25 175.25 16.67 399.96 79.95 1,109.25 96.62 1,509.21 98.00 83.33 620.54 261.17 222.08 1,652.82 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in UDefl Ratio -0.001 44,186.7 -0.006 10,295.6 -0.007 2.460 8,360.0 0.000 0.001 0.002 27,379.8 0.000 -0.034 562,653.4 3,029.8 -0.001 -0.099 47,664.8 1,029.4 -0.001 -0.133 1.416 4.250 48,711.9 768.4 -0.001 0.017 -0.003 0.046 -0.004 0.063 12,992.4 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.467 (Ss, Site Class B) 1.0 0.505 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa =1.0 ,Fv =1.5 Period Sa (sec) (g) 0.2 1.467 (SMs, Site Class D) 1.0 0.757 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SDI = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv =1.5 Period Sa (sec) (g) 0.2 0.978 (SDs, Site Class D) 1.0 0.505 (SD1, Site Class D) SHEET TITLE: CT PROJECT # : IBC SEISMIC OVERVIEW 2015 IBC SEISMIC OVERVIEW 10014 - Oster>y Park - Buddlng B Step # 1. OCCUPANCY CATEGORY TYPE = 2. IMPORTANCE FACTOR 3. Site Class - Per Geo. Engr. 4. 0.2 Sec. Spectral Response 5. 1,0 Sec. Spectral Response 6. Site Coefficient (short period) 7. Site Coefficient (1.0 second) SMS= Fa * Ss SM, = Fv * Si .SDS= 2/3 * SMS SD1=2/3*SMI 8. Seismic Design Category 0.2s 9. Seismic Design Category 1.0s 10. Seismic Design Category 11.(N&S) Wood structural panels 12.(N&S) Response Modification Coef. 13.(N&S) Overstrength Factor 14.(N&S) Deflection Amplification Factor 11.(E&W) Wood structural panels 12.(E&VV) Response Modification Coef. 13.(E&W) Overstrength Factor 14.(E&W) Deflection Amplification Factor 15. Plan Structural Irregularities 16. Vertical Structural Irregularities 17. Permitted Procedure 2015 IBC Table 1604.5 ASCE 7-10 Table 1.5-1 IE = .00 Section 1613.1 -> ASCE Table 1.5-2 S.C. = D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 Ss= 1.47 Figure 1613.3.1(1) Figure 22-1 Si = 0.51 Figure 1613.3.1(2) Figure 22-2 Latitude = 47.47 N Longitude = -122.29 W http_ t/earthquakeusg s. gavldesig nmapstus/application.php http://earthquake_usgs,go ihazardsl Fa = 1.00 Fv = 1.50 SMs= 1.47 SM, = 0.76 SDS= 0.98 SD, = 0.51 SDCs = 0 SDC,= D SDC= D R= 6.5 Seo 3.0 CD='4.0 R= : 6.5 ilo 3.0 CD=.4.0 No Equv. Lateral Force Page 1 Figure 1613.5.3(1) Figure 1613.5.3(2) EQ 16-37 EQ 16-38 EQ 16-39 EQ 16-40 Table 1613.5.6(1) Table 1613.5.6(2) Max. N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Table 11.4-1 Table 11.4-2 EQ 11.4-1 EQ 11.4-2 EQ 11.4-3 EQ 11.4-4 Table 11.6-1 Table 11.6-2 Max. Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.2-1 Table 12.3-1 Table 12.3-2 Table 12.6-1 front to back side to side SHEET TITLE: CT PROJECT # : IBC EQUIV. LAT. FORCE N&S N&S: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 10014 - Osterly Park - Building B Sos = Sot = R= IE =- St St = Cs = SDS / (R/IE) C5 = Sot / (T*(R/IE)) Cs = (Sio* TL)/ (Tz*(R/IE)) Cs = 0.044 * SDS• IE > 0.01 Cs = (0.5 St)/(R/IE) 0.98 0.51 6.5 1.0 0.51 (for T<Ti) (for T>Ti) CONTROLLING DESIGN BASE SHEAR = hn = x Ct T= k= 26.00 (ft) 0.75 ASCE 7 (Table 12.8-2) 0.020 ASCE 7 (Table 12.8-2) 0.230 ASCE 7 (EQ 12.8-7) 1 ASCE 7 (Section 12.8.3) TL = 6 ASCE 7 (Section 11.4.5: Figure 22-12) 0.150 W 0.337 W 0.000 W 0.010 W 0.039 W 0.150 W ASCE 7 (EQ 12.8-2) ASCE 7 (EQ 12.8-3) (MAX.) ASCE 7 (EQ 12.8-4) (MAX.) ASCE 7 (EQ 12.8-5) (MIN.) ASCE 7 (EQ 12.8-6) (MIN.if St> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CV = DIAPHR. Story Elevation Height AREA DL w w * hk * hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) ?'w * hk Vi DESIGN Vi Roof - 3rd (Upper) 8.00 2nd (Main)9.00 1st (SOG) 9.00 26.00 18.00 0.00 0.00 26.00 1575 0.020` 31.5 819.0 18.00 1364 0.025 34.1 613.8 9.00 1364 0.025 34.1 306.9 SUM = 99.7 1739.7 E = V = 15.00 (LRFD) 0.7 E = 10.50 (ASD) 0.47 4.94 4.94 0.35 3.70 8.65 0.18 1.85 10.50 1.00 10.50 DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F1 ` w Fpx = _ F; * wo, 0.4 * Sos* IE * wp 0.2 * Sos* IE * wp LEVEL (kips) (kips) (kips) .'w Fax Max. Fpx Min. Roof 3rd (Upper) 2nd (Main) 1st (SOG) 4.94 3.70 1.85 EF; w (kips) (kips) 4.94 8.65 10.50 31.5 34.1 34.1 31.5 6.16 65.6 6.67 99.7 6.67 4.94 4.50 3.59 12.32 13.34 13.34 6.16 6.67 6.67 Page 2 SHEET TITLE: IBC EQUIV. LAT. FORCE E&W E&W: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT # : 10014 - Osterly Park - Building B SDS = SD1 = R= IE = S1= Cs = SDS/ (R/IE) Cs = SD1 / (T*(R/IE)) Cs = (SDI * TL)/ (T2*(R/IE)) Cs=0.044* SDS•IE >0.01 Cs = (0.5 S1)/(R/IE) 0.98 0.51 6.5 1.0 0.51 (for T<TL) (for T> TL) CONTROLLING DESIGN BASE SHEAR = h,, = x= G= T= k 30.00 (ft) 0.75 ASCE 7 (Table 12.8-2) 0.020 ASCE 7 (Table 12.8-2) 0.256 ASCE 7 (EQ 12.8-7) 1 ASCE 7 (Section 12.8.3) TL= 6 ASCE 7 (Section 11.4.5: Figure 22-12) 0.150 W 0.303 W 0.000 W 0.010 W 0.039 W 0.150 W ASCE 7 (EQ 12.8-2) ASCE 7 (EQ 12.8-3) (MAX.) ASCE 7 (EQ 12.8-4) (MAX.) ASCE 7 (EQ 12.8-5) (MIN.) ASCE 7 (EQ 12.8-6) (MIN.if SI> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = w w */7/` * hxk DESIGN SUM DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h, (ft) (sqft) (ksf) Roof - 30.00 3rd (Upper) 10.00 20.00 2nd (Main) 10.00 10.00 est (SOG) 10.00 0.00, 30.00 1575 20.00 1364 10.00 1364 (kips) (kips) Ew * hk Vi DESIGN Vi 0, 020 31.5 945.0 0.48 5.04 5.04 0.025 34.1 682.0 0.35 3.64 8.68 0.025 34.1 341.0 0.17 1.82 10.50 SUM = 99.7 1968.0 1.00 10.50 E = V = 15.00 (LRFD) 0.7 E = 10.50 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 DIAPHR. F; Z F, w ?' w LEVEL (kips) (kips) (kips) (kips) Roof 5.04 5.04 31.5 31.5 3rd (Upper) 3.64 8.68 34.1 65.6 2nd (Main) 1.82 10.50 34.1 99.7 1st (SOG) Design Fpx = (kips) 6.16 6.67 6.67 (EQ 12.10-1) F, = EF, *wg 0.4*Sips* IE*Wp >'w F, Max. 5.04 4.51 3.59 12.32 13.34 13.34 0.2 * SDS* IE * Wp Fpx Min. 6.16 6.67 6.67 Page 3 ASCE 7-10 WIND PART 2 SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28.6, PART 2 CT PROJECT # : 10014 - Osterly Park - Building B N -S E -W F$ S -S 20121BC ASCE 7-10 Ridge Elevation. (ft) = 37.00 37.00. ft. Roof Plate Ht. = 26.00 26.00 Roof Mean Ht. = 31.50 31.50 ft. - - Building Wrdth = 44.0 34.0 ft. V ult. Wind Speed oses czar- i't1. i tG mph Figure 1609 Fig. 26.5-1A thru C V asd. Wnd Speed85 85 mph (EQ 16-33) Exposure= B - B Section 26.7.3 ks = 1.0 NIA Table 1.5.2 Roof Type= _Ga PS.10 A = j 24 1" -e 24.1.. psf (LRFD) Figure 28.6-1 psaoe = 4.9 3.9 psf (LRFD) Figure 28.6-1 pseoc= 17.4. 17A psf (LRFD) Figure 28.6-1 pssoo= 4 4.0 psf (LRFD) Figure 26.6-1 1OC Figure 28.6-1 Kai = 1.00 ^^ Section 26.8 windward/lee= 1.00 1.00 (End Unit) A • Kn • Iw ` windward/lee : 1.00 1.00 Kzt • I* puo = (Eq. 28.6-1) psu = 24.10 24.10 psf (LRFD) (Eq. 28.6-1) pee = 3.90 3.90 psf (LRFD) (Eq. 28.6-1) psc = 17.40 17.40 psf (LRFD) (Eq. 28.6-1) PSo= 4.00 4.00 psf (LRFD) (Eq. 28.6-1) PS A ane targe= 20.8 20.8 pst (LRFD) pse= 4.0 4.0 psf (LRFD) a= 3.4 3.4 2a= 6.8 6.8 width - 2`2a= 30.4 20.4 Figure 28.6-1 (Front -Back (End Unit) windward/lee= 1.09 1.00 MAIN WIND - METHOD 1 PER ASCE 7-05 Areas (N -S) 7:.00.. 0.50 Areas (E -W) .1.00 0.00 (N -S) 16 psf min. (E -W) 16 psf min. Wind (N -S) (LRFD) Wind (E -W) (LRFD) DIAPHR. Story Elevation Height AA Aa Ac AD AA As Ac AD wind(LRFDjwind(LRFD) WIND SUM NAND SUM LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. R) per 28.4.4 per 28.4.4 Vi (N -S) V (N -S) Vi (E -W) V (E -W) 37.00 11.0 0 149.6 0 167.2 0 149.6 0 112.2 Roof - 26.00 26.00 4.0 54.4 0 121.6 0 54.4 0 81.6 0 7.9 6.4 4.68 4.68 3.76 3.76 3rd (Upper) 8.00 18.00 18.00 8.5 115.6 0 258.4 0 115.6 0 173.4 0 6.0 4.6 7.28 11.96 5.80 9.57 2nd (Main) 9.00 9.00 9.00 9.0 122.4 0 273.6 0 122.4 0 183.6 0 6.3 4.9 7.71 19.67 6.14 15.71 1st (SOG) 9.00 0.00 As= 1263 As= 992.8 20.2 ki•s LRFD 15.9 ki•s LRFD V (n -s)= 19.67 ki.s V (e -w)= 15.71 ki•s Page 4 SHEET TITLE: CT PROJECT # : ASCE 7-10 Wind Summary MAIN WIND FORCE RESISTING SYSTEM - LOADS FROM ASCE 7-10 CHAPTER 28, PART 1 (or) SEAW RAPID SOLUTION 10014 - Osterly Park - Building B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND Wind (N -S) Wind (E -W) Wind (E -W) (LRFD) DESIGN SUM Vi (E -W) V (E -W) 6.36 6.36 4.62 10.99 4.90 15.88 V (e -w)= 15.88 kips(LRFD) Min/Part 2 (Max.) Min/Part 2 (Max.) Wind (N -S) (LRFD) Wind (E -W) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N -S) V (N -S) Vi (E -VV) V (E -VV) Vi (N -S) V (N -S) Vi (E -W) V (E -vv) Roof - 26.00 26.00 0,00 0.00 0.00 0.00 7.88 7.88 6.36 6.36 3rd (Upper) 8.00 18.00 18.00 0.00 0.00 0.00 0.00 5.98 13.87 4.62 10.99 2nd (Main) 9.00 9.00 9.00 0.00 0.00 0.00 0.00 6.34 20.20 4.90 15.88 1st (SOG) 9.00 0.00 V (n -s)= 0.00 kips V (e -w)= 0.00 kips V (n -s)= 20.20 kips(LRFD) V (e -w)= 15.88 kips(LRFD) METHOD 2 base shear METHOD 1 base shear = 0.0 ratio 0.0 ratio Page 5 DESIGN WIND - Min./Part 2/Part 1 - ASD DIAPHR. Story Elevation Height LEVEL Height (ft) hi (ft) Roof - 26.00 26.00 3rd (Upper) 8.00 18.00 18.00 2nd (Main) .9.00 9.00 9.00 1st (SOG) .9.00 0.00 Wind (N -S) (LRFD) DESIGN SUM Vi (N -S) V (N -S) 7.88 7.88 5.98 13.87 6.34 20.20 V (n -s)= 20.20 kips(LRFD) Wind (E -W) (LRFD) DESIGN SUM Vi (E -W) V (E -W) 6.36 6.36 4.62 10.99 4.90 15.88 V (e -w)= 15.88 kips(LRFD) Wind (N -S) (ASD) 0sWj DESIGN SUM Vi (N -S) V (N -S) 4.73 4.73 3.59 8.32 3.80 12.12 V (n -s)= 12.12 kips (ASD) Wind (E -W) (ASD) DESIGN SUM Vi (E -W) V (E -W) 3.82 3.82 2.77 6.59 2.94 9.53 V (e -w)= 9.53 kips (ASD) METHOD 2 base shear METHOD 1 base shear = 0.0 ratio 0.0 ratio Page 5 SHEET TITLE: CT PROJECT # : 2012 IBC SHEARWALLS: PER ANSI/AF&PA SDPWS-2008 Table 4.3A 10014 - Osterly Park - Building B SHEATHING THICKNESS NAIL SIZE STUD SPECIES SPECIFIC GRAVITY ANCOR BOLT DIAMETER tsheathing = 7/16" nail size = 0.131" dia. X 2.5` long SPECIES = H -F or SPF '° S.G. = 0.43 Anc. Bolt dia. = 0.625 ASD F.O.S. ='2i? SHEARWALL TYPE Table 4.3A 7/16" w/8d common V seismic (15/32" values per (SDPWS-2008) footnote 2) P6TN P6 P4 P3 P2 2P4 2P3 2P2 N.G. 0 150 520 760 980. 1280 1520 1960 2560 10000 Seismic Table 4.3A V s allowable V wind modify per S. G. (SDPWS-2008) (divide by 2.0 FOS) (for ASD) 1 150 242 353 456 595. 707 911 1190 4650 0 150 730. 065 1370 1790 2130 2740 3580 10000 Wind V w allowable modify per S. G. (divide by 2.0 FOS) (for ASD) 1 150 339 495 637 832 990 1274 1665 4650 GYPSUM THICKNESS NAIL SIZE Response Modification Coef. SHEARWALL TYPE 1/2" w/ 1 1/4" screw Blocked G7 G4 2G7 2G4 tsheathing = 112" nail size = 1 114" long No.6 Type S or W R = 6.5 Table 2306.4.7 V allowable (PER 2009 IBC) Seismic V s allowable modify 125 R>2 not allowed 150 R>2 not allowed 250 R>2 not allowed 300 R>2 not allowed Wind V w allowable R>2 not allowed R>2 not allowed R>2 not allowed R>2 not allowed SHEET TITLE: CT PROJECT # : LATERAL - N 8 S (front to. back) 10014- Osterly Park- Building B Diaph. Level: Roof Panel Height= 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwal1= 2.29 ft. per SDPWS-2008 Seismic V i = 4.94 kips Design Wind N -S V i = 4.73 kips Sum Seismic V i = 4.94 kips Sum Wind N -S V i = 4.73 kips pt= 1.00 Table4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wind Wnd Max. Wall ID T.A. Lwall LDL en. C o w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTC Uner Lisa, OTM R0TM Un„ (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) /: (p11) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + W Ext. A 395 12.0 12.0 1.00 0.15. 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 5.00 0.43 0.43 9.46 6.48 0.26 0.26 0.43 Ext. A 0 5.5 8.0 1.00 G.15 0.00 0.00 0.00 0.00 1.00 1.00 0 -- - 0 0.00 1.53 -0.32 -0.32 0.00 1.98 -0.41 -0.41 -0.32 3.0 1,00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1:00.,.. '119) 0.00 0.0o 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0.0 1.00 ,0.00•. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.:70 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 party 0- 395 12:0 16.0 1.00 0,15 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 6.67 0.28 0.28 9.46 8.64 0.07 0.07 0.28 party 0. 395 120 16.0 1.00 0.15 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 6.67 0.28 0.28 9.46 8.64 0.07 0.07 0.28 a 3'3 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 o.00 o.00 a.00 0.00 a.00 0.00 0.0 ' 0 0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,0 1.00 6.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120 199 0.15 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN. P6TN 99 9.89 5.00 0.43 0.43 9.46 6.48 0.26 0.26 0.43 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0 -- - 0 0.00 1.53 -0.32 -0.32 0.00 1.98 -0.41 -0.41 -0.32 0:0 1.00- 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L 0;0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 • 0:0 •O.G 1,00 GSOO 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 9 9 00 1`.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 93 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 3;0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O '.0:0 0.0 2.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O Dt0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00SO via; floo 0.00 0.00 0.00 0.00 1.00 0.00 D -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. )':39 0.0 1.04- 9.06 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0A 0.0 1.06 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 30 D.0 1.0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O Dia 30 ,1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 iii 0,0 1.'9 am 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 010 0.0 '1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 -- D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0 9 0.0 1.00' ORO 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O OS 0.0 1.00 09)0 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: 1580 59.0 59.0 = L eff. 4.73 0.00 4.94 0.00 LV,,. 4.73 '1Vec 4.94 denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - N 8 S (front to back) 10014 - Osterly Park - Building B Diaph. Level: 3rd (Upper) Panel Height = '6 ft. Max. aspect = SDPWS Table 4.3.4 Min. Lwall = 2.57 ft. per SDPWS-2008 Seismic V i = 3.70 kips Design Wind N -S V i = 3.59 kips Sum Seismic V i = 8.65 kips Sum Wind N -S V i = 8.32 kips pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wnd Max. Wall ID T.A. Lwall L01 en. C o w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTM U„e, IJ ,n OTM ROTM Une, U,,,,. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip). (kip) p (plf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 341 ' 12.t 16.0 1.00 0.25 0.90 1.18 0.93 1.24 1.00 1.00 180 P6 P6 173 19.46 11.11 0.74 1.17 16.64 14.40 0.20 0.46 1.17 Off.1 0.0 "1';00 0.15 000 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 -0.32 0.00 0.00 0.00 -0.41 -0.32 0)3 0.0 too 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . ab 0.0 9.35 0.30 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.0 0.0 tap . am 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:0 3.0, ,A30.- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C 16.0 1.00 57,25: 0.90 1.18 0.93 1.24 1.00 1.00 180 P6 P6 173 19.46 11.11 0.74 1.02 16.64 14.40 0.20 0.27 1.02 a.0 16.0 1:.00 0.25 0.90 1.18 0.93 1.24 1.00 1.00 180 P6 P6 173 19.46 11.11 0.74 1.02 16.64 14.40 0.20 0.27 1.02 0:0 7:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.30. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 9.05 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.0 16.0 1.00 0,25 0.90 1.18 0.93 1.24 1.00 1.00 180 P6 P6 173 19.46 11.11 0.74 1.17 16.64 14.40 0.20 0.46 1.17 0 8,0 ,1.00 0:15 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 -0.32 0.00 0.00 0.00 -0.41 -0.32 9.'00 0.05 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 100 000 000 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 an 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3;0 0.0 ? 0G 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1 u0' , rL 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1:;00 '0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:0 1 7'r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,0 1.00.. 0.30 0.00 0.00 0.00 0.03 1.03 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1,21 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.A 9u0.' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.0f 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: 1364 48.0 48.0 = L eff. 3.59 4.73 3.70 4.94 ZVnny 8.32 L.VEa 8.65 denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - N & S (front to back) 10014- Osterly Park- Building B Diaph. Level: 2nd (Main) Panel Height = 11 ft. Max. aspect= 3.5. SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. per SDPWS-2008 Seismic V i = 1.85 kips Design Wind N -S V i = 3.80 kips Sum Seismic V i = 10.50 kips Sum Wind N -S V i = 12.12 kips pc= 1.00 Table4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Wall ID T.A. Lwall LoL:a . Co w dl V level V abv. V level V abv. 2 /h v i Type Type v i OTM RUN Ueet OTM Ron, U„0t Us�m U HD (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) (sqft) (ft) (ft) 341 12.0 1=0. 1:00 0.25 0,95 2.08 0.46 415 0.00 0.00 0.00 0.0 0.0 :.10_ x:00 0.00 0.00 0.00 40 0,0 '1.0{3 0.00 0.00 0.00 0.00 1 1,0 0:0 1.00 n.nn Qoo 0.00 0.00 O 0.0 0.0 1 01jt n, 00 0.00 0.00 0.00 341 12.0 16.0 1.10 0.25 0.95 2.08 0.46 1341 12.0 '16.0 - 7:OtY 0.25 0.95 2.08 0.46 -, 0,0 0.0 4;00 0.00 0.00 0.00 0.00 0:00 0 3. 30) 0 00 400 0.00 0.00 0.0 0.0 1'a«0 0.00'.. 0.00 0.00 0.00 12.: 16.0 1s 1f! O.2:i 0.95 2.08 0.46 [lb 8,0 _100.. ..0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.3 0.0 1.L0 400 0.00 0.00 0.00 0,0 0.0 1.,00. 0,00 0.00 0.00 0.00 0.0 an 1.00 0.00 0.00 0.00 0.00 at) 0:0 1 o0 0.00 0.00 0.00 0.00 0.0 0,0. 4.10 0.00 0.00 0.00 0,00 0.0 0,0 1. fl' 0.00 0.00 0.00 0.00 0,0 7::00 0.00 0.00 0.00 0.00 an 0.00 0.00 0.00 0. ��.0 "`1',01[} .11.003, 0.00 0.00 0.00 0.0 .00 000 0.00 0.00 0.00 • 0.10 0.0 t 30 0.00 0.00 0.00 0.00 .. 9,11 0:0. 1,Ot3 '0-0n' 0.00 0.00 0.00 O 0.0 ,t}.1 1;90 ' 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.11 0,0 7::00 0.00 0.00 0.00 0.00 • 0.0 1r0 0:00 0.00 0.00 0.00 0.00 1364 48,11 48.0 = L eff. 3.80 8.32 1.85 12.12 2 VEQ 10.50 denotes with shear transfer denotes SB Shear Panel �a Notes: • 2.16 1.00 1.00 219 P6 P6 253 21.00 11.11 0.87 2.04 24.25 14.40 0.87 1.33 2.04 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 -0.32 0.00 0.00 0.00 -0.41 -0.32 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.16 1.00 1.00 219 P6 P6 253 21.00 11.11 0.87 1.89 24.25 14.40 0.87 1.14 1.89 2.16 1.00 1.00 219 P6 P6 253 21.00 11.11 0.87 1.89 24.25 14.40 0.87 1.14 1.89 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.16 1.00 1.00 219 P6 P6 253 21.00 11.11 0.87 2.04 24.25 14.40 0.87 1.33 2.04 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 -0.32 0.00 0.00 0.00 -0.41 -0.32 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.65 SHEET TITLE: CT PROJECT # : `LATERAL - E 8 W (side to side) 10014 - Osterly Park - Building 8 Diaph. Level: Roof Panel Height = 8 ft. Max. aspect = 3.0. SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 5.04 kips Sum Seismic V i = 5.04 kips Design Wind N -S V i = 3.82 kips Sum Wind N -S V i = 3.82 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Wall ID T.A. Lwall LoL <n. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTS Un<r Us„ , OTM RoTM Un« U,,,. Lt.., HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p9) (p1?) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) EEM. 'I 197 3'"u 8.0 X1,00 0.'#5r 0.48 0.00 0.63 0.00 1.00 0.81 238 P6 P6TN 147 5.03 0.90 1.60 1.60 3.81 1.17 1.02 1.02 1.60 Ext. t Sii r. _3 8.0 1..00 0.10 0.48 0.00 0.63 0.00 1.00 0.81 238 P6 P6TN 147 5.03 0.90 1.60 1.60 3.81 1.17 1.02 1.02 1.60 3,0 1.00 0.70 0.00 0.00 0.00 0.00 1.00 0.00 •0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. S.. 0 -1 3 ) 0 1.03 0.0o.: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. v C 0.0 1.00 0.00 0 o0 0.00 0.00 0.00 1.00 0.Oo o -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 2 0.0 1,00 000 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •• - 0 *ail 0.0 1.00 oat) 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 1 :97 33 8.0 1.00 0.15 0.48 0.00 0.63 0.00 1.00 0.81 238 P6 P6TN 147 5.03 0.90 1.60 1.60 3.81 1.17 1.02 1.02 1.60 Ext. 1 97 . S 3 8.0 1.00 0.15 0.48 0.00 0.63 0.00 1.00 0.81 238 P6 P6TN 147 5.03 0.90 1.60 1.60 3.81 1.17 1.02 1.02 1.60 - - 0 0>0 0.0 1.011 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'Ext. l 2 03t 0.0 1.00 070 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'Ext. L1 2 € 31. 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11) 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.10 0.00 0.00 0.00 0.00 0.00 Ext. L1 2 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, Lt 2 i' , O. .0.0 1,00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int L1 3- '0 3 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int 3 r 0f0 08 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int 7 U 00 0.0 1.0D 15113 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Lt 3- 3 30 0.0 1,00 0.00. o 00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10=.5 .16.0 1.00 0.75 0.91 0.00 1.21 0.00 1.00 1.00 115 P6TN P6TN 87 9.65 5.83 0.39 0.39 7.31 7.56 -0.03 -0.03 0.39 0.0 100 OIOO 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 0.00. 0.00 0.00 0.00 0.c0 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.0 1,09 0.15 0.25 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 87 2.64 0.60 0.93 0.93 2.00 0.78 0.55 0.55 0.93 6.0 1.00 0.15 0.25 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 87 2.64 0.60 0.93 0.93 2.00 0.78 0.55 0.55 0.93 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.0 1 00 0.15 0.25 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 87 2.64 0.60 0.93 0.93 2.00 0.78 0.55 0.55 0.93 Ext. 5 :.= .'103,5 2i6 6.0 1.00: -0.15- 0.25 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 87 2.64 0.60 0.93 0.93 2.00 0.78 0.55 0.55 0.93 1580 35.0 35.0 = L eff. 3.82 0.00 5.04 0.00 O'V,„n5 3.82 VEO 5.04 Notes: denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CTPROJECT #: LATERAL - E 8 W (side to side) 10014 - Osterly Park - Building B Diaph. Level: 3rd (Upper) Panel Height = 2. ft. Max. aspect = 3.5:' SDPWS Table 4.3.4 Min. Lwall = 2.57 ft. Seismic V i = 3.64 kips Design Wind N -S V i = 2.77 kips Sum Seismic V i = 8.68 kips Sum Wind N -S V i = 6.59 kips per SDPWS-2008 pc,- 1.00 Table4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wmd Wind Wind Max. Wall ID T.A. Lwall LDL elf. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Rollo line Us„m OTM RoTM Un,t HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 0.17 0.48 0.23 0.63 1.00 0.72 364 P3 P6 200 7.70 0.90 2.63 4.23 5.19 1.17 1.56 2.58 4.23 3.S 8,0. 4:00: 0.15. 017 0.48 0.23 0.63 1.00 0.72 364 P3 P6 200 7.70 0.90 2.63 4.23 5.19 1.17 1.56 2.58 4.23 5.6 0.0 1 3uta 0,03 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0,0 03 11)03' .0.00. 000 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0,0 1:107 0.00 000 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1•i00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ex1. 1 85 3.3 8.0 1'oii 0:'•5 0.17 0.48 0.23 0.63 1.00 0.72 364 P3 P6 200 7.70 0.90 2.63 4.23 5.19 1.17 1.56 2.58 4.23 Ext. 1 65 3.3 8.0 000: -0.15 017 0.48 0.23 0.63 1.00 0.72 364 P3 P6 200 7.70 0.90 2.63 4.23 5.19 1.17 1.56 2.58 4.23 - - 0 0 Oa 100 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 1 2 0 0,0 0.0 1.1.) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.% 0,0 - --1, 3 0,00 0.00 0.00 0.00 0.00 1,00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • :03 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t; 1 0 0'1. 0.0 1:00 0.00 000 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0,00 0.00 Ext. L1 _ 1 . a., 0.0 i s . 0.00 000 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 too 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int L1 3- 0 0 0.0 33 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 Int 3 341. 3.7 4.0 1.30 0,15 0.69 0.00 0.91 0.00 1.00 0.82 304 P4 P6 189 8.19 0.51 2.56 2.56 5.55 0.66 1.63 1.63 2.56 3 341 3.7 4,0 133 0.15 0.69 0.00 0.91 0.00 1.00 0.82 304 P4 P6 189 8.19 0.51 2.56 2.56 5.55 0.66 1.63 1.63 2.56 0 0.0 0.0 1 0 3.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 3L. 3 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40 ''26.10;5 16,0 1.:30 0.'I5: 026 0.91 0.34 1.21 1.00 1.00 147 P6TN P6TN 111 13.88 5.83 0.82 1.21 9.36 7.56 0.18 0.16 1.21 Etd. 4C 0 0.4 0.0 1'00 0.00 0.00 0.00 0.00 0.60 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r Etc. 4E 0 3.0 0.0 1.00: 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 0.00 000 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.: 5 54 4,5 6.0 050> 0.95 0.11 0.25 0.14 0.33 1.00 1.00 105 P6TN P6TN 80 4.27 0.94 0.87 1.79 2.88 1.22 0.43 0.99 1.79 Ext. 5 .n4 4.5 6.0 1,= 0..15 0.11 0.25 0.14 0.33 1.00 1.00 105 P6TN P6TN 80 4.27 0.94 0.87 1.79 2.88 1.22 0.43 0.99 1.79 0.0 0.3 1'.)4 0 03 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4,5 !i.0 'I I:00 i),15`. 0.11 0.25 0.14 0.33 1.00 1.00 105 P6TN P6TN 80 4.27 0.94 0.87 1.79 2.88 1.22 0.43 0.99 1.79 4_ 6.0 1.00 0.75': 0.11 0.25 0.14 0.33 1.00 1.00 105 P6TN P6TN 80 4.27 0.94 0.87 1.79 2.88 1.22 0.43 0.99 1.79 1364 48.8 48.8 = L eff. 2.77 3.82. 3.64 5.04 2. V ,,y,d 6.59 :. V, 8.68 Notes: denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - E & W (side to side) 10014 - Osterly Park - Building B Diaph. Levet 2nd (Main) Panel Height =''. 8 ft Max. aspect = "3_:;' SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 1.82 kips Design Wind N -S V i = 2.94 kips Sum Seismic V i = 10.50 kips Sum Wind N -S V i = 9.53 kips per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.O. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL en. Co w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM U,,, Us„,, OTM Raw U,, U,,, , U,,,. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) P (p11) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 Ext. 1 O. OS, 0.4 1:00 O.OD 0.00 0.00 0.00 0.00 1.00 0.00 0 - - D 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 - - 0 O. 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext: 2 92 31.3 0.0 1.00 0 00 0.20 0.74 0.12 0.93 1.00 0.72 449 P3 P6 289 8.42 0.00 3.26 3.26 7.51 0.00 2.91 2.91 3.26 Ext. 2 78 2 8 0.0 1.00 0.00 017 0.60 0.10 0.79 1.00 0.61 531 P2 P6 278 7.14 0.00 3.43 3.43 6.11 0.00 2.93 2.93 3.43 Ext 2 4 7 0 3.4 lap 0:00 0.17 Ci 60 0.10 0.70 1.00 0.61 531 P2 P6 278 7.14 0.00 3.43 3.43 6.11 0.00 2.93 2.93 3.43 EN, 2 92 3:3 0.0 ‘1.00 0.00 0.20 0.74 0.12 0.93 1.00 0.72 449 P3 P6 289 8.42 0.00 3.26 3.26 7.51 0.00 2.91 2.91 3.26 Ext. 1 0 - 0.0 0.0 1.00 0.00 0.00 4.0 4 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 ExE. 1 0,0 0.0 4.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 - u 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. ;. 1 2 - :0. 0.0 3.0 1:00 0.00 0.00 0.00 0.03 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0 -4.0 0.0 a...00:. 0.D0 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,0 0.0 1:00 '040 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 D D_C 0,0 1,00 4:00 0.00 0.00 0.00 0.00 1.30 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 2 G 0.0 , 5 1;00- 0.01) 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Lt 3- 250 11.0 12.0 1.00 0.15 0.54 0.00 0.33 0.00 1.00 1.00 30 P6TN P6TN 49 2.67 4.58 -0.19 -0.19 4.31 5.94 -0.16 -0.16 -0.16 t 3 91 3:7 4.0 1.00 0.15 0.20 0.69 0.12 0.91 1.00 0.82 345 P4 P6 242 8.25 0.51 2.58 5.13 7.12 0.66 2.15 3.78 5.13 11 3 91 3' 4.0 1!0_.-0.15 0.20 0.69 0.12 0.91 1.00 0.82 345 P4 P6 242 8.25 0.51 2.58 5.13 7.12 0.66 2.15 3.78 5.13 )it: L1 3• ',: 253 11:0 12.0 1::00 015 0.54 0.00 0.33 0.00 1.00 1.00 30 P6TN P6TN 49 2.67 4.58 -0.19 -0.19 4.31 5.94 -0.16 -0.16 -0.16 04 0.0 1:00 0;00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.0 1.00 0.15 0.36 1.2E 0.22 9.66 1.00 0.83 600 2P4 P4 432 15.00 2.08 4.19 5.40 12.95 2.70 3.32 3.48 5.40 Ext. 40 86 2,0 16.0 1.:00 0.15 0.19 0 67 0.12 0.69 1.00 0.44 1122 2P2 P4 430 7.98 1.11 5.15 5.15 6.88 1.44 4.08 4.08 5.15 Ex, 4E 88 2.'0 16.0 1,00 0.15 0.19 0.67 0.12 0.88 1.00 0.44 1122 2P2 P4 430 7.98 1.11 5.15 5.15 6.88 1.44 4.08 4.08 5.15 0.0 0.0 'i u0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 5 ' 0.0 0.0 3.30 0.00 0.00 0.c0 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 Ext. > a 03 0.0 1 0 0.00 0.00 0.00 0.00 0.00 1.00 O.OD 0 -- - 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 0 4.3 0,0 1;00 0. 0 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.3 -1:130 O;i?O 0.00 t) ,10 0.00 000 1.00 0.00 0 -- - 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 0.0 '1:04 0.40: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 1363 49.1 49.1 =Leff. 2.94 6.66 1.82 867 ..:V,,„„, 9.60 5VEP 10.49 Notes: denotes with shear transfer denotes SB Shear Panel PORTAL FRAME ASSEMBLY For allowable holes, see SB2 and SB11 on page 12 Pre-cut wiring chase Single Portal Portal straps'" from edges on both sides of the brace (4 straps total per brace) Ye gap between brace and concrete Column base with a minimum uplift capacity of 1,000 lbs Concrete design is the responsibility of the design professional of record PORTAL DESIGN INFORMATION Use one strap on each side with a minimum uplift capacity of 500 lbs per strap For allowable holes, see SB2 and 5011 on page 12 Pre-cut wiring chase Double Portal Portal straps'" from edges on both sides of the brace (4 straps total per brace) Portal straps 1/2" from edges on both sides of the brace (4 straps total per brace) Concrete design is the responsibility o the design professional of record Using Shear Braces in Portal Frame Assemblies The portal shear braces listed in the Allowable Design Loads—Portal on Concrete Foundation table on page 9 require the brace -to -header connection details shown throughout this guide. Increased shear capacity due to the portal acting as a system has been accounted for in the Allowable Shear values. When designing portals using braces not shown on page 9, use the Allowable Shear values from the Allowable Design Loads—Stand-Alone Brace on Concrete Foundation table on page 6. To achieve the Attached to Header values shown in the Allowable Out -of -Plane Lateral Loads tables on pages 6 and 9, braces must be attached to the header using the supplied screws and Portal Kit straps. Any alternative connections designed by a professional of record should consider shear, header overturning, and lateral out -of -plane capacities. ■ For Portal Installation Details, see pages 15-17. ■ For drilling and trimming information, see pages 12. Portal Header Design Header width must be 34' minimum and 51" maximum. ■ Header depth must be 91/2" minimum and 19" maximum. Induced Forces A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR -2652 far more information. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 8 ALLOWABLE DESIGN LOADS --PORTAL FRAME Allowable Design Loads -Portal on Concrete Foundation rV ' �• r ry iit� Portal Braceh) 531Asseinbly� ,+ P �' n 11,", )r u.t ,; ;,; ',t { ) f t,11+ !) 1 l W1dtl� �r,', i r 1 t.l,, 'if 7��tr"yr �t 1t t' ' el' It I-, ,� r, t, I „i,::., rl li,i ,4.;;'` Totals i,Vertical Load (ter Bracers (I�rs).i rr 6iiiitrp lti`eS II. ';rti1 '.fl' r + itr , I'i t ,+Wtntl',BpsrBil r t... ',rr, t`f)rcl t ,r ;Allo able• ,'sfioar,lrw51)barf'. ++,'pb },,,1 r'_,(`" .,, �1 , , `• Oritt at rpllowable 1--(NI-lir,'tataet r Shenr(I) �Hnr) ;, ..,... , . lyplt)a)/n OpJlft Sheatuk, ,1,, t(Ths -' r . , . e r i "nllolvalile , ., (Ib1 + + r' ,.� ,E . } ' 0o �a01e ' lit' Slrtooift (m) . _..., ...i.: +. ,jHoldown. , �, • :'p�Opift4 ifb' 'a(ttll..... a . ., 1.1 , ti`r,.b r i.':' , ..,(ius), 275 94"8)11i(7".'.'ti 12" 78" 8,000 2,730 ..::2;520 0.29 !:0:32 8,520 ';8;620 ' 3,000 .2;170- 0.31 1'0.35 9,370 ; .):9;480 ' rti$.B 12x7 5 •12 -...::;8554 .8 0b0. t ,';88.12,(8 12' 93'/" 8,000 2,310 0.35 8,620 2,540 0.39 9,480 m r1Sg 1zx9N0+, ;12......405%."...!:: ..".,.."-.8-;011(l';': ,`1;580 :: `.0:43 ;:8,315. ::: 1;780, ....:1 -.!10:59 -..*:....,-...1 '..-;;;A370...,"i"...-.:':.....: 1j!SB 18x7, ,) 18" 78" 8,000 5,600 0.30 12,285 6,160 0.33 13,515 }a • ,(8$1:8x7 5 + ..18 86>!f" ::8'000 ,.5;380U:37. :0:34 :;,12,925 ;-:.,;.".:.:-,.:-"i'..5;910-:.-'::14,220. ),1S13 li.1. 8w " 18 931 8,000 5150 0.37 13,510 5,665 0-40 14,860 4t.•"itS824217,0 #IS.Q T8x9N1,, , 18. -;I05'/'�° : - •8;000 -:3;810 ? , 0:43,.:',],12;530.....:,.....,. t_4;180,> ` 10.51 :...,.13150 ' 24' 78" 8,000 10,300 0.29 18,260 10,400 0.30 18,435 0 V."0.1114.i..9(+)1. OOSB+24,(8I .i':'24!.;::.- '-:!19314 - , 8;000. ". `8;870. 0:37'.:.: ri18,800 .:;."..-9.;760:4.-,. ; .:0142 ;r20,685, 24' 1051/2" 8,000 7,810 1 0.42 18,680 8,590 0.47 20,550 ig 01jS0 gi..;•,,Isoomi, ::.;".12 ,' '538`.. ' <>8,000V.. -::.':::::,1;30b A;27 : 3; 8,115:..:: `1;430 .;:::•0:33.,'..,!,. :8;925 • :. 12x7 5,;1. 12 85W . .8,000 . 1200 0.31 8,220 1,320 0.38 9,040 a° (, iSB;Y2x8.V '.:12 '931." a8;000 - :1;100 ::0:35 • ::8;210: ':: - ': 1,210 -`1:42 `:9;030 ` '• Mi +12x9tl1'' 12 1051 8,000 790 0.43 8,315 890 0.59 9,370 m',isiSB lBel .: 718° a78". ; -:::.:..:80.011:...'1:-: '::•2,800 .. 0:31:,:...•..1.2;285. -'?..f--1.:.'.. ;3;080.,-- a0:36-':;,,. ,"'..:;43,515 :. . O'/SBsjBx1J5s`: 18" 8534" 8,000 2,625 0.33 12,625 2,885 0.40 13,890 N 't' '-�L g AISB'18x8 18'; i •-•, 931":; . 8;000`.:". -:;.4450 ':10:36'.'");;;12-,855,:-,:.-:.--....',-."2;695: 10143 =%1.4,140.--...' . '[j 81BxW<h 18 1051 8,000 1,905 0.43 12,530 2,090 0-51 13,750 f�iu56Y14xTv 24 7.8=:,r :`8000 .._4;150 .:-:0:29 '_:.•,..18.-,260.-..,:.-:4-.1 . -:5;200.. ::0.30: ---;"..-.48.;435.........::.:,,.. rkaSB2402 24' 931 8,000 4,435 0.37 18,800 4,880 0.42 20,685 l,iS.B_24zU(1' .:•24 105'a :",'8,000 ,3;805 .. :: ;0.42 .. :=;.16.680 ;, . , '. ':4;295:'.. ... :0:97 '20,550 (1) Interpolation of Allowable Shear and Drift at Allowable Shear values is allowed; use the values for the two closest heights. For braces less than 78" tall, use the values for a 78' tall brace. (2) Do NOT interpolate Holdown Uplift at Allowable Shear values; use the value for the shorter brace. (3) 12" wide braces (105/' tall or less) and 18' wide braces (1413/4° tall or less). are allowed in prescriptive applications. (4) The portal kit must be ordered separately when specifying braces over 100' tall. Allowable shear loads (lbs) Vertical loads (may be located any where) (lbs) Front View General Notes ■ Allowable Design Loads table is based on: - No further increases for duration of load are permitted. - ASTM M49 or ASTM A193 -B7 threaded rod for anchorage; 1' diameter for 24° wide braces, 7/a' for all others. See page 18 for anchorage options. - Portal header clear spans of 8' (minimum) to 18'-6' (maximum). ■ Allowable Shear and Drift at Allowable Shear are for the entire portal assembly. ■ Portal frame assemblies are not for use on RFKs. ■ For shimming and furring requirements, see details on page 15 and 17. ■ Portal braces may be used in 204 or 2x6 wall framing. See SB5 (page 15) and SB12 (page 12) for header framing options. Allowable Out -of -Plane Lateral Loads(I)12) (PSF) -Portal on Concrete Foundation (1) Table values based on using iLevel Portal 10 to resist header overturning. (2) Use a load reduction factor 080.88 for 16" deep headers; 0.78 for 18° deep headers. General Notes ■ Allowable Out -of -Plane Lateral Loads table is based on: - No further increases for duration of load are permitted. - Braces used in a portal application and installed according to the details in this guide - Wall deflection of L/240. - Header depth of 14" In a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. Vertical loads (lbs) Side View Out -of -plane lateral loads (psf) iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 9 ry grace' raligii?r h;rZ t s . , Portal Olace Beihht" r o -"r ' t. gayl: 715!.,7 8' 1 ,r,' 11+,'10` 11' rf,l2',': i:'t l f :{�u'.irei")g..,; '�1.')Att f.5-:'ehe i''-;� s'lir. O ',' 275 255 230 205 150 110 85 o Naa;§t 170:.,,:`- 5105 775 •. ';@1' 140 115 95 85 (1) Table values based on using iLevel Portal 10 to resist header overturning. (2) Use a load reduction factor 080.88 for 16" deep headers; 0.78 for 18° deep headers. General Notes ■ Allowable Out -of -Plane Lateral Loads table is based on: - No further increases for duration of load are permitted. - Braces used in a portal application and installed according to the details in this guide - Wall deflection of L/240. - Header depth of 14" In a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. Vertical loads (lbs) Side View Out -of -plane lateral loads (psf) iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 9 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 23, 2019 Mike Overbeck 4620 S 148th St Tukwila, WA 98168 RE: Request for Permit Application Extension #3 Permit Number D18-0183 Dear Mr. Overbeck, This letter is in response to your written request for an extension to Application Number D18-0183. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through June 19, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Frankie Alexander Permit Technician File: Permit No. D18-0183 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov '1‘41 brl 4411it ffnC (3 -ft. fe/v) v14 (-fi4; D ur %id miA-r ddcy�c�/C Request for Extension # Current Expiration Date: /2—/q43/ Extension Tequest: Approv _d for / t d days Denied (provide explanation) l Signature/Initials$/ RECEIVED CITY OF TUKWILA DEC 19 2019 PERMIT CENTER Dear City of Tukwila, Our sub -division has been recorded with the county. Please issue the permit for #D18-0183, Osterly Park unit B-12, 14414 34th Ave S. Thank you, Mike Overbeck RECEIVED CITY OF TUKWILA NOV 18 2019 PERMIT CENTER kix17 va-1101 As 11/1/2019 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit Application No. D18-0183 OSTERLY PARK - UNIT B-12 14414 34TH AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/19/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 12/19/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0183 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 20, 2019 Mike Overbeck 4620 S 148th St Tukwila, WA 98168 RE: Request for Permit Application Extension #2 Permit Number D18-0183 Dear Mr. Overbeck, This letter is in response to your written request for an extension to Application Number D18-0183. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through December 19, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Kandace Nichols Permit Technician File: Permit No. D18-0183 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov June 15, 2019 RE: Permit Application No. D18-0183 Osterly Park — Unit B-12 14414 34th Ave S. Dear City of Tukwila, RECEIVED CITY OF TUKWILA JUN 1 8 2019 PERMIT CENTER Would you please extend permit D18-0183 as we are waiting for sub -division approval. Sincerely, 9//-6/ Julia Overbeck Owner 144th St. REO Partners, LLC Request for Extension # Current Expiration Date: & " i' q-1/ Extension ' request: Approv d for �� days Denied (provide explanation) Signature/Initials47 5/2/2019 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit Application No. D18-0183 OSTERLY PARK - UNIT B-12 14414 34TH AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/19/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 6/19/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration. date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincefely, altG�C�{ ,z r Kandace Nichols Permit Technician File No: DI8-0183 s 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director February 6, 2019 Mike Overbeck 4620 S 148th St Tukwila, WA 98168 RE: Request for Application Extension #1 Permit Number D18-0183 Dear Mr. Overbeck, This letter is in response to your written request for an extension to application number D18-0183. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 19, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D18-0183 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Dear City of Tukwila Can you please extend my permit # D18-0183 there is a delay in my subdivision permit so I can't finish this permit. circumstances not foreseeable at the time have occurred and as soon as I get my subdivision recorded I'll wrap this permit up. Mike Overbeck 4620 S 148th St Tukwila WA 98168 206-7870259 1 Request for Extensio:# 1 Current Expiration Date: 16)--I 614 U(} Extension Request: Approved for / D days Denied (provide explanation) Signature initials 1 RECEIVED CITY OF TUKWILA JAN 14 2019 PERMIT CENTER 11/1/2018 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit Application No. D18-0183 OSTERLY PARK - UNIT B-12 14414 34TH AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/19/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 12/19/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0183 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 August 08, 2018 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D18-0183 OSTERLY PARK - UNIT B-12 - 14414 34TH AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • A Minor Modification to the Design Review and a new Preliminary Plat Approval are required prior to review and approval of this permit. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Since Public Works permit fee is based on 5 of site work construction cost, please enter cost (mobilization, storm drainage, driveway, erosion control, land altering) on page 1 of attached PW Bulletin A2, so correct PW fee can be determined. 2) Show how water, sanitary sewer and storm drainage will be brought to the townhouse. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, 1;j) Bill Rambo Permit Technician File No. D18-0183 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: 1)18-0183 DATE: 12/02/19 PROJECT NAME: OSTERLY PARK - UNIT B-12 SITE ADDRESS: 14416 34TH LN S Original Plan Submittal _X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division \i 2 i►v Public Works Fire Prevention Structural SNUG I \,f1 P anninDivisi Elg El Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/03/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/30/19 Approved Corrections Required ❑ Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 tt'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0183 PROJECT NAME: OSTERLY PARK UNIT B-12 SITE ADDRESS: 14416 34 LN 5 Original Plan Submittal X_ Response to Correction Letter # 1 DATE: 08/20/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Fire Prevention JJSco I-1-4 -11 Public Works II Structural El 3JOW Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 08/21018 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 09/18/18 ❑ Approved with Conditions n Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only r CORRECTION LETTER MAILED: 19 Departments issued corrections: Bldg 0 Fire ❑ Pln Staff Initials: 12/18/2013 HERMIT COORD COPY Ci PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0183 DATE: 06/25/18 PROJECT NAME: OSTERLY PARK UNIT B-12 SITE ADDRESS: 14416 34TH LN S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 19-)-0-f9 Building Division N.S CO Ort V, 6-74 Public Works M /uJ 7 -E -r e Q7-- Cowl- Fire Prevention Planning Division 1 Structural ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/26/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 07/24/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 81 �% Departments issued corrections: Bldg ❑ Fire 0 PIng1r PWFI Staff Initials: ufe 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukviiiaWA.:Fov REVISION SUBMITTAL. Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: �1( ,' \ " " ❑ Response to Incomplete Letter # [1f] Response to Correction Letter # ❑ Revision # before Permit is Issued ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal Project Name: v)AJ� \\J '\« 4 Project Address: "t rl l (t' 1714141 Contact Person: Summary of Revision: Phone Number: / '--fk\f‘A\ \AK VIA6A Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in TRAKiT on C:\Users\Kandace-MAppData\Loca1Vvficrosof\WindowAINetCache\Conten[.outlook\QB518YWC\Revision Submittal Form.doc Revised: August 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (n.' lqy Plan Check/Permit Number: D18-0 183 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued RECEIVED ❑ Revision requested by a City Building Inspector or Plans Examiner CITY OF TUKWILA ❑ Deferred Submittal # AUG 17 2018 Project Name: Osterly Park Unit B-12 PERMIT CENTER Project Address: 14416 34 Ln S Contact Person: like �6 ?CJ - Phone Number: 2-4-707-025-5 S mary of Revision: 2 ) 0 I ilat 1 01 FT M Sheet Number(s): "Cloud" or highlight all areas of revision including date of re ision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT onPh/V) C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 c 4) Labor ? industries (https:// Ini.wa.gov) Contractors 0 JMO Contracting LLC Owner or tradesperson Overbeck, Michael David Principals Overbeck, Michael David, PARTNER/MEMBER Overbeck, Julia Dee, PARTNER/MEMBER Doing business as JMO Contracting LLC WA UBI No. 603 345 256 4620 S 148th Street TUKWILA, WA 98168 206-787-0259 KING County Business type Limited Liability Company Governing persons MIKE OVERBECK License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. JMOCOCL865C4 Effective — expiration 02/24/2014— 06/18/2020 Bond United States Fire Insurance Co Bond account no. 602115625 Received by L&I 10/06/2017 Bond history Insurance Ohio Security Ins Co Policy no. BKS60777050 Received by L&I 12/30/2019 $12,000.00 Effective date 06/14/2017 Expiration date Until Canceled $1,000,000.00 Effective date 12/30/2019 Expiration date 12/30/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of '/:" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) f' '0 w FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing Inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. tuft-Qitcl •-�.,ic 1A,T,ON 1-IuMtt>l:t-t D P�+•!Ic-Dtt�46 A+P� ttrN'v'r F=:P. f�rFF Fri^ 'rli�liyrl vlai At12 lkt0 gl Pe te4riS.+ bt4it-Opt- Al1A5i51@e3 HA'E THE 5F4ME. 12OOP PE5i4A'4P 7,U4ti.016.145 At2yAt) 52i E,+ HAVE 1145. EA Mil ROO;' P(.at4t4. bUltott 4 C. $ P NAVE• PIFFERarti SiLIt41 THE 6We- RooF CI3steitV. FxAmPL2- = Al., A= e wJiT rtri- 1 x tise'1N4 k iZooF GEtic/4 euiwir4 : ott4,1 tx=_f i jtL As , A' ARE r3uti - 4 15Uit:Jll4Gl 6tQIt4C; PE4.:41 1 31 4 152 ARSHOi.10lf OH 5U/LP. A I A 2 • SEPARATE PERMIT REQUIRED FOR: 0 Mechanical Electrical ❑ Plumbing ❑ Gas Piping City of TukvMa BUILDING DIVISION IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. P tth uAbLE CL?ry C:•. tiET C) OtA. WLORED Oft, DEW -le WE. _. 'kt .P AALKMW' 5.4-T PA? t44 - Ile Pit &. NA'* 14 C = Ft,- fzOAPC: Tv et: WI`l i.KE rt= r✓ !.r' - 4 - i I re }(, I h'IAII. 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AvE, so. SLR t:Ei'l i. t4A. -48 i OP 2.0et • t i - 2991 .. 3ITC :•ADDNr.tt S 42'I so. 144 T&, tt4tWILA, wA•. °141t6 LOTS I,4 4 S SLOGk 2, APAMS HOME IRA-crs) AS PR PLAT RgG2ls.PE42 tN VN41Mp ft.OF raLA y P ie RE-40RD S or IUPk WA. AE .EC, # 5O. S i9JG.% 44- oo4�00o0o SS (Dj LiteS SNAI.4- STAt3L131104> Ott ttlE ANV MH;E 'V1-16c•E Tv VE~iFT' 2I'%iA1'{Gw jr- Brtru:iN4 '.4T 1344446 FROM THE 1,477' LIN661,11- pH6 OF FOor;Nq - Fci4NI ATIv J. War S jV 4, fkIOR TO ?C`NkttV4 CA•K•gliTE r A5Mf.VET MA-1 ; 1.110JTo V1=g1Frt wr Lt,NL5. ea-M :4204 j MOW -PIMP i-1 f H j'I i iALI, fir APDaD 'rD rtaviPE U14tt7`itvcj lhl Or4M4 Ak At . Forrakth *•{pit t 04 old o f-f trin Ta pre AK•PA,nrMEi'4T OF CM-1tnat Ty pEJeL.at+iLµr To elviELO Fag. Artat1n TU4A Gal ;ltISTAvcf u!/ rt+E 1?ICCJffa 1,»514N FILE COPY Perna: Ne,. 016 o(93 wa ana cements dols ' weed code a €'gCoin and BUILUON PffASe- 1 147DEC272019r�� City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED 1HD x. 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COMP4 NTALADDINC WIND PRESSURE; EA17THWAK£ DESIGN DMA: SEISMIC RIPORTANGE FACTOR: SPECTRAL RESPO)VSf ACCFLERAT I MS; SITE CLASS: SPECTRAL RESPONSE COEFFICIENTS: SEi9MC DESIGN CATEGORY: BASIC FORCE RESISTING SYSTEM: DESIGN BASE SHEAR: RED MODIFICATION FACTOR: ANALYSIS PR( t*JR£: 25 PSF 40 PSF 1.0, is = 1.0, C1 . 1.0. 85 MPH (3-SECOND GUST) IN a 1.0 EXPOSURE 8 Kzt =1.0 OW tB = 25 PSF le = 1.0 Ss = 1.47 S1 = 0.51 SITE CLASS D SOS = 0.98 SDI = 0.51 SEISMIC DESIGN CATEGORY 0 SEARING WALL SYSTEM Cs = 0.150 w R = 6.5 (LIGHT FRAAC WALLS) EQUIVALENT LATERAL FORCE SUPINE& Ark' ({ltA.'.,, - t � d 4p (-a II nC"}" sv, S'>r GTE 9"u/rr ~. 4Itta rki visit -TMMM.S5t5 t:' 12113 YD tea" S$EARWA(:L $G146D14E - 7/18' APA RATED SHEATHING W/ NE it STUDS .A I ?$&'PtR P14T iY. -2.:WANING E... . Rye. mica N 'T01;7aAL new NAILING NOTION FATE Fb11GN'G AOiS 0R BL:o 4ato TO TOP PLATE CONN. PFpjtRjATION SAEk PLATE TRAMtNG 0 P.DJO*4iNo PANEL ..fiY ANC4TOR Ett. 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OR 5sT3cf5 0 &1MOrl) 2.CogN1eGpOt251 t#or 01PPWv qAi-v,MJIzi=D=ASp'l f444'SO1CLA55q-Jv5 Or{ ttAltJt..E55 STEEL = T`(Pe. 30¢ oR 31Co OK 55TGO(sIMPsatij KOLt.QW coMctiCTe UItlth *frive „ (QROUTGD StuP) f rrtT= 1,600 P.4.1. 'col 435 l•CSPEGiAL 1n5PacelOtt tifrrO oink et LAtc, ur in FULL yW TYF b MO1NTAN f'G=tifb00 6.l. As foeolLitatle•D Irl U.D.G. FILL Ge.LLs, cotirditiltt4 helttFONGGMGNT MO SONO' teAMS Wiret coAr tt grNotrT 0f c = 2,000 ft to For -tiuLATtQ 14 U.Pb.G• SAL L-r OP AWN T �,o C RV GEED APPROVED 1 DATE ``J tO/ NO BARKER REvtstON ARCHITECTS ARCHITECTS A.I.A. DATE 8715 N.E. 1 19TH ST. KIRKLAND, WASHINGTON 98034 425-821-7601 STRUCTURAL NOTES ABBREVIATIONS 01000: GENERAL REQUIREMENTS THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT 1,I10 SHALL CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF 02000: STE CONSTRUCTION ALL SITE CONSTRUCTION SHALL BE CONSISTENT KITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION 01300) AND IN SUBSEQUENT DIRECTIVES. 02260: EXCAVATION SUPPORT AND PROTECTION EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER -EXCAVATED AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, NOTES, AND SPECIFICATIONS. 02300: BAq(FlLL AND COMPACTION BACKFlLL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. 02832: SEGMENTAL RETNNWG WALLS SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILIZED EARTH MSE RETAINING ( } WALLS SHALL BE DESIGNED BY OTHERS. 300E CONCRETE CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-14 SECTION 26.4.1.4. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO IBC SECTION 1904.2. 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 SECTIONS 1904 AND 1405. CONCRETE MIX DESGNS SHALL MEET THE FOLLOWING RE(R11RLlALINTS: 28 DAY MAX MAX. AIR SPECIAL LOCATION STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND Pc (PS) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION 3000 0.45 411 Oft NO FOOTINGS 300E 0.45 431 511 NO FOUNDATION WALLS 3000 0.45 411 511 NO SLAB ON GRADE, PATIOS 3000 0.45 411 5H 1 NO CURBS, WALKS, DRIVEWAYS 2500 0.45 St1 Ott NO ALL OTHER CONCRETE ONE COMPRESSOR 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 CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST TENSIONING, FORM REMOVAL STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 1. NO TEST FALLS 500 P51 BELOW THE SPECIFIED STRENGTH 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL BELOW THE SPECIFIED STRENGTH. CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO ADDITIONAL EXPENSE TO THE OWNER. RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301. CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIE ED BY THE ARCHITECT. 06104: SHRINKAGE OF WOOD FRAMING SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF ASSEMBUES OF WOOD COMPONENTS. PLUMBING. ELECTRICAL, AND MECHANICAL SYSTEMS AS YELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR W000 SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. 06160t WOOD SHEATHING STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE (COX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWNG THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: EDGE FlEL.O NAILS NAILS ROOF: 7/16" 40/20 C-D APA CDX T&G Bd AT 6' 8d AT 12' FLOOR: 3/4' APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6" 10d AT 12' SHEARWALL: 7/16" C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET 51.1 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 FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES YETI 2X OR 3X FRAMING PER SHEARWALL SCHEDULE do AND IN. INCHE(S) 06071: PRESERVATIVE TREATED WOOD PRODUCTS PRESERVATIVE TREATED MOOD SHALL BE REQUIRED FOR; ALL W000 THAT FORMS THE STRUCTURAL SUPPORT OF THE BUILDING, 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 ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB OR FOOTING THAT 15 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 IMPERVIOUS MOISTURE BARRIER. 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. IMPERVIOUS 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 WOOD PRESERVERS' ASSOCIATIONB.O. (AWPA) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDSB.O.E. ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL 06100: ROUGH FRAMING SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCIJB) "GRADING AND DRESSING RULES' NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE 54S AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS U.N.O. PER PLAN/SCHEDULE: Fb Fv Fcp Fc E USE/LOCATION SPECIES GRADE (PSI) (P51) (PSI) (PSI) (PSI) WALL STUDS/BLOGKING 2X4, 3X4 HEM -FIR STUD 675 150 405 806 T.2E6 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 WALL PLATES 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 JOISTS 2X, 3X THEM-rlR N0. 2 850 150 405 1300 1.3E6 LEDGERS 2X, 3X DOUGLAS ER -LARCH N0. 2 900 180 625 1350 1.6E6 4X DOUGLAS FIR -LARCH NO, 1 1000 180 625 1500 1.7E6 BEAMS AND POSTS 4X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6 6X DOUGLAS FlR-LARCH N0. 1 1200 170 625 1000 1.6E6 06101; STRUCTURAL FINGER JOINTED LUMBER STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH SAMM LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER 0 AT INFO. INFORMATION FEET(FOOT) INT. INTERIOR INCH (INCHES) / POUND(S), NUMBER JST. JOIST = EQUAL(S) JT. JOINT / PER K KIPS(1000) A.B. ANCHOR BOLT ABV. ABOVE LAT. LATERAL ADD. ADDIIONAL LB. POUND(S) ADJ. ADJACENT LB. LAG BOLT S ( ) ALUM. ALUMINUM LG. LONG(ITUDINAL) ALT. ALTERNATE LGTH, LENGTH APPRX. APPROXIMATE(LY) LGMF UGHT GAUGE METAL FRAMING ARCH. ARCHITECT(URAL) LLH LONG LEG HORIZONTAL ASSY ASSEMBLY UN LONG LEG VERTICAL B. BOTTOM LSH LONG SLOTTED HOLE(S) BEL BELOW LT. WT. LIGHT WEIGHT BEN BOUNDARY EDGE NAILING LW. LIGHT WEIGHT B.F. BRACED FRAME BLDG. BUILDING WAS. MASONRY BLOCK MASH. MASONRY BUG. BLOCKING MAT. MATERIAL BLED. BELOW MAX. MAXIMUM BM. BEAM M.B. MACHINE BOLT BMU BRICK MASONRY UNIT MOM METAL BUILDING MANUFACTURER BN BOUNDARY NAILING MECH. MECHANICAL BOUNDARY M.E.J. MASONRY EXPANSION JOINT BOTTOM OF MEZZ. MEZZANINE BOTTOM OF EXCAVATION MFR.MANUFACTURER B.O.F. BOTTOM OF FOOTING ING MIN.N. MINIMUM BRDG. BRIDGE(ING) MISC. MISCELLANEOUS BRG. BEARING MIL METAL BIM. BOTTOM BTWN. BETWEEN (N) NEW C CAMBER N N/A C B. NON -LOAD CAME. CAMBERED) NO. NUMBER CANT. CANTILEVER(ED) N.S. NEAR 510E CF CUBIC FOOT N.T.S. NOT TO SCALE C.I.P. CAST IN PLACE N.W.C.NORMAL WEIGHT CONCRETE C.J. CONSTRUCTION JOINT CL CENTER LINE O.C. ON CENTER CLG, CEILING O.D. OUTSIDE DIAMETER CLR. CLEAR O.F. OUTSIDE FACE COL. COLUMN O.H. OPPOSITE HAND CONC. CONCRETE OPNG. OPENING CORN. CONNECTION OPP. OPPOSITE CONST. CONSTRUCTION ORNT. ORIENTATE(10N) CONT. CONTINUOS OSB ORIENTED STRAND BOARD CTSK. COUNTERSINK O.W.J. OPEN WEB JOIST C1R. CENTER(ED) CVR COVER VERTICAL REINF. PAR. PARALLEL CY CUBIC YARD P/C PRECAST PEN PANEL EDGE NAIL d PENNY(NAILS) PERP. PERPENDICULAR DB DROPPED BEAM PL PLATE DE1A DEFORMED BAR ANCHORS PL PROPERTY LINE DBL. DOUBLE PLN PLAN DCW DEMAND CRITICAL WELD PLMBG. PLUMBING DEPT. DEPARTMENT PLYWD. PLYWOOD DET. DETAIL PSF POUNDS PER SQUARE FOOT DF DOUGLAS FIR PSI POUNDS PER SQUARE INCH DIA. DIAMETER P.T. PRESERVATIVE TREATED DIAG. DIAGONAL PT POST TENSION(ED) DIAPH. DIAPHRAGM DIM. DIMENSION QTY. QUANTITY DOWN D.O. DITTO(REPEAT) R. RADIUS DP. DEEP RAD. RADIUS D.S. DRAG STRUT RE: REFERENCE DWG. DRAWINGS) REF. REFERENCE D111_, DOWEL(S) REINF. REINFORCEMENT(ING) REQ, REQUIRED RIGID FRAME EACH R.0, ROUGH OPENING EA. EACH R.S. ROUGH SAWN E.E. EACH END E.F. EACH FACE E.J. EXPANSION JOINT SCH. SCHEDULE EL ELEVATION SCESTRUCTURAL COMPOSITE WOOD ELEVATOR SIT. SHEET EMBD. EMBED(MENT) SIM. SIMILAR EN EDGE NAIL S.J. SHRINKAGE CONTROL JOINT ENG. ENGINEER SKW. SKEWED) Eq. EQUAL S.O.G. SLAB ON GRADE EOPT. EQUIPMENT E.W. EACH WAY SPC. SPACE(S) (ING) EXP.. EXPANSION SPEC. SPEGFlCATIINN(S) EO(ST. EXISTING SQ. SQUARE EXT. EXTERIOR STD. STANDARD STGR. STAGGER FAB. FABRICATION STIFF. STIFFENER(5) FEY FLUSH BEAM STIR. STIRRUP(S) FDN, FOUNDATION STL. STEEL F.F. FINISH FLOOR STRUC. STRUCTURAL FIN. FINISHED) STRUCT. STRUCTURAL FLG, FLANGE SUSP. SUSPENDED(110N) FLR. FLOOR SYIAM. SYMMETRICAL FN FIELD (FACE) NAIL F.O. FINISHED OPENING T. TOP F.O.C.FACE OF CONCRETE T.IrB. TOP AND BOTTOM F.O.M. FACE OF MASONRY TEMP. TEMPORARY F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE F.O.W. FACE OF WALL THK. THICKNESS) FRIG. FRAME(ING) THRD. THREADED F.S. FAR SIDE TN TOE NAIL FSD FORMED STEEL DECK T.O.S. TOP OF SHEATHING(SLAB) FT. FEE FOO T.O.W. TOP OF WALL 1( n FRTW FIRE RETARDANT TREATED WOOD TRANSV. TRANSVERSE FTG. FOOTING T.O.S. TO' OF STEEL 1YP. TYPICAL GA. GAUGE GALV. GALVANIZE(D) U.N.O. UNLESS NOTED OTHERWISE GB. GRADE BEAM U/S UNDERSIDE ' ` ; GIB GLUE LAMINATED BEAM ,- ;: GRO. GRADE V. VERICAL GMGYPSUM WALLBOARD VERT. VERTICAL THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFlLL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WTH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 1101 CODE REQUIREMENTS ALL Of SIGN AND CONSTRUCTION SHALL CONFORM TO THE 2015 INTERNATIONAL RESIDENTIAL CODE WITH COMPONENTS AS REQUIRED SUBJECT TO 2015 INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY OF TUKWLA, WASHINGTON. 0120E DESIGN LOADS LIVE LOADS ROOF (SNOW) 25 PSF FLOORS (RESIDENTIAL) 40 PSF SNOW LOAD DESIGN DATA: Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1,0, WIND DESIGN DATA: BASIC WIND SPEED: 110 MPH (ULT.) - 85 MPH (ASO) WIND IMPORTANCE FACTOR: Iw = 1.0 WIND EXPOSURE: EXPOSURE B TOPOGRAPHICAL FACTOR: Kzt = 1.0 INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR: le = 1.0 SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.49 S1 = 0.56 SITE CLASS: SITE CLASS 0 SPECTRAL RESPONSE COEFFICIENTS: SOS = 0.99 5D1 = 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 (LIGHT FRAME WALLS) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE EARTH ORKTAND FOU INFORMATION EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: ALLOWABLE BEARING PRESSURE 2000 PSF ACTIVE EARTH PRESSURE (YEILDING) 35 PCF ACTIVE EARTH PRESSURE (AT -REST) 50 PCFDN. PASSIVE EARTH PRESSURE 350 PCF COEFFICIENT OF FRICTION 0.35 SOIL PROFILE SITE CLASS D ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER. 0133Ht SHOP DRAWING SUBMITTAL PROCESS 6176: YETAL PLATE CONNECTED WOOD TRUSSESBNDRY. PREMANLIFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSIJTPI 1-2014, NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED W000 TRUSS CONSTRUCTION) AND IBC SECTION 2303.4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: RABLE TOP CHORD LIVE LOAD SEE SECTION 01200 TOP CHORD DEAD LOAD 10 PSF TOP CHORD DRAG LOAD SEE PLAN TOP CHORD NET WIND UPLIFT 7 PSF (NET) BOTTOM CHORD DEAD LOAD 5 PSF HVAC SEE MECHANICAL LIVE LOAD DEFLECTION L/360 06165: STRUCTURAL GLUED LAMINATED 11M8ER GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTOR (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END AITC I SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN OTHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: USE COMBINATION SYMBOL SPECIES CAMBER SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD CONTINUOUS BEAM 24F-V8 DF/DF ZERO CANTILEVER BEAM 24F-V8 DF/OF ZERO UNEXPOSED GLUED -LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED OTHERWISE EXPOSED CLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. 06190: MANUFACTURED WOOD BEAMS MANUFACTURED/ENGINEEREO WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORDOF SECTION 01330.3E SHOP DRAWINGS SHALL E TES SHALLL PER SHE REQUIREMENTS OF SECTI(XN DESIGN MATERIAL PROPERTIES BE AS FOLLOWS: MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) LVL = MICROLAM 1.9E6 2600 750 285 PSL = PARALLAM 2.0E6 2900 650 290 LSL = 1.75" 1MBERSTAND 1.55E6 2250 750 400 RIM = 1.5' T1MBERSTAND RIM BOARD 310E REINFORCING STEEL REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER AqLSL 318-14. REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: ASTM A-615 DEFORMED BARS GRADE 40 (fr40 KSI) FOR 13 BARS ONLY ASTM A-615 DEFORMED BARS GRADE 60 (fy-60 KSI) FOR j4 BARS AND LARGER ASTM A-706 DEFORMED BARS GRADE 60 (f60 KS) FOR ALL WELDABLE BARSELEV. AS114 A-185 SMOOTH BAR (4=60 KS) FOR WELDED WIRE FABRIC REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED YORE FABRIC OR FIBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE FRONDED. 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" f5 AND SMALLER .. ... 1 1/2' CONCRETE NOT EXPOSED TO EARTFI OR WEATHER 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" TIES, 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 BE PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS, STANDARD COMMITTEE PRODUCT STANDARD PS 20-99'. LUMBER CLASSIFIED AS STUDR.F. USE ONLY OHALL BE LIMITED RI VERTICAL ANY TYPE OF LOADING. . LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO TYPE OF 081E�FR� FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED MATH PRIOR APPROVAL BY ENGNEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS FASTENING SCHEDULE SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWNGS DIFFER FROM TIME APPROVED DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE APPROPRIATE JURISTICTION FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS ARE REQUIRED FOR PREFABRICATED WOOD TRUSSES. CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A UGENSED WASHINGTON STATE ROUGH FRAMING NLLNG SCHEDULE (N UEU OF EIC TABLE 2304101) CONNECTION FASIEFNNG 1. JOIST TO SILL OR QROER (3) 0.131' X 3' TOENAILS 2 BRIDGING TO AST (3) 0.131" X 3' TOENAILS EA. ENO 3. 1X6 OR LESS SURFER. Tb JST. (2) 0131" % 2.5' FACE NAIL 4. WIDER THAN 1X6 SUBFLR. TO JST. (3) 0.131" X 25' FACE NAIL 5. 2" S)BFLOOR TO JST./GIRDER (2) 0.161" X 3.5" BEND & FACE NAIL 6. SOLE PLATE TO JST. OR BLKG. 0.131' X 3' AT 6" O.C. TYP. FACE NAIL ' " "AT BRACED WALL PANEL (4) 0.131" X 3' AT 16' 0.C. FACE NAIL 7. TOP PLATE TO STUD (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 NAL 10. DOUBLE TOP PLATES 0.131' X 3' AT 8" O.C. TYP. FACE NAIL DOUBLE TOP PLATE LAP SPLICE (20) 0.131 X 3' FACE VIALS 11. JOIST/RARER IILKO TO PLATE (3) 0.131 X 3' TOENAILS 12. RN JOIST TO 1)P PLATE 0.131 X 3' AT 6' O.C. TOENAIL 13. TOP PLATE LAP INTERSECTIONS (3) 0.131' X 3' FACE NAIL 14. DOUBLE 2X JOIST/HEADER 0.131" X 3" AT 12" FACE NAL EA. EDGE 15. CEILING JOISTS TO PLATE (5) 0131' X 3' TOENAIL 16. CONTINUOUS HEADER TO STUD (4) 0.131" X 3" TOENAILS 17, tx0 JST. LAP AT PARTITIONS (4) 0.131' X 3" FACE NAIL 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131" X 3' FACE NAIL 19. (3) 0.131" X 3" TOENAIL RAFTER TO PLATE 20. IX BRACE TO EA STUD & PLATE (2) 0.131" X 3' FACE NAIL 21. 1X8 0R LESS SHTG. TO EA. BRG. (2) 0.131' X 3" FACE NAIL 22WDER THAN 1X8 SHTG. TO BRG. (3) 0.131" X 3" FACE NAIL 23.BUILT-UP CORNER STUDS (3) 0.131" X 3' AT 16' 0.C. FACE NAIL 24.11UILT-UP GIRDERS AND BEAMS 0.131" X 3' AT 12" EA. EDGE STAGGERED TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING SCHEDULE ON SHEET 51.0. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: NAIL SIZE DIAMETER LENGTH 8d 0.131" 2.5" lOd 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. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED 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 8E PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSUNK PLATE WASHERS SHALL NOT BE ALLOWED). 08103: JOIST AND BEAM HANGERS JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTA I FT1 PER STRUCTURAL ENGINEER SHALL BE SUBITTED ALONG WITH THE SHOP DRAWNGS FOR PREFABRICATED PLATED W000 TRUSSES, 01400r INSPECTIONS ALL SPECIAL INSPECTIONS THE CONTRACTOR SHALL RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL BUILDING DEPARTMENT. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. 01401: STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION IS NOT REQUIRED. 01701 MUTTON REQUIREMENTS INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL (ODES MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: MEMBER SIZE HANGER SAWN LUMBER U' SERIES TO MATCH LUMBER SIZE 3.125' WIDE GLULAM BEAM GLT3 5.125' WIDE GLULAM BEAM GLT5 6.75' WIDE GLULAM BEAM an 8.75' WIDE GLULAM DCAM IIGLT9 MANUFACTURED WOOD '1' JOIST "NUS" SERIES TO MATCH "I' JOIST SIZE 1.75" WIDE PSL OR LVL BEAN -LW SERIES TO MATCH DEPTHHDR. 2.69" WIDE PSL BEAM "Or SERIES TO MATCH DEPTH 3.5- WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH 7' WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH STRUCTURAL DRAWING SHEET INDEX F.I GYP. GYPCRETE MF VERIFY IN FIELD IT -;M SHEET DESCRIPTION DATE 51.0 STRUCTURAL NOTES 04/03/17 S1.1 STRUCTURAL NOTES 04/03/17 S1.2 SHEARWALL SCHEDULE AND DETAILS 04/03/17 S1.3 HOLDOWN SCHEDULE AND DETAILS 04/03/17 S2.0 BLDG. B1 - B4 FDN. &L2 FRMG. 04/03/17 1 S2.1 BLDG. B1 & B3 L2 & ROOF FRMG. 04/03/171 : , 52.2 BLDG. B2 & B4 L2 &ROOF FRMG. 04/03/171 1 S6.0 TYPICAL CONCRETE DETAILS 04/03/17) S6.I TYPICAL SHEAR BRACE DETAILS 04/03/17 S9.0 TYPICAL FLOOR FRAMING DETAILS 04/03/17 E c,: 1 59.1 TYPICAL ROOF FRAMING DETAILS 04/03/17 1 _ Igej H. HORIZONTAL W. WIDE(YIDTHY''""' He HD w/ WTH HOLDOV*J H.D.G.D GALVANIZED W/0 WITHOUT 1,•=* HEADER WW000 HGR. HANGER W.H.S.H WELDED HEADED STUDS HORZ. HORIZONTAL W.P. WORK POINT HCRIZ. HORIZONTAL HR HEADER W.S. WELDED STUD W. WEIGHT H.SB. HIGH STRENGTH BOLT W.W.F. WELDED WIRE FABRIC HT. HEIGHT X-STG EXTRA STRONG c I.D. INSIDE DIAMETER XX-STG DOUBLE EXTRA STRONG INVERT LE. ELEVATION F--r If. INSIDE FACE YD YARD ....: • 53.......ci,T, , INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.265.4512 (V) 2nR2RFr-.- k..; -- E•rD 1' C IP -V" ?• 04/03/17 htp 0 0 2015 CODE UPDATE 2012 CODE UPDATE PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL 64 0 DI PLOT: 04/03/17 cc 9, a qw 01 z d I I rz Les )mes s1.o .ATE SHEARWALL PER PLAN PEN FLOOR DIAPHRAGM EDGE NAILING RE NOTES SECTION 06160 2x CONT. RIM RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE A35/LTP4 w/(12) 0.131' DIA. X 2 1/2' SHEARWALL PER PLAN SCALE NONE 1 BOTTOM PLATE NAIUNG PER SHEARWALL SCHEDULE RE 14/S1.1 & 10/S1.1 FLOOR SHEATHING RE NOTES SECTION 06160 2x BIKG. W/.148'OI&x3 0 3'0C BLOCK TO RIM NOT REWIRED FOR P6) SHEARWALL PANEL EDGE NAILING PER SCHEDULE TYPICAL EXTERIOR SHEARWALL CONNECTION P6, P4 & P3 P.EN. . PER SCHED. 03 off' P.EN. PER SCHED. SCALE NONE 1A RE 1/51.1 FOR BALANCE OF SECTION TOP PLATES RIM s ST OR PONY WALL MUDSILL LAP SHEATHING AT FLOOR LINE DETAILING CONT. 4x RIM SCALE 2 RE 1/S1.1 FOR BALANCE OF SECTION (3) ROWS RE 14/S1.1 & 10/S1.1 RIM/BLOCKING TO TOP PLATE CONN PER SHEARWALL SCHEDULE (EITHER L1P4 CR A35) SHEATHING SHEARWALL PER PLAN NONE TYP. EXTERIOR SHEARWALL CONNECTION 2P4, 2P3, 2P2 CONT. 4x RIM RE: 1/S1.2 FOR BALANCE OF SECTION (3) OR (4) ROWS RE 14/S1.1 & 10/S1.1 RIM/BLOCKING TO TOP PLATE CONN PER SHEARWALL SCHEDULE (EITHER LTP4 OR A35) PEN SHEATHING (2) SIDES SHEARWALL PER PLAN SCALE NONE TYP. EXTERIOR SHEARWALL CONNECTION 2P4, 2P3, 2P2 3 PLAN - JOIST HEAD -OUT SCALE 3/4' = 1'-0' 7 HEAD -OUT FOR PLUMBING, MECH., ETC. 2x10 U210 HANGER EA END U210 HANGER 2x10 JOIST PER PLAN (16' 0.C. U.N.O. PER PLAN) 2x10 FOR JOIST SPANS UP TO 11'-0', A SINGLE JOIST MAY BE HEAD OFF TO ADJACENT SINGLE JOISTS FOR JOIST SPANS BETWEEN 11'-0' AND 16.-0' ADD ADDITIONAL 2x10 JOIST ADJACENT TO HEAD OUT. NOTE JOIST HEAD -OUT IS FOR UNFORMLY LOADED FLOOR JOISTS ONLY JOIST HEAD -OUT DETAILS PROVIDE 3X3X0.229' PLATE WASHER 0 EA. ANCHOR TYP. U.N.O. SCALE 3/4' = 5 FOUNDATION SILL PLATE AND STUDS PER SHEARWALL SCHEDULE TYP. &BOLT PER SHEARWALL SCHEDULE FOUNDATION PER PLAN TYP. SHEARWLL ANCHOR BOLT TO CONCRETE NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2" OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS SHOWN FI SF OVESIZE PLATE WASHERS AS REQUIRED. SPA, PER SCHEDULE 1 3/4' MIN. 2' MAX. 1 3/4 MN. 2' MAX SPA. PER SCHEDULE �-O 0 x VIW 0 CY6 Lai 1 3/4' MIN. 1 3/4" MIN. 2" MAX. 2" MAX. 1 3/4' MIN. 2x4, 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDE 2x6, 3x6 PLY ONE SIDE 2x6, 3x6 PLY TWO SIDES SCALE 3/4' = 1'-0' 8 ANCHOR BOLT PLACEMENT DETAILS SIMPSON LTP4 W/(12) 0.131' DIA X 2 1/2' WHEN APPLIED OVER 9HEATING SCALE: NONE 6 9MPSON LTP4 w/(12) 0.131' DIA X 1 1/2' WHEN APPIJED DIRECT TO FRAMING TYPICAL SIMPSON LTP4 SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/ HEM -FIR STUDS AND HEM -FIR PLATES WALL TYPE SHEATHING PANEL EDGE NAILING ® FIELD NAILING ® BOTTOM PLATE O HALING RIM OR BLOGONC TO TOP PLATE CONN. FRAMING AT ADJOINING PANEL EDGES 0 FOUNDATION SILL PLATE ® ANCHOR BOLT SPACING 5/8' DIA 7' EMBED 0.148%3.25' TOENAIL LTP4 DIRECT TO FRAMING A35 ONLY �ii ROWS SPACING P61N 7/16' SHT. CNE SIDE 6' 0.C. 12' 0.C. (1) 4' 0.C. 4' 0.C. N/A N/A 2x 2x 3x 48' O.C. 48' O.C. P6 7/16' SHT. ONE SIDE 6' O.C. 12" O.C. (1) 4" QC. N/A 24' O.C. 16' O.C. 2x 2x 3x 48' O.C. 48" O.C. P4 7/16' SHT. ONE SIDE 4' O.C. 12' O.C. (2) 6' 0.C. N/A 16' D.C. 12' 0.C. (2)2x OR 3x 3x 40' 0.C. P3 77/16" SHT. 3' O.C. 12' 0.C. (2) 4' 0.0 N/A 12' 0.C. 10' O.C. (2)2x OR 3x 2x 3x 24' 0.C. 22" O.C. P2 7/16' SHT. ONE SIDE 2' O.C. 12' O.C. (3) 6' O.C. N/A / 10' 0.C. 10' O.C. (2)2x OR 3x 2x 3x 18' 0.C. 24' O.C. 2P4 7/1 7/16 SIDES 4' O.C. 12' 0.C. (3) 5" O.C. N/A 10' O.C. 10' O.C. (2)2x OR 3x 3x 20' O.C. 2P3 7/16' SHT. BOTH SIDES 3' O.C. 12' 0.C. (3) 4' O.C. N/A 8' O.C. 8' O.C. (2)2x OR 3x 2x 3x 16' O.C. 2P2 7/16' SHT. BOTH SIDES 2' 0.C. 12' O.C. (3) 3' O.C. N/A 6' O.C. 6' O.C. (2)2x OR 3x 2x 3x 8' O.C. 12' 0.C. 14 SHEARWALL SCHEDULE NOTES: 1. STUDS SHALL NOT BE SPACED MORE THAN 16' 0.C.. 2. RE S1.0 SECIICN 06100 'ROUGH FRAMING' FOR REQUIRED WALL STUD AND PLATE SPECIES AND GRADE 3. RE S1.0 SECTION 06160 'WOOD SHEATHING" FOR REQUIRED SHEAR WALL SHEATHING, THICKNESS AND GRADE. ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. 4. SHEATFING PANELS MAY BE INSTALLED OTHER HORIZONTALLY OR VERTICALLY PATH ALL PANEL EDGES BACKED/BLOCKED WITH 2' NOMINAL CR WIDER FRAMING. SEE NOTE 5. 5. FRAMING MEMBERS RECFIVNG EDGE NAIUNG FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3' NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT 'Pr. 6. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6' D.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3' NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. 7. NAILS FOR PLYWOOD AND 0SB PANEL EDGE AND FIELD NAILING SHALL BE 6d COMMON (0.131' X 2 1/2'). 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.148' X 3.25'). 9. FLOOR DIAPHRAGM NNUNG 91A1 BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAIUNG. DO NOT OVER NAIL THE BLOCKING. 10. ANCHOR BOLTS SHALL BE GALVANIZED 5/6' DIAMETER ETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE POUR. WET STICKING CF ANCHOR BOLTS IS NOT ALLOWED. 11. GALVANIZED 3' X 3' X 0.229 (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT - SEE DETAIL 8 THIS SHEET FOR PLACEMENT DETAILS. RECESSING PLATE WASERS IN PLATES IS NOT ALLOWED. 12. LTP4 FRAMING PLATES SHALL BE INSTALLED WIN 12-8d X 1 1/2' (0.131' X 2 1/2') NAILS RE: DETAILS 1, 2, 3 & 6 THIS SHEET. 13. A35 FRAMING ANGLE SHALL BE INSTALLED WITH 12-Bd X 1 1/2' (0.131' X 1 1/2') NALS. RE: DETAILS 1, 2 & 3 THIS SHEET. 14. AL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL 15. ALL WOOD IN CONTACT PATH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. 16. WHERE BOTTOM PLATE NAIUNG SPECIFIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OEFStI 1/2 INCH AND STAGGERED. 17. GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS 18. 2-2x'S IN UEU OF 3x'S AT PANEL EDGE ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/S1 2 9M. AND BOTTOM PLATE NNUNG 19. WHERE BUILDING OFFICALS ALLOW, DSB SHEATHING MAY BE APPUED OVER 1/2' OR 3/8' GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED WITH 10d NAILS (0.148" DIA X 3' LONG) SHEARWALL SCHEDULE WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING EXTERIOR TYPICAL 2X6 2X6 0 16' GARAGE GARAGE/UNIT 2X6 2X6 0 16' INTERIOR FIRST 2X4 2X4 0 16' SECOND 2X4 2X4 0 16" THIRD 2X4 2X4 0 16' PARTY FIRST 2X4 EA. WALL 2X4 0 16' (DOUBLE WALL) SECOND 2X4 EA WALL 2X4 0 16' THIRD 2X4 EA. WALL 2X4 0 16' BEARING WALL NOTES 1. SEE SHEARWALL SCHEDULE SHEET S1.1 FOR WALL 91EATHING, ADDITIONAL PLATE AND STUD REQUIREMENTS, BLOCKING AND PLATE NAILING. SEE 06100 'ROUGH FRAMING' STRUCTURAL NOTES SHEET S1.0 FOR SPECIES AND GRADE OF WALL PLATE AND STUDS PIFtSF NOTE THAT SOME SHEARWALL TYPES REQURE A DOUBLE RIM JOIST FOR THE PLATE NAMING. 2. SECURE SILL PLATE TO CONCRETE WI1H 5/8' DIA. ANCHOR BOLTS WITH 7' EMBED, AT 48' ON CENTER TYPICAL UNLESS NOTED OTHERWISE REFER TO SHEARWALL AND HC.DOWN SCHEDULE FOR ADDITICNAL ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED, REFER TO THAT SECTION FOR CORROSION PROTECTION REOUIREWNTS FOR CONNECTORS 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPACE PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS INDICATED ON THE PLANS. 4. TOP FLOOR INTERIOR WALLS ARE NON -BEARING. INTERIOR GARAGE WALL BETWEEN GARAGE AND CONDITONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS 9 WALL STUD SCHEDULE SIM. 0 (2) 2x FRAMING AT ADJOINING PANEL EDGES. vie SCALE NONE (1) 1 1/2' COAT RIM BELOW (1) ROW CENTERED ON RIM BELOW P6TN, P6 (2) 1 1/2' CONT. RIM PLUS BLOCKING BELOW RN TO BLOCKING 4'TYVIALS 03 0 'OC OC TYPICAL 1 1 1 /4' (2) ROWS CENTERED ON RIMS BELOW P4 & P3 (3) ROWS CENTER ON RIM BELOW P2, 2P3, 2P4, 2P2 SCALE NON EXTERIOR BEARING SUPPORT I �. II -' II I �.II �' II `- II -' II `� II �'2 II � I `� I . it 1 �-- II `�� II �' Jc ��'' ���.0 II �'" II `. II x �4L„ �r ,.�' I i 1 ,- 1 1 .-' 1 +� 1 �, 1 .,- II --. 1 - II )tK II - II �. II �-- 1 �-- I 0 1 �. 1 �' 11 -. II 1 ) �' II 1 `. I Tom\ ,-'R. /�.� �. /--- --- I �1 E 1. ROOF/FLOOR SHEATHING NOTES BOUNDARY NAIUNG AT R00F/FLOOR PERIMETER, AT CONT. PANEL EDGES (B.N.) 2, EDGE NAILING (P.E.N.) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS 3, INTERIOR FIELD NAIUNG (F.N.) 12' O.C. AT BEARING SUPPORT' 4. SEE PLANS FOR PLYWOOD THICKNESS & NAIUNG SCHEDULE 5, LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. 6. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8' 7. MINIMUM PLYWOOD SHEET SIZE 2'-0' X 4'-0' g NAILS SHALL NOT BE DYER DRIVEN 711Pr .91 PLYWOOD FLOOR SHEATHING RE: NOTES 06160 Q BOTTOM PLATE CONNECTION RE 1, 2 & 10/51.1 II _JL DIAPHRAGM EDGE NAIUNG t---.---.--J� 1 II II II II 1 II NOTE MINIMUM SIZE OF SHEATHING SHALL BE 21-0' X 4'-0' BLOCK AL PLYWD. EDGE NOT SUPPORTED BY FRAMING MEMBER. 1'-4" PLYWOOD ROOF SHEATHING DIAPHRAGM EDGE NAILING TRUSS/JOIST BLOCKING B1000NG CONNECTION TO TOP PLATE DEDICATE STUD BAY AT END OF SHEARWALL FOR HOLDOWN. ADD. STUDS FOR HOLOOVN PER SCHEDULE CONT. 2x RIM w/BLDCKINc 1F REQUIRED BLOCKING OR CONT. RIM CONNECTION TO TOP PLATE iris HO DOWN RE 11-17, 19/S1.2 PROVIDE PANEL AT NAILING AT END OF WALL STUDS THAT ATTACH ID HOLDOMIS TYPICAL . AT ADJOINING PANEL EDGES PROVIDE PANEL EDGE NAILING AND FRAMING PER SHEARWALL SCHEDULE (STAGGER NAILS): (5 BLOCK ALL PLYWOOD EDGES NOT SUPPORTED BY FRAMING MEMBERS AND NAIL W/PANEL EDGE NAIUNG CC) GALVANIZED ANCHOR BOLT RE 5/S1.1 W/ 3 X 3 X 0.229" GALVANIZED WASHER DIA./SPACING PER SHEARWALL SCHEDULE PROWS MINIMUM GF TWO BOLTS PER PLATE WITH ONE BOLT NOT LOCATED MORE THAN 12 INCHES OR LESS THAN (7) BOLT DIAMETERS FROM THE END. - SEE DETAIL 8 THIS SHEET FOUNDATION SILL PLATE STAGGER NAILING RE SHEARWALL SCHEDULE FOR SIZE HOLDOWN ANCHOR PER PLAN RE 1, 2/S1.2 H FM CID Z 4ftel101a41:i 0 0 rn a4 m d cn OD 0 -+ CO c0 O v Lfi N m to N C ..� Cr) N C Li m R 0 0 y N L (. LID D C.)ID D'zN Lce E%1 CO 0 �] F o 106/26/14 1 05/27/10 03/09/10 I 0 (3 a 0 0 JOB #: 10014 CODE UPDATE PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL z 0 V) w a J u" PLOT: 06/26/14 CAD: THE ENGR:TRE 0z 1 I I 111 ct ct V1 00 00 00 CT cCr sisi 10 BOTTOM PLATE NAILING PATTERN 11 ROOF/FLOOR SHEATHING LAYOUT SCALE NONE 12 TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) CONCRETE FOUNDATION 2)/8-on 69 HOLDOWN PER PLAN ITEM #4 CONT. e A: STRAP TYPE SCAI F: 3/4' = 1'-0" EXTERIOR HOLDOWN 1 HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE R: HD TYPE HOLDOWN PER PLAN #4 CONT. SCAI F, 3/4' = 1'-0" 2 HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE EXTERIOR HOLDOWN HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE FOOTING SIZE AND REINFORCEMENT PER PLAN SCAI R. 3/4" = 1'-0" 6 11 16 HD TYPE INTERIOR HOLDOWN ADDED STUD FOR HD TYPE HOEDOWNS (COUNTERSINK) HOEDOWN PER PLAN FLOOR JOISTS/RIM TYP. HOLDOWON FLOOR TO FLOOR WALL ABUTTING SHEARWALL PLYWOOD CONTINOUS O ABUTTING WALL SHEARWALL RE: PLAN TYP. ABUTTING WALL 7 12 ADDED STUD FOR HD TYPE HOEDOWNS (COUNTERSINK) HOEDOWN PER PLAN BEAM PER PLAN `PL 5 X 5 X 3 8' / TYP. HOLDOWN TO BEAM SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. CONTMUDUS STRAP DRAG STRUT PER PLAN JOIST PER PLAN - TYP. BLOCKING CR BEAM PER PLAN ‘1/4%..."---SHEARWALL BEYOND PER SHEAR WAIL SORTED. TYP. WALL BEI OW SCALE: 3/4' = 1'-0" TYP. U.N.O. 17 CONTINUOUS STRAP DRAG STRUT PER PLAN 4- WALL ABOVE DRAG STRUT DETAILS 1 3 0 i JOISTS PER PUN (1w•) STRAP 0-0 STRAP PARTIAL PIAN: SHEARWALL WITH FORCE TRANSFER SCALE: 3/8' = 1'-0' -1r- II_IJ_- 41 -1r— II 1L r II-lr pm.- --.1I -LL- iI HEADERPERPLAN X 48' HEAO/SLL W/ (36) tOd NAILS IICS22 II II U.N.O. PER PLAN BLKG. W/ EDGE NAPER SHEARWALL SCHED.HED.ido NAILINGSILL, KING TRIM STUDS II IHHEAD, II • I �11 -' i I II I►.I I II II II II - -JL_JL- - II II II I -JL . . II II I II 11 II -_ II__ Y IIY Y Y II e e 11 1 III n__ 1 -II- II 1r— P II I- I--1r1r- 1 II II ` ` HEADER PER PLAN 1 CS22 X 48' HEAD/911 II II II III III W/ (36) 10d NAILS U.N.O. 11 I I I I /PERPLAN EGPS W/ EDGE NAIUNG PER SHEARWALL SCHED. 21 r NAILING AT SLL, HEAD, KING & TRIM STUDS I I I 11 II _IL_ I II I I II I►t1 I 1 11 II II 11 1 JL. IL • II Y11 II _.JL STRAP TYPE HOEDOWN PER PUN 3) 106 TYP.) BEND STRAP UNDER MULT. JOIST/BEAM U.N.O. PER PLANS 13 18 1. PLYWOOD/O.S.B. SHEAR PANELS Ku F• 3/8' = 1'-0' FRAMING AT PANEL EDGES PER SHEARWALL SCHEDULE PANEL EDGE NAIUNG (P.E.N.) ALL EDGES OF ALL SHEETS PER SHEARWALL SCHEDULE PLACE EDGE NAILS INTO POST PER PLAN OR (2) 2X STUDS AT ENDS OF SHEAR WALLS. POST & HOLDOWN PER HOLDOIW SCHEDULE HOEDOWN PLR PLAN STAGGER NAIUNG AT PLYWOOD JOINTS PLYWOOD SHEATHING PER SHEARWALL SCHEDULE - TYPICAL FED NAILING (F.N.) - TIP. POST & HOLDOIN PER HOLDOWN SCHEDULE HOLDOYM BOLT - SEE HOLDOYM SCHEDULE ANCHOR BOLTS - SEE SHEARWALL SCHEDULE FOR SIZE, SPACING, AND DABEDMENT TYPICAL DETAIL FOR SHEARWALL W/ FORCE TRANSFER AROUND WINDOW OPENINGS N�I HOLDOWN DETAIL G. 0 WALL LINE 10d 0 6'O.C. STAGGERED (.148"DIA. X 3' LONG) TYP. MULTIPLE STUD ATTACHMENT SHEARWALL RE: PLAN SAW CUT IN PLY TO ACCEPT STRAP AT INTERIOR STRAP RE: PLAN OVER SHEATHING SHEARWALL RE: PLAN RE: HOEDOWN SCHEDULE FOR ADDITIONAL INFO. 14 ALT. LOCATION STRAP TYPE HOLDOWN & FASTENER SCHEDULE: HF STUDS HARDWARE TYPE WOOD MEIABER/POST FASTENER ROD DIAMETER ANCHOR EMBEDMENT STEM (MINIMUM) DETAIL 2X4 WALL 2X6 WALL STEM THICKENED FOOTING STEM THICKENED SLAB CS16 2X4 2X6 (28) 8d N.A. N.A. - N.A. - N.A. 13 m 15 MST37 (2) 2X4 (2) 2X6 (16) 16d N.A. N.A. - N.A. - N.A. MST46 (2) 2X4 (2) 2X6 (28) 16d N.A. N.A. - N.A. - N.A. . C�7 1. HPAHD22 (2) 2X4 (2) 2X6 (21) 16d N.A. N.A. N.A. - - 10" 14" - - 8' 8' STHD14 (2) 2X4 (2) 2X6 (38) 12d N.A. ai lirC HDU2—SDS2.5 (2) 2X4 (2) 2X6 5/8' ROD & PL 1/2"x3'SQ. W/NUT T&B RE: 15/56.0 8" RE: 15/S6 0 6' 6 11 12 1/4X2S /2' HDU4—SDS2.5 (2) 2X4 (2) 2X6 (10) SDS 1/4X2 1/2" 5/8' 9' 6" HDU5-SD525 (2) 2X4 (2) 2X6 (14) SDS 1/4X2 1/2' 5/8' 11' 6' 1. 1. 1. HDU8—SDS2.5 4X4 4X6 (20) SDS 1/4X2 1/2" 7/8' 11' 8' 10 HOLDOWN NAILING RE: HOEDOWN SCHEDULE BUNDLED STUDS RE: HOLDOWN SCHEDULE HOLDOWN & FASTENER NOTES: 1. HOLDDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY. 2. 16D = .162' DIA. X 3 1/2' LONG. 3. USE HALF THE REQUIRED NAILS IN EACH NEWER 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. ANCHOR BOLT NUT SHOULD BE FINGER -TIGHT PLUS 1/3 - 1/2' TURN WITH HAND WRENCH. CARE SHOULD BE TAKEN TO NOT OVER-TCROUE THE NUT. IMPACT WRENCHES SHOULD NOT BE USED. 7. HDU HOLDDOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH OF THE ATTACHED POST. 6. RE: NOTES SECTION 06100 'ROUGH FRAMING" FOR THE REQUIRED POST SPECIES AND GRADE. SHEATHING NOT SHOWN FOR CLARITY HOLDOWN & FASTENER SCHEDULE INTERIOR HOLDOWN BOLT TYPE STRAP TYPE i ---- i—D 11 f`7, `—BOLT TYPE ALT. LOCATION 19 cMrir r lye ALT. LOCATIONS NOTE: SEE 20 THIS SHEET FOR PANEL NAIUNG DETAILS 7 „fir NOTE: HOEDOWNS AND STUD QTY. TO BE PER PLAN AND SCHEDULE HOLDOWN PLACEMENTS ri— • 1 11 1 SHEARWALL RE: PLAN STRAP RE: PLAN OVER SHEATHING N SHEARWALL RE PLAN 15 P.E.N. P.E.N. F.N. F.N. HOEDOWN NAILING, RE: HOLDONN SCHEDULE BUNDLED STUDS RE: HOLDOWN SO-EDULE RE: HOLDOWN SCHEDULE FOR ADDITIONAL INFO. bie.o/e3 EXTERIOR HOLDOWN F.N. F.N. PLN ADD STUD IF NO EXTERIOR A.P.A. SHEATHNG P.EN. PLN. NAILING NOTATIONS P.E.N. = PANEL EDGE NAILING PLN. = PLATE NAILING F.N. = REED NAILING F.N. - P.EN. PLN. 1 aamm ri P.EN. NOTE: NAIUNG TO BE PER PLAN AND SHEARWALL SCHEDULE SCALE. 3/4' = 1'-0" TYP. U.N.O. 20 F.N. P.EN. rPLN. P.E.N. STRUCTURAL WALL INTERSECTIONS PERMIT SUBMITTAL V z cc Ill z V z W Seattle, WA 98109 w 0 4, 0 z 0 up C W 1 7 0 7 0 0 z 206.285.0618 (F) a o rn o 0 0' lS ti 1001 -113 JOB #: 10014 0 PHASE 1 PERMIT SUBMITTAL PLOT:03/08/10 7 CAD: TRE ENGR: TRE O z I 0 O 03 �—I i--I 0 00 0 S1.2 FRAMING NOTES 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 0 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET 51.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3% FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET 51.1. 9 HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG-11E. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12 BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. AU. BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS, SOUD BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOEDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE ABOVE U.N.O. PER PLAN. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION REQUIREMENTS. ®- • -� FB tgn D- -� HR 0-• El-• GLB GT -0 FLUSH BEAM DROPPED BEAM HEADER - SEE 10/S9.0 GLUED -LAMINATED BEAM GIRDER TRUSS INDICATES N0. OF BUNDLED STUDS PROVIDE (2) TYP. U.N.O. POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW FRAMING LEGEND I WOOD PANEL SHEARWALL P6 SEE 11 /S1.1 \-HOEDOWN / PER SCHEDULE MST48 MST48J SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 X OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEILNG ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL FOUNDATION NOTES 1. ALL SOIL BEARING SURFACES ARE SUBJECT TO INSPECTION AND APPROVAL BY THE GEOTECHNICAL ENGINEER PRIOR TO REINFORCING AND CONCRETE PLACEMENT. 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS TYPICAL U.N.O. 3. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. 4. SEE ARCHITECTURAL PLANS FOR WALL LOCATIONS 5. CONCRETE WALLS ARE 8' THICK TYPICAL U.N.O. 6. SEE DETAIL 20 SHEET S6.0 FOR STEPPED FOOTING DETAIL 7. SEE SHEET S2.1 FOR WOOD FRAMING LEGEND, NOTES, AND SCHEDULES. FOUNDATION SCHEDULE MARK DEPTH WIDTH LENGTH REINFORCING DETAILS F1 8' 1'-4' CONT. (2) #4 CONT. TURNED DOWN SLAB EDGE 6,7,8/S6.0 O 12' 1'-6' CONT. (2) #4 CONT. TYP. THICKENED SLAB FOOTING 9/S6.0 F2 12" 24' 24" (2) }4 EA. WAY POST FTG.: 4/S6.1 16 8" 1'-4" CONT. (2) #4 CONT. FTG. W/ STEM WALL 16,17,18/S6.0 'LI 12" 2'-0' 3'-O' (2) =4 CONT. SHEAR BRACE FIG.: SBA-3/56.1 FOUNDATION LEGEND F1 SEE FOOTING TYPE THIS SHEET (-3'-0•) BOTTOM OF F0011NG ELEVATION 20 -0 TOP OF CONCRETE ELEVATION S.J. SHRINKAGE CONTROL JOINT PER DETAIL 5/S6.1 C.J. CONSTRUCTION JOINT PER DETAIL 6/S6.1 T.O.C. WOOD PANEL SHEARWALL P6 I PER SHEET S1.2 I HOEDOWN l ` PER SCHEDULE LHPAHD22 HPAHD22\ SHEET S1.3 Note: ALL SECTION CUTS ARE TYPICAL CAD BIC i 40' -O• 20'-0" 20'-0" 8'-2 :/4" 8'- 2 3/4" 0 F2 1 441 F2 @ 56.0 6'-9' -113/ 11-1 L I J Y\ ill 34• 6'-9' 2'-9• i a P2 P2 6 T.O.C. T.O.C. P2 J/13P2 I tD• I 560 T.O.` T.D.C. +0� 6 -- -- STHD14 F1 I (-2'-0•) S1HD14� 1 I ET I I �STHD14 1 Ft STHD14 - (-2'-0") t0 6 S6.0 S6.0 `r2-0•) 1 O I I IFS I I I S60 1 I (-2' 0 Y �ii 1 P6 I I -I P6 56.0 9p 0 13• I ®YP• I . FS - • - 3"I � • i\ - T.0.4•/ ' _HPAHD22 0 1'- '4" - - - - - j-- T.O.C. +0" 1 +0 01 I P4 I SIM ; D14 P4 1 T.D.C. : I 0" .,„ n P4 1 P4 I 10 1 o I 4'-3 1/2" 13'-10 1/4r �'-10 1/4" 4'-3 1/2" TYP. S1.2 cc a 44I E I 2 56.0 I P6 I I P6 I 7 1 ') I (-2'-01) S6.0 I I i- P6 I I I -I P6 I 9D In T.D.G. I t 1 S9.0 T.D.G. 1 bl T.O.0 +0' I Fi - +o" m I +0 T.O.C. DUB HDU8 HDU - B:C.--T.$E - - -1 T//.E:E - - T.O.0 +6" -4" \1/- (-2'-0") +6" (-2"-0') -4" / +6J Y Y 56.0 I 2P2 0 1 2P2 12P2 I 0 1 /2" 16.-3' 3'-9" / 16'-3' 1- / �• 20'-0' 20'-0" 40'-O C� Foundation Plan i SCALE: 1/4" = 1'-0" -14 T. 0 16" O.C. 0 0 CD 0 Sq X N 0 P2 PT2X10 RIM I P2 ST48 CONT. 2X12 RIM (2) 2X12 0 16' O.C. 0 0 M. sc PT2X10 RIM 6X8 0P. N: ff: II::1}:::II. P0-X1C 2X8 HDR 6 V. 1D i( (Cl 2X8 HDR H6� 1. a AM: 4 ;S ST+ ZR'• / IP2I IAST48 CONT. 2X12 RIM II II II II II II 1N IL It hi DEL 2X12 JST 7X12 0 16' O.C. DBL2X12� _DBL 2X12 JST S9.o _12) 2X12 0 16' O.C. GL. 3,125X12 Eu GRAPHIC SCALE 0 2 4 8 ME ( IN FEET ) 1 inch = 4 ft. P2 P4 I 11 lir 09 \\T, 2X12 RIM \�LST37 MST37 b'8-oi sj Second Floor Framing Plan SCALE: 1/4" = 1'- REF. P6 2P2 0 S1.2 YP. 2X12 JST. 0 16" O.C. DBL. 2X12 JST. 0 16" O.C. 3 ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) I /aCj r F IP • v?.%0 `o .�'1 O DATE 03/09/10 o N In T O JOB#: 10014 PHASE 1 PERMIT SUBMITTAL u a z 0 PLOT:03/08/10 CAD: THE ENGR: TRE O z 1 I 1 homes S2.0 FRAMING NOTES 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 0 24' ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES NATH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL. SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/59.0 FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG-11E. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS, SOLID BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE ABOVE U.N.O. PER PLAN. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION REQUIREMENTS. FRAMING LEGEND ®- • F- B --61 r DB HR = IID- • GLB � 0-- • GT ---® FLUSH BEAM DROPPED BEAM HEADER - SEE 10/S9.0 GLUED -LAMINATED BEAM GIRDER TRUSS SINDICATES N0. OF T BUNDLED STUDS PROVIDE (2) TYP. U.N.O. POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW I WOOD PANEL SHEARWALL SEE 11/S1.1 `MST48 MST48' I HOIDOWN PER SCHEDULE SEE 10/51.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 X OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEILING ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL O MS 37 U 0 0 0 0 0 CV 1 iw ilm 0 P6 1 1 1 M5T3 (2) 2X8 HJR DBL 2X12 JST 7x17 0 16• n r DBL 7112 JST DBL 2X12 JST I1BL 2X12 JST DBL 2X12 JST N l 737 (4 2X8 HDR P4 (2)-21B11R (2) 2X12 0 16' O.C. Y 1:HD MST37 MST37 4-2 en j2X8 HDR ti IM. CO P4 IL - 4 DBL 7X12 JSI _ 2x12 0 16" O.C. DBL 2X12 J$I DRL2x12. JSI DBL 2X12 JST DBL 2X12 JST (2)2X12016"0.C. (1 (2) 2X8 • v ST37 2 2X8 H • .+ I I. 4 0 2X12 JST. 0 16' 0.C. 2X12 JST. 0 16" O.C. MST37 Third Floor Framing Plan SCALE: 1/4" = 1'-0" R F. YP. a zA e (2) 2X8 HDR OD 4 GRAPHIC SCALE 0 2 4 8 2) 2X8 HDR - t F-==i t- TRUSSES AT 24" 0.C. N N 1 F I Ir I P6 v 2) 2XB HDR (2 2X8 H 2) 2X8 HDR TRUSSES AT 24" O.C. ( IN FEET ) 1 inch = 4 ft. 2) 2X8 HDR 1 "i L r 1 m 4, (2) 2X3 HDR 1 Di F-043 cc, 1 IPUN I Roof Framing Plan SCALE: 1/4" = 1'- REF. 4;$ O • ILA H ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) F' tn f _ i d�o � O 6ti 03/09/10 N in ml� O O_ C - PHASE 1 PERMIT SUBMITTAL iL .] co z 0 5 PLOT:03/06/10 u a rCAD: THE ENG'R: THE o z 1 1 Roof Fi S2.1 FRAMING NOTES 1. ROOF FRAMING — PRE ENGINEERED PLATED WOOD TRUSSES 0 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEIUNG FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS SECURE JOIST TO TOP PLATES PATH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/$ PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/59.0 FOR BUILT—UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG-11E. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS, SOLID BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE ABOVE U.N.O. PER PLAN. 17. HANGERS AND FASTENERS IN CONTACT PATH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION REQUIREMENTS. FRAMING LEGEND 131— • F— B —0 t DB =. IitHR —� GLB GT 0—• 0— • FLUSH BEAM DROPPED BEAM HEADER — SEE 10/S9.0 GLUED —LAMINATED BEAM GIRDER TRUSS INDICATES NO. OF 4' BUNDLED STUDS PROVIDE (2) TYP. U.N.O. POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW I WOOD PANEL SHEARWALL SEE 11/S1.1 `MST48 MST48— HOLDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 X OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CLUNG ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL CAD C3) k J u r l L\ V <z). y E2 • i _n Third Floor Framing Plan SCALE 1/4" = 1'-0" I 3 3� CO a (2) 2X8 HDR — 11— — GIRD R TRUSS 1-.11.11 11 1 H II H H • H c- X 40 r— { P6TN I < TRUSSES AT 244 0 a •II• TRUSS OR (2) 2X1I HDR f 2X3 HDR P6 s Wroiacs c c ) ) ) (2) 2 P 9.10 $9.1 TNI r b II (2) 2(8 HDR 9 (2) 2X8 HDR — GIRDER TTUSS r ricm CO 31 ci 0 1- TYP. H •H H GIRDER TRUSS Roof Framing Plan SCALE: 1/4" = 1'-0" 2)I2X8 HDR GRAPHIC SCALE CO 0 2 4 ( IN FEET ) 1 inch = 4 ft. REF. E ti rot i C a 1-4 ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) I ""I—i z. E" te��j r rti yro 'z O DATE — PHASE 1 PERMIT SUBMITTAL 03/09/10 ENG'R: TRE CAD: TRE PLOT: 03/08/10 FILE: 10014B_S2.0 JOB#: 10014 z 0 m a d z 1 homes S2.2 BAR = 3000PS1 re = 4000PSI SIZE LAIDF'c CLASS TOP OTHER TOP OTHER SEE PLAN FOR 1/8" X 1 1/2" PREMOLDED SECOND POUR FIRST POUR BARS BARS BARS BARS SLAB THICKNESS CONTINUOUS MASTIC JOINT A 17 14 15 12 AND REINFORCING STRIP OR PREMOLDED SEE PLAN FOR 'KEYED /3 B 23 17 20 15 (TYP•) CONSTRUCTION JOINT (MAY SLAB THICKNESS BURKE KOLD' JOINT. A 23 18 20 16 BE BE SAWCUT AT CONTRACT- AND REINFORCING STOP REINF. POST PER PLAN - LOCATE S OPTION) PER ARCHITECTURAL B 30 23 26 20 (TYP.) \, CLR. OF JOINT LAP + H LAP + H A 29 22 25 19 \ --- EACH SIDE CORNER BARS + CORNER BARS = TO MATCH HORIZ. TO MATCH CROSS + B 37 29 32 25 : �_... POST BASE REINFORCEMENT " a °4 5 WALL REINF. (ALT. 0 A 35 27 30 23 n < a . e ° " PER PLAN CONC. HOOKS) B 45 35 39 30 l • •] 1• (2) /5 (2) /5 •�P,oioefiasti•:•• -into •S.O.G. • • O 12"SQUARE B ••O�•r•� • •• "7 •s•i•r " C CONC. PLINTH TD_ m•_• • • • • • • •_il• ••••.....-•► • • • • •• ••Si •ii. ei -• _S — \.��Ijv%/\�/\�I• '\"yj - • ' a .. 0 -\��/\VQ�/\\�/ .iOjyj. C / / /�/. / N .. ,. a +0 CUT ALT. WIRES COMPACTED SUBGRADE COMPACTED SUB GRADE AT JgNT AND GRANULAR FILL PER AND GRANULAR FILL PER .r I "� 1. LENGTHS SHOWN ARE IN INCHES. SOIL ENGINEER'S SOIL ENGINEER'S N I 2. TENSION LAP SPLICES SHALL BE OF THE TOTAL REINFORCEMENT CLASS B IS SPLICED UNLESS ONE HALF OR LESS WITHIN THE REQUIRED LAP RECOMMENDATIONS RECOMMENDATIONS a STD 90 DEGREE cc HOOK DOWN • LENGTH.Lu PROVIDE CONTROL OR CONSTRUCTION JOINTS ] 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12' OF CONCRETE PROVIDE CONTROL OR CONSTRUCTION JOINTS a CAST BELOW THE BARS. IN SLABS ON GRADE TO BREAK UP SLAB INTO IN SLABS ON GRADE TO BREAK UP SLAB INTO (2) BOTTOM 4. TENSION LAP SPLICE SHOWN ABOVE OR EQUAL TO BAR DIAMETER AND ARE CENTER FOR CONCRETE COVER GREATER THAN TO CENTER SPACING GREATER THAN RECTANGULAR AREAS OF 403 SQUARE FEET OR LDS, AREAS TO BE APPROX. SQUARE AND HAVE RECTANGULAR AREAS OF 400 LESS. AREAS TO BE APPROX. SQUARE FEET OR SQUARE AND HAVE PER /4 EA.WAY PLANt'-0" (2) j4 BOTT. CONT. A� LJ TWO BAR DIAMETERS (SPACING 5. INCREASE LAP SPLICE LENGTH BY AND COVER 1.5 FOR CASE 1). EPDXY COATED REINFORCEMENT. NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. NO ACUTE ANGLES. JOINT LOCATIONS APPROVED BY THE ARCHITECT. TO BE POST AT SPREAD FOOTING (2) /5 5. INCREASE LAP SPLICE LENGTH BY 1.3 FOR LIGHT WEIGHT CONCRETE. POST AT THICKENED FOOTING 7. COMPRESSION LAP SPLICES SHALL UNLESS OTHERWISE SHOWN ON BE A THE DRAWINGS. MINIMUM OF 30 BAR DIAMETERS SCALE: 3/4" = 1'-0" TYP. U.N.O. SCALE: 3/4" = 1'-0" TYP. SINGLE CURTAIN 1 LAP SPLICE SCHEDULE 2 CONTROL JOINT 3 CONSTRUCTION JOINT 4 TYPICAL POST BASE 5 WALL REINF. PLACEMENT SHEATHING, NAIUNG SHEATHING, NAIUNG AND PER ANCHOR BOLTS SHEARWALLPER AND ANCHOR PERSCHEDULE BOLTS WALL SHEATHING, NAILING AND ANCHOR BOLTS SHEARWALL SHEATHING, NAIUNG AND ANCHOR BOLTS SHEATHING, AND ANCHOR / NAIUNG BOLTS SHEATHING, AND NAIUNG ANCHOR BOLTS SCHEDULE PER SHEARWALL PER SHEARWALL PER WALL Z Z I SCHEDULE I SCHEDULE I III SCHEDULE I SCHEDULE P.T. SILL PLATE P.T. SILL PLATE P.T. I I 0 o SILL PLATE w m P.T. SILL PLATE P.T. SILL PLATE (2) /4 COWL wm (2) /4 CONT. wm (2) CONT. I P.T. SILL PLATE /4 w I I FINISH GRADE w FINISH GRADE FINISH '��� /4 0 48" O.0 / /4 0 48" O.C. STEP PER PLAN I 11 w GRADE t� En i FLOOR O'-0" - � FLOOR 0'-0' I : �' FLOOR 0'-O' FL�•R O'-0' ,-. FLOOR 0'-0" FLOOR O'-0' /4 O 48" O.C. gi 1{{fI � x:al :=' .:; FLOOR 0'-0 ;- Z z —^ c:a "� • =III I �° ;•. AL =III-1 =III I .�_ •. a �I-III= 2' CL I1— II_ ' • ;D ` 2" CL'.` II I III= -III•• All -III= Z 2" CL \ \ III— III — - (2) /4 CONT. ;� (2) 14 CONT. 1' e" to HIE L — 1, 6„ L ,III- -III- / / / 1 1'-6' 1'-6" FOUNDATION 1 -4" FOUNDATION DRAIN .Y 1'-4" FOUNDATION 1'-4" - GRAIN DRAIN A: SINGIF WAII p: PARTY WAII RE: CIVIL " C: SINGLE WALL Yr/ STEP p: PARTY WALL W/ STEP t, 0 24" RE: qNL ti' RE CIVIL 1; /4 /4 0 24" 0 24" CONT. /4 (2) /4 (2) /4 CONT. (2) CONT. /4 6 TYP. EXTERIOR FOOTING 7 TYP. GARAGE FOOTING 8 GARAGE FOOTING W/ RAISED CURB 9 TYP. INTERIOR THICKENED SLAB DETAILS IL THREADED HOLDDOWN ROO THREADED W/NUT TAB ROO OF 1/2" PL I 1- a a 1= I= 2'-0" RE: REINF. 4/S6.0 FOR 0 STEP 0 Q = STEP 11 12 13 14 15 TYP. HOLDOWN AT FOOTING P.T. GRADE SILL PLATE P.T. SILL PLATE V SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE SHEATHING, NAILING AND ANCHOR PER SHEARWAU_ SCHEDULE BOLTS 1-�- �L (2) CONT. SHEATHING, NAILING /5 (2) /5 CONT. AND ANCHOR BOLTS ? 1 FINISH GRADE FINISH GRADE I PER SHEARWALL SCHEDULE ° �- \ (2) /5 COWL - - Z c > P.T. SILL PLATE e ° • Z FINISH GRADE �X .-711 $ IL ix Z $ 'III I I -III= -III—I a s f w 1.5 H II _ —III Q III— a / r. o 11 /4 0 10' O.C. /4 0 10" O.C. �.I 13,_____- f r-r r - —i a3 U/ Q l li I I =III -� I -i I I= Ve.• it r FOUNDATIONo FOUNDATION /4 O 10" O.C, DRAIN � RE. CIVIL - DRAIN in � 5 �,r \ N� I RE: CIVIL • _- N _� FOUNDATION • /5 0 16' ALT. HOOK 8„ _i 0 16" ALT. HOOK 8" DRAIN 1'-5' 0 /5 v RE: CIVIL (2) CONT. 11-4" / —� i5 (2) jE`i CONT. 1 4" /4 AT B.O. WALL " 16' B" �F��I /5 O ALL HOOh (2) CONT. L L (2) # AT FTG. /5 ���fff iRff T `\ SCALE: 3/4' = 1'-0" / / 16 TYP. EXTERIOR FOOTING 117 i TYP. GARAGE FOOTING L18 S.O.G.s. O. G. PARTY WALL FOOTING - 19I a., TYPICAL STEPPED FOOTING__ _20I Z cc W Z 0 Z W H 0 0 m 0 4) • m 206.285.0618 (F) 206.285.4512 (V) G 03/09/10 FILE: 09052_ES6. o z PHASE 1 PERMIT SUBMITTAL O PLOT: 03/08/10 0 W a CAD: THE ENGR:TRE 0z ' 56.0 SB-1 \--"' STANDARD (LEVEL® SHEAR BRACE INSTALLATION Two top plates 1 or as specified .� � Ca 7 SB-2 ALLOWABLE SMALL HOLES - ALL BRACES c 1"EotIe:. a 1 allowedspecified. of brace SB-3 PORTAL FRAME SHEAR BRACE INSTALLATION wide x 9Y; -18" deep header as See S65 for other headerCenteroverbracewldth. widths and allowable furring. PORTAL FRAME SHEAR BRACE wl (similar for 3%" header) 5y" or 5Y" WIDE HEADER 9Y4 -18' dee header, as specified. For trim zones, j Optional OSB shim, �" maximum � « r so ‚334- Optional OSB shim, ;y' maximum Portal Maintain " see below. OPTION A /1100 Portal straps (provided): Maintain K. straps (provided): i , minimum edge distance. Attach with 16 9 ( ) minimum edge distance. Attach with (16) 63i" lag screws, • 6 with 12" • 8 with 18" • 12 with provided brace (3 front, 3 back) brace (4 front, 4 back) 24" brace (6 front, 6 back) Start screws 3i4" (tJz") EDGE DRILL ZONE Middle of brace thickness HOLESForMmzones, •Maximum three holes / FACE DRILL ZONE Maintain 1)�' minimum ed a 9 distance from chase and outside edge, typical Iterit4, Connect screws, 0.148" x 2%" (minimum length) nails, (8)into the header and(8)into the brace. headertobrace with 63'4 lagI provided I � (OSB. l I 0.148" x 2" (minimum length) nails, (8) into the header and (8)into the brace. Minimum 2 Yi" x 10` furrm of 7 g �` thick Attach furring to brace with (10) 0.131" x 2 )is nails. With VC wide Q �" ��� ' ;;� from bottom of double top header in face and three in / see below. • 6 with • 8 with 12" brace 3 front, 3 back ( ) 18- brace (4( front, 43 back) headers, attach furringto header. ++ plate or Optional OSB shim, %" maximum edge • % dia. holes maximum I •12 with 24" brace 6 front 6 back ( ) ' Connect header to brace with 6�4 lag Verify brace is plumb P Q Countersink (Y" deep x 1 dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws J¢" front to back to avoid interference. • 6' o.c. minimum � Z f Q , Start screws 3J4" (fX") 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) Do 'nstalf An installaton template is ri No holes allowed4 ( bottom le top header not in electrical from screws chase available from ourILevele I in lower 40" of brace Verify brace :44 plate tx Optionfromal OSB shim, �" maximum Q either side. representative. / is plumb Q 1at Countersink (Y," deep x 1"dia.) and install an angle that prevents screws from exiting sides of top plates or header. Offset screws Y" front to back to avoid interference. Install nut finger plus K turn, —tight minimum I ' Do not nstal In electrical from either screws An installation template is chase available from youriLeve!° side. representative. Hardened nut Hold-down de SB-2 ALLOWABLE SMALL HOLES - ALL BRACES es SB-5 PORTAL FRAME SHEAR BRACE w/ 5'+ WIDE HEADER Washer Threaded rod Anchor bolt spacer Ensure concrete smoo•„ beneath th and Foundation is the responsibility is level and brace fill as necessary. system design of the (in LARGE HOLES - STANDARD AND addition to Small Holes above) 4400.0411, STK BRACES 1toh allowed1. top 8" of brace Hardened nut Washer1-888-ilevel-8 \i / e.> Install nut AALLOWABLE plus turn, Hold-down finger -tight minimum General Notes iLevel Shear Brace is (1-888-453-8358) manufactured and trademaed by iLevel°, o Werhaeuser Business, Boise, Idaho. designer or specifier A Anchor bolt Threaded rodBrace Ensure smooth concrete is level andan beneath brace. 2. The iLevel Shear Brace has R—values which alternate braced wall is opproved per ICC—ES Code Evaluation Report No. 2652. The iLevel? Shear are consistent with typical wood frame construction. They may be used as panel in accordance with IBC Section 2308.9.3 and IRC Section 602.10. o FACE DRILL ZONE Center brace spacer Grind and fill as necessary.000,>110' 3. Installation of the product Brace Specifiers Guide. shall be done in strict conformance to these drawings and the iLevel} Shear Modification to OPTION B of as shown this product and associated systems or changes in the 6�' lag screws, provided, installed from the top • 6 with 12" brace ► J Foundation system design installation methods shown qualified registered professional. procedures is the sole f 2500psi. on these drawings and the Specifier's Guide should only be made by a The performance of such modified products and altered installation responsibility of the designer. Designs are based on concrete compressive • 8 with 16" brace .� HOLES Minimum 12" is the designer responsibility of the or specifier strength of = • 12 with 24" brace above existing hole 4. The contractor shall verify all dimensions, conditions, elevations, etc. prior to installation of any Optional OSB shim, • 4 dia. holes, maximum • Maximum two 4%(y` components for the iLevel to the attention of the Shear Brace system. if any discrepancies are found, they shall be brought project architect, engineer of record, or binding designer for clarification prior �" maximum Fafrimzones see below. dia.holes or one 4 Y4" x 12" hole • No minimum on -center o I 1 PORTAL TRIM ZONES •Trim height from the top of the braces only. •3i¢" maximum allowable trim for portal braces. 00 not trim the sides or bottom. to construction. 5. The contractor shall verify system as shown on the the position of the iLevel Shear Brace in relation to the rest of the building project drawings. spacing required o • 6. Use of this product is subject to the approval of the local building official. Do not nstall in electrical from either screws chase side.I I , 7. The building structure International Building Code requirements that may foundation design remains shall be designed in accordance with the latest adopted version of the or the International Residential Code, and any other local, state or federal apply. Verify design requirements with the local building department. Concrete the responsibility of the design professional of record. TRIM ZONES • Trim height from the top of the brace only. Do • DO NOT trim the bottom brace in a stacked brace • 3Yt" maximum allowable trim for portal braces. • 12` and 18" standard braces taller than 93Y4 may height of 78". • 24" braces may be trimmed down to a minimum not trim the sides or bottom. application- be trimmed down to a minimum height of 89W. 1 I 8. This product is part of building's lateral force forces from the structure 9. Nospecial inspection required P the overall lateral force resisting system of the structure. Design of the resisting system, including a complete load path necessary to transfer lateral to the ground, is the responsibility of the design professional of record. eq per IBC 1704.1 or 1705.3.1. 10. Level by Weyerhaeuser or liability for such changes. reserves the right to change specifications, designs and models without notice SB-1 STANDARD 1LEVEL SHEAR BRACE INSTALLATION SB-11 ALLOWABLE LARGE HOLES - ALL BRACES SB-3 PORTAL FRAME SHEAR BRACE INSTALLATION SB-N1 iLEVEL SHEAR BRACE NOTES CA-..3 ANCHORAGE FOR STEM WALL OR BASEMENT WALL Cracked Concrete Embedment Depths and Footing Dimensions for Threaded Rod (1)(2 (3) Anchor Minimum Embedment Depth 4, (In.) Minimum Footing Dimensions, (In.) Section C—C Application Brace Bolt Dia. (In.) Footing Width a (I) Wind SDC A.B SDC C.E C t C2 C s 2" ,r in. C r Anchor bolt spacer 1Y Threaded A449 in. r : 7, rod, grade j Standard Portal iS8 12z_ 7/8 22 8 8 9 13 12• or A193 B7 Y" dia. iS812x Jam below O or ISB 18z_ 7/8 28 9 9 12 16 12 = at �' dia. at isal8x co 1' nut anchor bolt spacer level Anchor Bolt ace? L� Two—story Stacked v • dia of ISB24x o s -g Stem wall per code iLevel Anchor Bolt Holder e—pa-, ' Vertical faces iSB 18x_ STK 7/8 36 13 13 16 20 18 7)-8 a o a � t-. w s .- o s •- To Install Shear Brace flush coupler compatible " 0r - 0 to the outside face of wall, « "c, a `Ported with A193 B7 threaded rod, 0. • o ` '� �. j align Bolt Holders vertical faces Standard ISB 24x_ 1 32 10 11 14 18 16 0 as required c 8 `fir' inside face formwork. 4) -8 b with of b o i....' . Monolithic or I—i c , + o Twrstory Stacked iSB 24x_ STK 1 35 10 12 1B 19 16 o 4-o o H - two —stage pour m E - + $• I i o e top of fool tr top of w —� ����- —Second anchor bolt �o� 3 H o I i� Jam nut S " r spacer recommended .� o • I--1 ft � for two -stage pour I• Jamc nut below % Threaded rod (, f 8 a� 14 ` anchor bolt spacer a a ,. #4 rebar per code or plan ; �/ Pe threaded rod to t [1 `� Double nut and washer assembly 4 •' Additional Notes for Anchorage Table Footnotes Allowable Uplift for A307 Threaded Rod footing reinforcemen- Grooves "IMchor recommendedA (recommended) ft /�� A - Appropriate for use in areas governed by IBC or IRC bolts are ASTM A449 or ASTM A193 B7 threaded rod - Anchorage embedment Is based on ACI 318 Appendix D- and are applicable for any brace loaded to its maximum Anchor Bolt Dia. o C f Brace -� —,/ Double nut and 11111 ` �� To install Shear Brace centered Concrete assum(In.)Wind under a 5J¢' header or beam, ptl°ns: a allowable shear with combined vertical bad. Seismic o 3 width a Ct C2 ChEi washer assembly 111;1-minimum Pr d 2,500 psi; phi = 0.85 (contrition A) ASTM A307 threaded rod may be substituted far all 12' wide Footing width 4) align Bdt Holder's grooves t• is measured from the top d the washer to the brace applications 7/8 14,200 lbs. 11,500 lbs. E C with inside face of formwork. oIASTM E FBI top d the footing A307 threaded rod may be substituted for braces where - for expanded tables and additional Information, see holddown uplift at ailowbie design shear is less than the 1 19,900 lbs. 14,900 lbs. " • . . - ICC-ES 2652 following: /fet' - 6>F3 w (SBA- ANCHORAGE_ FOR STEM WALL OR BASEMENT WALL -ALL BRACES `� a CT ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) r o yro ,, z - ra Ao o rn Pe) 0 ENGR: THE CAD: TRE PLOT: 03/08t 0 FILE:09052.ES6.( JOB #: 10014 PHASE 1 PERMIT SUBMITTAL 0 a zz 4 . • omes r 4 S6.1 4'-0" / BEARING AND/OR SHEARWALL PER PLAN BEARING AND/OR SHEARWALL PER PLAN BEARING AND/OR SHEARWALL PER PLAN BEARING AND/OR SHEARWALL PER PLAN PLATE NAIUNG PER SCHEDULE PLATE NAIUNG PER PLATE NAIUNG PER PLATE NAIUNG PER SHEARWALL SCHEDULE 0.148'X3.25" 0 6" 0.C. MIN I' i (3) 0.148" X 3" SHEARWALL 0.148'X3.25' 0 6" O.C. MIN r SHEARWALL SCHEDULE 0.148'X3.25" 0 6' 0.C. MIN r SHEARWALL SCHEDULE 0.148'X3.25" 0 6' 0.C, MIN r (20) 12d FLOOR SHEATHING AND NAIUNG EDGE NAIUNG PER SCHED. FLOOR SHEATHING AND NAIUNG EDGE NAIUNG PER SCHED. FLOOR SHEATHING AND NAIUNG EDGE NAIUNG PER SCHED. FLOOR SHEATHING AND NAIUNG EDGE NAIUNG PER SCHED. PER STRUCTURAL NOTES S1.1111 PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES 51.1 PER STRUCTURAL NOTES S1.1 TOP PLATE RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE PROVIDE RIM/BLOCKING TO TOP PLATE PER SHEARWAL RIM/BLOCKING TO TOP PLATE PER SHEARWAL i RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE PROVIDE _a - ki_; SCHEDULE - PROVIDE �,; SCHEDULE - PROVIDE _ _;I - T TIT11IL{t 0.148"X3.25'O6'O.C.MIN "— _ '—'—'--'—'— 'f �� ___—_— 0148 X3"06'OM I. I - 0.148'X3.25' 06" O.C.MIN--------0.148'X3.25"06"OC.MIN II I EDGE NAIUNG PER SCHED. EDGE NAIUNG PER SCHED. EDGE NAIUNG PER SCHED. EDGE NAIUNG PER SCHED. FRAMING PER PLAN I BEARING AND/OR BEARING AND/OR BEARING AND/OR BEARING AND/OR BLOCKING AT 48' O.C. ADD RIM JOIST/BU(G. SHEARWALL PER PLAN I NOTES; FRAMING PER PLAN SHEARWALL PER PLAN FRAMING PER PLAN ADD RIM JOIST/BLKG. SHEARWALL PER PLAN NOTES: FRAMING PER PLAN ADD RIM JOIST/BLKG. I SHEARWALL PER PLAN NOTES: STUDS 111 AS REQUIRED BY I 1. SECURE JOIST TO WALL AS REQUIRED BY 1. SECURE JOIST TO WALL AS REQUIRED BY 1. SECURE JOIST TO WALL SHEARWALL SCHEDULE PARAI WITH 0.131 X2.5' EA. SIDE, 1 1/2" MIN. FROM END. 2. SECURE RIM JOIST TO I F1 BLKG. WITH 0.131"X2.5 DOUBLE JOIST PARAI I Fi SHEARWALL SCHEDULE PERPENDICULAR WITH 0.131"X2.5" EA. SIDE, 1 1/2' MIN. FROM END. SHEARWALL SCHEDULE PERPENDICULAR WITH 0.131 X25" EA. SIDE. 1 1/2' MIN. FROM END. J. SECURE RIM JOIST TO TWITH 3 NOTE SCALE 3/4' = 1'-0' SPLICE & NAIL TOP PLATES AS SHOWN 0 ALL EXTERIOR, PLUMBING, PARTY & SHEAR AND AT ROOF. SCALE: 3/4' = 1'-0' NAIL TOP AND BOTTOM. SCAI F: 3/4" = 1'-O" SCAI F: 3/4' = 1'-0' SCALE: 3/4" = 1'-0" NAIL AND BOTTOM. I 1 EXT IOR WALL TO FRAMING 2 INTERIOR WALL TO FRAMING 3 INTERIOR WALL TO FRAMING 4 EXTERIOR WALL TO FRAMING 5 TOP PLATE SPLICE JOISTS PERPENDICULAR JOISTS PARALLEL PLYWOOD LAP JOIST 4' AND USE (3) 8d NAILS AT SOLID BLOCKING TO BEAM PLYWOOD i Tr t II/�����/ PLATE NAIUNG PER SHEARWALL SCHED. TYP. PLATE NAIUNG SHEARWALL PER SCHED. TYP. SHEARALL SHEATHING & SHEARALL SHEATHING & TOP SPLICE PLATE II SEE 5 I / NAILING PER SCHED. RIM TO TOP PLATE NAIUNG PER RIM TO TOP SCHED. PLATE JOIST HANGER A35/LTP4 PER A35ATP4 PER JOISTS THIS SHT. NON BEARING WALLS SHEARWALL SCHED. SHEARWALL SCHED. h� s1 ..... PANEL BLOCKING HEADERS - MAY BE IVP fjllllll IIIiI V �II ,I --- — — b‘ligiAlk — r■ — --- — --------------___--_ __._,_----'-- ------ I AS REQ. AT BEARING WAATLLS WALLS ATTACHED TO KING STUD S6Q AT C. TYP 2ERS: 3 2X8 2X4 WALLS 0 2X6 WALLS A35UuPHANGER (2) 2X4 MIN. DR A34/ PMIU.N.O. =' =4 BUNDLED JOIST PER JOIST PER A UNLESS NOTED �� KING STUD-TYP. OTHERWISE PER PLAN PLAN PLAN JOIST PER PLAN TYP. i JOIST PER PLAN TYP. JOISTS (2) 16d 0 12" i BLOCKING AT 48" O.C. TYP. JOIST BEAM HANGER PER PLAN A: FLUSH BEAM 2X BLOCKING BEAM PER PLAN B: DROPPED BEAM FACE (2) 16d TYP NAIL W/ 0 12" 0. . TRIPLE JOIST SHEATHING AND NAILING TRIPLE JOIST SHEATHING AND NAIUNG AT BEARING WALLS AT NON -BEARING WALLS TRIMMER STUDS: TRIMMER 1 (2) UNLESS 0 0 OPENINGS OPENINGS NOTED UP 5'-1" OTHERWISE TO & Jr 5'-0" GREATER II PIS I WIDE PLAN (1) STUD PER SHEARWALL SCHED. PER SHEARWALL SCHED. TYP. TYP. SC .: 3/' = 1'-0' 4 NOTE FIRE RATING INFORMATION ARCH. AND SOUND PER SCALE: 3/4" = 1'-0" SCALE: NONE 6 I TYPICAL PARTYWALL 7 NOT USED 8 BUILT UP BEAM 9 TYP. CONN. TO WOOD BEAM 10 TYP. HDR. AT STRUCT. WALL WALL PLATE NAIUNG PER UPPER BEARING/SHEAR PER WALL: WALL PLAN AND SCHEDULE NOTE: SEE ARCH. BLOCKING L REQUIREMENTS =HORIZONTAL FOR STAIR DIMENSIONSAND RUN 0.148"X3.25" 0 4" O.C. STAGGERED UNLESS ON PLANS, SHALL BE HANGERS/HARDWARE ARE SHOWN BEAMS BEARING ON STUD ANCHORED W/(4) 8d TOENAILS WALLS SCHED. FOR UPPER WALL FLOOR NAILING PER ill' MST37 STRAP 1. 5X14 2X12 LVL STRINGERS STRINGERS FOR L<84' FOR 84"i <140" STRUCTURAL NOTES P.E.N. PER UPPER WALL TOP PLATE 2X BLOCKING TYP. TOP PLATE COIL RIM JOIST ---_---- A35 TOP PLATES iiil � iflVI _, BEYOND 1.�II ---- -- _ PERM BEAM 1 PER PLAN PER PLAN — I WAL1STUDg prj jMIN. _.._ FLOOR DIAPHRAGM EDGESL 1 ■ ■ - �I, 1I',�1 . IIBLOCK 'i '-- SINGERSLANDING 2x "I I 2X RIM JOIST I PROVIDE (4) LTP4 EACH EACH SIDE OF BEAM PER PLAN PROVIDE (4) LTP4 EACH SIDE OF BEAM BEAM PER PLAN �_� (2) 8d TOENAILS ,� (2) 8d �=� TOENAILS , I I �—� _ I I ---------- IUI lul ► II IVI I1AI ► I, EACH SIDE EACH SIDE PER PLAN 2x BLOCKING i _ - POST PER PLAN (2) STUDS U.N.O. ■IL. ■I P.E.N. PER LOWER WALL ON PLANS EXTERIOR INTERIOR WALL WALL WALL AND CQUNG BEAM/HDR 0 SIM. W = WIDTH 1 314' VERIFY � ELEVATION AT WALL STRINGERS (4)STRINGERS FOR W<42 FOR 42"<W<48" SECTION A -A AT WALL PER ARCH. SCALE: 3/4" = 1"-0" TRUSSES PERPENDICULAR LOWER WALL:i.3) PEARING/SAND PLAN AND WALL SCHEDULE TYP. TOP PLATE TYP. TOP PLATEPER SCALE: 3/4" = 1'-O' 11 SPLICE AT FLUSH BEAM 12 SPLICE AT DROPPED BEAM 13 BEAM TOEN AILING 14 EXTERIOR WALL TO FRAMING 15 TYP. STAIR FRAMING AT WALL WALL PLATE NAIUNG PER UPPER WALL: BEARING/SHEAR WALL PER PLAN AND SCHEDULE WALL PLATE NAIUNG PER UPPER WALL BEARING/SHEAR WALL PER PLAN AND SCHEDULE SCHED. FOR UPPER WALL NOTE NO WALL ABOVE AT SIM. SCHED. FOR UPPER WALL SEE ARCHITECTURAL FOR ALL FLASHING DETAILS PER P.E.N. PER UPPER FLOOR NAIUNG PER I UPPER WALL CONTINUOUS STRAP FLOOR NAIUNG PER WALL CO POST - WRAP PER STRUCTURAL NOTES IF'P.E.N. BEAM PER PLAN DRAG STRUT PER PLAN 1 3/4" PSL BLOCKING STRUCTURAL NOTES P.E.N. PER LOWER i► ARCH. ST WITH Ir WALL 1= ABU66 2X BLOCKING `i DIAPHRAGM NAIUNG BEAM - ALIGN WITH 0. =� g B8 f CENTER OF it WOOD 1— ---- ------- --------____._—i,ii------ --------- __------------ = =— BLOCK FL.OR----11 DIAPHRAGM EDGES '+I _--- n1. POST 11 lil ►"� II rA1 II ►� II 0 SIMPSON A35 EKG. �_I. —� A BEAM/HDR JOIST P,EN. 0 SIM. PER `I JOIST JOIST PER TO TOP PLATE BEYOND TRIM RE: ARCH. PER PLAN PLAN — TYP. SPACING PER SHEARWALL SCHEDULE PER PLAN PANEL TO LOWER WALL . SHEAILL I MATCH LOWER BEAM TO EPC POST POST CAP o" AG SCREWS 66AT x I1'1 COEDOWN WALL SHEARWALL BEYOND 24 OC. STAGGERED WALL AND CEILING LOWER BEARING/SHEAR WALL WALL CEILING PER STRAP PER PLAN SHEAR WALL SCHED. (TYP.) ARCH. 18 PER ARCH. PER PLAN AND 2X LEDGER Cip CAI F: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4' = 1'-0" CAI F: 3/4" = 1'-O" JOIST PERPENDICULAR,�// SCHEDULE D SCALE. 3/4" = 1'-0" P4 16 SHEAR WALL TO BEAM 17 TYPICAL DRAG STRUT 18 19 LOAD TRANSFER DETAIL 20 TYP. SECTION At DECK-FRM'G. pw-I ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) r I in Cyf`�:'z tn Ea' cc 05/27/10 — PHASE 1 PERMIT SUBMITTAL 03/09/10 ENG'R: THE CAD: THE PLOT: 05/27 i0 IFQ.E: 09052 E9.0 PHASE 1 REVIEW COMMENTS DATED 5/13/2010 0 O 1 I taming S9.0 / UPPER WALL WALL PUTS NAMJNG PER BEARING/SHEAR WALL PER PLAN AND SCHEDULE SCHED. FOR UPPER WALL 2X LEDGER W/ (3) 12d FLOOR NAILING PER TO EA. STUD STRUCTURAL NOTES U26S1)30 P.EN. PER UPPER WALL `$ ROOF EDGE NAILING VENTED BLOCKING , PANEL r - PER DETAIL 19/S9.1 _� ii II �J\\ 1 IIII I FRAMING PER RIM TO TOP PLATE PLAN FA 1‘41 PER SHEARWALL SCHEDULE NOTE: FRAMING PERPENDICULAR AT SIM. PER PLAN RE: ARCH. P.E.N. PER LOWER WALL WALL/HEADER pER pLAN SCALE 3/4" = 1'-0• WALL ABOVE OFFSET 1 2 LOW ROOF AT FLOOR 3 4 ----.N\j/7-- 2x8 FLAT VALLEY ROOF SHEATHING/DIAPHRAGM OVERFRAMI _ SEE 16/S9.1 NOTE FIRE AND SOUND RATING ATTACH TO INFORMATION PER Bd AT 6' O.C. TRUSSES W/(3) 10d PER 7/S9.1 / 8d 0 6"OC ARCH. \_ ` PRE r— f 2X4 W/ (2) 0.131" X 3' -FABRICATED ROOF TRUSS O GT (3) 8d TO BLOCK - TYP. NAILS TO EACH TRUSS TYP. ��- 24"0C (TYP.) .I ■ I,I �������. ��_ I,I�'w RE 10 59.1 FOR FRAMING ANGLE, / .: . 2x8 RIDGE r ATTACHMENT BETWEEN (2) 2X BEAM ATTACH TO 2x VALLEYBRACES 0 SHEARWALLS TYP. toortbm.-- •••!-----..., 441kk W/(4) 8d TN) '�•� ,._ I DRAG TRUSS RE: PLAN ir /�. ir IA35 I iI 4 ,! W/(12) 8dX1 1/2' NAILS i (.131'DIA.X1 1/2) O 48 OC I, 441 414 irb f;_'a' _ • 1V I • �, r%� • u� U.N.O. PER PLAN 1.1 lI _ 1r IA PROVIDE BLOCKED _ 11 2'x4' OPNG FOR VENTILATION. TRUSATTIC I ' HANGER ��1 !irI SHEARWALL TRUSSES PER PLANDIAG. BRACE O B' O.C. W/ EXT. RE: PLAN lA . CONTINUE ROOF ETHING0 UNDERNEATH PLAN SHEARWALL PER PLAN PRE -FABRICATION•_ % I I �I GABLE TRUSS END WALL/DRAG -DESIGN FOR 150 (6) 0.131• 0.131'X3' X 3" TO BLOCK \ TOENAIL 0 6" O.C. OVERFRAMING. ROOF TRUSS 0 — PLF DRAG LOAD APPUEAD AT \ ' 2x (3) RAFTER 8d O 24"OC W/ TN O EA. END 24'OC NOTE: GT HAS BEEN DESIGNED TO TOP CHORD AND TRANSFER2� SHEATHING AND NAILING PER GIRDER TRUSS (USE 2x4 IF SPAN < 6'-O" SCALE 3/4' = 1'-0' TRANSFER REQUIRED LATERAL LOAD. TO BOTTOM CHORD SHEARWALL SCHED. TYP. YPICAL PAR LLEL DRAG TRUSSES TYPICA PARALLEL 6 7 b OVERFRAMING USE 2x6 IF SPAN > 6'-0"). 8 TRUSS TO GT CONNECTION 9 A ARTY LS BETWEEN BRACING 10 TRUSSES A PARTY WALLS Sd 0 6" O.C. NNOORMATIONPFlFtE GIRDER/DRAG TRUSS OVER -FRAMING PER PLAN W/ CONT. ERSWCH.RATING ad AT 6' O.C. TO BLKG. DOUBLE TOP CHORD ` 2X8 0 W/ (2)" 16" O.C. RAKE WALL GWB EA SIDE PER �' � FRAMING PER PLAN ARCH. < i \ i A35 0 48" •.C. SHEAR DESIGN TRUSS w 150 PLF BY OTHERS LOAD PARALLEL = 8d O 6" 0.•. TO TOP CHORD 1 2X VENTED B► G. -\ ROOF to a NAIL TO RAF RS \ TRUSSES x W/(2) 12d o•CH I \ PER PLAN ~ \ SIDE \ \ a)\ ROOF TRUSS PER PLAN SIMPSON H2.5 0 0.C. II II 48" TRUSSES PER pt.a OVER FRAMING AS REO'D. TRUSSES PER PLAN Q HANGER DSC DRAG STRUT OVERHANG PER \ LTP4 0 24" O.C. _ ARCHITECTURAL 10.131"X3• TOENAIL 0 6. O.C. BLKG. TO TOP PLATES 0.131'X3' TOENAIL 0 6' O.C. BEARING AND BLKG. TO TOP PLATES SHEARWALL PER PLAN WALL BEYOND SHEAR WALL SEE SHEAR SHEATHING AND NAILING PER SCALE: 3/4" = 1'-0" WALL SCHEDULE SHEARWALL SCHED. TYP. TYPICAL TYPICAL PERPENDICULAR 11 DRAG TRUSS TO WALL 12 DRAG STRUT TO TRUSS 13 14 RAISED HEEL TRUSS TO WALL 15 TRUSSES AT PARTY WALLS 6.a 00.60.CO.C. .•.:,:.,., ROOF FRAMING `�� PER PUN PER PLAN ` �,`� `, ii'A� lil 8d 0 6" �, T �rL'• ir 1 TRUSS BLOCKING ROOF SHEATHING PER i STD PANEL ROOF TRUSSES STRUCTURAL NOTES SHEET 51.0 �� ROOF TRUSS CUPS LIVE PER PER PLAN ��� AT 48' O.C. W/ NAB. IN (2) 12d 2X4 BLOMING ARCH• SLOTTED HOLE TO ALLOW EA END EA BRACE I, VERTICAL TRUSS MDVFIAENT 2 X 4 BLK'G O 48" 2X4 EDGEWISE __-_•-____ W/ (2) 16d TOENAIL 0 24' O.C. _-___-._-_-_-_-_ --- ROOF FRAMING 0 4B' 12d :i " :, EA. END PER PLAN2X4 (6) NML . �- GABLE END ill mi RBPC ROOF BOUNDARY \ PROVIDE (2) 2X4 TRU ,\ CUP O 46'O.C. T } DIAGONAL rI lir 1 (6) 10dX1 1/2' PER T 12d 0 6' O.0 (8d fi BRACE NOTES �■ OAIC11 AT HI All OI6'XO.C.2") TOP PLATE BELOW ' / ■ ■ \ 'ICI • 1;; 2x VENTED BUCG. 4P 1: lil �n pa F� .i_ • • ME NAIL 70 TRUSS �B•N NM (il I`I ♦ r _.+u o� li S �� FLIT 2X BRACE ., _ .... �� W/(2� 12d EACH SIDE (.148 DIA.X3 1/4") \a \� _ �a _ �� I_ 12d O 6' O.C. T.N. SIMPSON H2.5 0 48" O.C. r NOTE DIAGONAL BRACE REWIRED SEE SHEAR WALL W/ 5) Bd (.131X1 1/2') TRUSS OEN �� THAN 8' APART FOR A 2X4 FLIT BRACE PANEL EDGE NAILING A35 O 24' OR A35 FRAM'G SCHEDULE ANCHOR 0 2 -0" W/�5) Bd (.131X1 1/Y) TOP PLATECID ARCHITECTURAL -/ 16" +/- HOLD CEILING FASTENERS BACK FROM WALL TO ALLOW O.C. W/ (B) 8d SHEAR BLOCK AS REOb / TRUSS CHORD MOVEMENT �- 10' APART FOR A 2X6 FLAT BRACE SEE SHEAR WALL WALL/ DR 0 SIM. 12' APART NAILS I I BEAM BY SIDING/TRIMS I . FOR A 2X8 FIAT BRACE SCHEDULE �- NONBEARING WALL PERPENDICULAR SEE 1 SHEAR WALL WALL PERPENDICULAR 1 WALL PARALLEL SCALE 3/4" = I'-D' SCALE 3/4" = 1•-0' SCHEDULE S1.2 sj �1 1 d ( �y SCALE 3/4' = 1'-0" 16 TRUSS BRACING AT END WALLS 17 SHEAR WALL TO TRUSS 18 TYP SHEARWALL TO TRUSS 19 EXTERIOR WALL AT ROOF 20 NONBEARING WALL SUPPORT in. ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) 4 o . v ffa 0a �� o 4110 al F A 05/27/10 0 rn o of LI NO d O O PHASE 1 REVIEW COMMENTS DATED ff/13/2010 PHASE 1 PERMIT SUBMITTAL 0 FY, w o 0 5 PLOT_05/27/10 J qw U Lo °z I ' rsIZ tails 'homes 1 S9.1 i