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HomeMy WebLinkAboutPermit D18-0182 - OSTERLY PARK / UNIT B-13 - NEW SINGLE FAMILY RESIDENCEOSTERLY PARK - UNIT B- 13 (LOT 12) 14414 34TH AVE S Apn: 6433600090 FINALED 02/10/2021 D18-0182 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 6433600090 14414 34TH AVE S Project Name: OSTERLY PARK - UNIT B-13 COMBOSFR PERMIT Permit Number: D18-0182 Issue Date: 12/30/2019 Permit Expires On: 6/27/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: 144TH ST REO PARTNERS LLC 13975 INTERURBAN AVE S , TUKWILA, WA, 98168 MIKE OVERBECK 4620 S 148th St, TUKWILA, WA, 98168 JMO CONTRACTING LLC 4620 S 149TH ST, TUKWILA, WA, 98168 J M OCOCL865C4 WA DOT CAPITOL , 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 Valuation: $221,037.36 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $10,113.91 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: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: J Volumes: Cut: 0 Fill: 0 Number: 0 ..,/4 ,IP'L4, Permit Center Authorized Signature /�./,,, ._'..4 Date: I hearby certify that I have read an+ - .mined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to he conditions attached to this permit. Signature: Print Name: 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. C 11: Water heaters shall be ancTiored 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. fl32: Piping in the ground shall laid on a firm bed for its entire length. Trenc C 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: Ali 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 least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 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. C 49: A soils inspection is require after amendin the soil, but before an lants® installed p q g Yp 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. 1 f� 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:/: ww v.Tukv ilaWA.gov° Combination Permit No. ' (P J Project No.: Date Application Accepted: Date Application Expires: 1 (For o e..only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION' Site Address: 14414 34th Lane S Tukwila WA 98168 Wakt hiti( PROPERTY OWNER Name: Mike Overbeck Name: 144th st REO Properties LLC Address: 4620 S 148th St Address: 4620 S 148th St City: Tukwila State: WA 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@unicornmortgage.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 King Co Assessor's Tax No.: 6433600090 ARCHITECT OF RECORD Name: 144 D 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: 144 D Company Name: Bruce MacVeigh Engineer Name: Bruce MacVeigh P.E. Address: Address: 14245 59th AVE S City: Tukwila State: WA Zip: 98168 Phone: (206) 571-8794 Fax: w 14, Email: bruce_engr@comcast.net LENDER/BOND ISSUED(required for projects $5,000 or. greater per RCW 19.27.095) Name: 144 D cA/Z Id Address: City: ,e,4" (e State: w 14, Zip: 1-1: ApplicationsWorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of4 PROJECT iNFORMAT.ION 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 BUILDING INFORAMTION PROJECT FLOOR AREAS Basement PROPOSED SQUARE FOOTAGE 240 lst floor rd floor 654 654 Garage m carport ❑ 360 Deck — covered ❑ uncovered m 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 3 lavatory (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.doce Revised: August 2011 bb Page 2 of4 PUBLIC' WORKS -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 m ...Water District #125 0 ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ...Valley View ❑ .. Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system. provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut 5 Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill 0 Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size 0 ...Residential Fire Meter Size ❑ ...Deduct Water Meter Size WO# " WO# 0 ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public ❑ - or - Private ❑ ❑ ...Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line ❑ ...water ❑ ...sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) 0 ...sewage treatment Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City Slate Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 1.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER,OR AUTHORIZED AGENT: Signature: Print Name: Mike Overbeck Mailing Address: 4620 S 148th st HAApplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-I1. docs Revised: August 2011 bh Date: 06/14/2018 Day Telephone: (206) 787-0259 wa City wa 98168 State Zip Page 4 of 4 PUBLIC WORKS BULLETIN Al A a 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 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. Approved 09.25.02 Last Revised 01.01.18 CITY OF TUKWILA O R R€ c T I N AU3 17 2018 l -TR#. 1 PERMIT CENTER 1)01`6/01(61• 0 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 • �. k Last Revised 01.01.18 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 A 1, 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 PERMIT # D/(-0)0 7/ If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization 2,c0 Erosion prevention Water/Sewer/Surface Water 25- Road/Parking/Access ZSC 0 A. Total Improvements f 060. O v 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 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 2d cubic yards Enter total fill volume Zd cubic yards $250 (1) /0lc. o0 $ /co. c)) (4) 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 Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 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 $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 6a 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 J 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) $ /o0-07 7. Pavement Mitigation Fee $ 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. $ 23s-6 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 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.18 2 (6) (7) (8) $ 700 (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 Fees $ Total A through I $ ?S) (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ (3d _ 5-0 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 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 Cifiii.SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT QUANTITY r. PAID $3,879.44 D18-0182 Address: 14414 34TH AVE 5 Apn: 0040000084 $1,939.72 DEVELOPMENT $1,689.72 PLAN CHECK FEE R000.345.830.00.00 0.00 I $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 5 Apn: 0040000084 $1,939.72 DEVELOPMENT $1,689.72 PLAN CHECK FEE R000.345.830.00.00 0.00 i $1,689.72 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R14745 R000.322.100.00.00 0.00 W< $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: D18-0182 Applied: 6/19/2018 Issued: 12/30/2019 Status: FINALED Parent Permit: Parent Project: Permit Inspections City of Tukwila Approved: 12/27/2019 Finaled: 2/10/2021 Description: OSTERLY PARK - UNIT B-13 (LOT 12) Site Address: 14414 34TH AVE 5 City, State Zip Code:TUKWILA, WA98168 Applicant: OSTERLY PARK - UNIT B-13 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 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 mike 206-787-0259 Notes: 12/31/2019 An y 12/31/2019 PRE CON Eric Pritchard APPROVED I eTRAKiT Inspection Request I p q Notes: 12/30/2019 1:51 PM Mike Overbeck pLease call me first ? does this have to be onsite ? Mike Overbeck 206-787-0259 Contact Name: Mike Overbeck Site Address: 14414 34TH AVE 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 7 Permit Inspections City of Tukwila 12/31/2019 Any 12/31/2019 FOOTING Lee Sipe APPROVED #1 Notes: 12/30/2019 1:50 PM Mike Overbeck please call me if you can 20 min before I'm not on site ...Mike 206-787-0259 Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S 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 2:12 PM Mike Overbeck slapn on grade ...we don't have these Contact Name: Mike Overbeck Site Address: 14414 34TH AVE 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 2:09 PM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 1/8/2020 3:25:20 PM (Bill Centen) 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: 1/16/2020 8:53 PM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S Phone: 2067870259 e -Mail: mike@unicornmortgage.com Printed: Thursday, 09 September, 2021 2 of 7 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 11:39 PM Mike Overbeck all roof drains connect to 1 catch basin ...this is complete ??? Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S Phone: 2067870259 e -Mall: mike@unicornmortgage.com I was able to see the tight lines from the roof 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. 1/30/2020 Any 1/30/2020 FOOTING DRAINS Lee Sipe NOT APPROVED #4 Notes: 1/28/2020 11:41 PM Mike Overbeck slab on grade no footing drains roof drains are ready for inspection Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S Phone: 2067870259 e -Mail: mike@unicornmortgage.com Footing drains in place, water is not draining. 2/5/2020 Any 2/5/2020 FOOTING DRAINS Darrin Graham APPROVED #5 Notes: 2/3/2020 8:03 PM Mike Overbeck Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S Phone: 2067870259 e -Mail: mike@unicornmortgage.com Approved - roof drains and foundation drains installed per plan. 2/18/2020 Any 2/18/2020 CONCRETE SLAB Darrin Graham APPROVED eTRAKiT Inspection Request Notes: 2/17/2020 12:56 PM Mike Overbeck please call if you can 15 min before arival Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S Phone: 2067870259 e -Mail: mike@unicornmortgage.com 2/27/2020 Any 2/28/2020 UNDERGROUND Darrin Graham NOT APPROVED eTRAKiT Inspection Request Notes: 2/26/2020 8:07 AM Mike Overbeck everything under ground is in ... Contact Name: Mike Overbeck Site Address: 14414 34TH AVE S Phone: 2067870259 e -Mail: mike@unicornmortgage.com Printed: Thursday, 09 September, 2021 3 of 7 Permit Inspections City of Tukwila 3/18/2020 3/19/2020 1 ROOF SHEATHING 1 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: 14414 34TH AVE S Phone: 2067870259 e -Mail: mike@unicornmortgage.com Incomplete 5/1/2020 AM 5/1/2020 WALL SHEATHING_SHEAR Lee Sipe APPROVED 304595 Notes: 5/1/2020 AM 5/1/2020 ROUGH IN GAS PIPING Lee Sipe APPROVED 314585 Notes: 5/5/2020 AM 5/5/2020 ROUGH IN MECHANICAL Lee Sipe NOT APPROVED 554477 Notes: Metal ductwork joints need seams sealed. 5/5/2020 AM 5/5/2020 ROUGH -IN PLUMBING Lee Sipe NOT APPROVED 561983 Notes: Plumbing needs draft stopped under bathtubs. 5/5/2020 AM 5/5/2020 GLAZING Lee Sipe APPROVED 551069 Notes: 5/7/2020 5/8/2020 ROUGH IN PLUMBING Lee Sipe APPROVED Notes: 5/8/2020 AM 5/8/2020 ROUGH -IN MECHANICAL Lee Sipe APPROVED 352154 Notes: 5/8/2020 AM 5/8/2020 GAS FIREPLACE INSERT Lee Sipe APPROVED 363280 Notes: Printed: Thursday, 09 September, 2021 4 of 7 6/15/2020 AM 6/15/2020 FRAMING Darrin Graham APPROVED 331868 Notes: 6/19/2020 AM 6/19/2020 WALL INSULATION Darrin Graham APPROVED 482875 Notes: 8/5/2020 AM 8/5/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 493614 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 501270 Notes: 8/11/2020 8/11/2020 UNDERGROUND Lee Sipe APPROVED Notes: 8/14/202.0 AM 8/11/2020 PIPE _DUCT INSULATION Lee Sipe APPROVED 305779 Notes: 8/14/2020 AM 8/11/2020 ROOF _CEILING INSUL Lee Sipe APPROVED 29473 Notes: 8/14/2020 AM 8/11/2020 PIPE INSULATION Lee Sipe APPROVED 293771 Notes: 9/14/2020 AM 9/14/2020 STORM DRAINAGE Eric Pritchard APPROVED please see foundation insp notes .... Notes: Downspout connections to tight lines are complete. OK to final. 9/14/2020 AM 9/14/2020 PAVING AND RESTORE Eric Pritchard APPROVED 2067870259 mike Notes: No cuts in a hard surface were necessary, as utilities were stubbed in a previous phase. 9/14/2020 AM 9/21/2020 PARKING Jaimie Reavis NOT APPROVED colored pavement area Notes: Colored pavement in shared garage access area has not yet been poured. 11/9/2020 AM 11/9/2020 CURB ACCESS SOW Eric Pritchard APPROVED sidewalk/curb are in Mike 206.787.0259 Notes: Private sidewalk, meets ADA cross slope requirements. Printed: Thursday, 09 September, 2021 5 of 7 11/9/2020 AM 11/17/2020 SOILS Jaimie Reavis PARTIAL APPROVAL mike overbeck Notes: Front yard areas are well -amended. Side yard (east side of site) is compacted. Plants should be pulled and the whole area needs to be tilled to a depth of at least 1 foot so that the soil in the entire area is loose to accommodate plantings. The tree that has been planted at the end of the drive aisle is too small; does not meet the size requirement of a minimum of 6 -foot height for evergreen trees. Front yard areas are well -amended. Side yard (east side of site) is compacted. Plants should be pulled and the whole area needs to be tilled to a depth of at least 1 foot so that the soil in the entire area is loose to accommodate plantings. The tree that has been planted at the end of the drive aisle is too small; does not meet the size requirement of a minimum of 6 -foot height for evergreen trees. 12/22/2020 AM 12/22/2020 MECHANICAL FINAL Darrin Graham APPROVED Notes: 12/22/2020 AM 12/22/2020 GAS PIPING FINAL Darrin Graham APPROVED might be at 6 plex next door Notes: 1/11/2021 AM 2/8/2021 SPRINKLERS AARON JOHNSON APPROVED have fire sprinklers signed off Notes: Sprinkler inspections completed under F20-0073 and F20-0074. 1/11/2021 AM 12/22/2020 PLUMBING FINAL Darrin Graham APPROVED D. Graham already signed off on this Notes: 1/11/2021 AM 1/15/2021 PARKING Jaimie Reavis APPROVED parking is in garage only ????????? Notes: 1/11/2021 AM 1/15/2021 LANDSCAPING Jaimie Reavis NOT APPROVED mike 206-787-0259 Notes: Curb needs to be installed between driveway and lawn area, and landscaping added in between curb and lawn per plan. 1/11/2021 AM 1/15/2021 EXTERIOR FINISHES Jaimie Reavis APPROVED mike 206-787-0259 Notes: 1/11/2021 12:15 PM 1/11/2021 LAND ALTERING Scott Moore NOT APPROVED mike 206-787-0259 Notes: Project needs total overhaul on erosion 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 mike 206-787-0259 Notes: no final given until the erosion control issues are resolved . Missing all erosion control. 1/19/2021 AM 1/19/2021 ENERGY EFF CERT Bill Centen APPROVED mike 206-787-0259 Notes: Printed: Thursday, 09 September, 2021 6 of 7 Permit Inspections City of Tukwila 1/19/2021 AM 1/19/2021 MECH EQUIP EFF Bill Centen APPROVED mike 206-787-0259 Notes: 1/26/2021 AM 1/26/2021 PUBLIC WORKS FINAL Scott Moore APPROVED mike 206-787-0259 Notes: Ok to final 1/29/2021 1/29/2021 PLANNING ANAL Jaimie Reavis APPROVED Notes: 1/29/2021 1/29/2021 LANDSCAPING Jaimie Reavis APPROVED mike 206-787-0259 Notes: Additional plantings will need to be installed where missing once concrete is poured on for driveway on the south side of this unit. 2/1/2021 AM 2/1/2021 BUILDING FINAL** Bill Centen CANCELLED mike 206-787-0259 Notes: 2/8/2021 2/8/2021 FIRE FINAL AARON JOHNSON APPROVED Notes: Fire Final approved. 2/10/2021 AM 2/10/2021 BUILDING FINAL** Bill Centen APPROVED mike 206-787-0259 Notes: Printed: Thursday, 09 September, 2021 7 of 7 t r4 .)-1 — OI.-i,02 E 303. 5/' trisPei SITE IMPROVEMENT PLAN 23 39' Lot Townhouse Sub -Division 3429 S. 144th Street, Tukwila, WA 98168 PN's: 094000-0083, 004000-0087, 004000-0087, 004000-0088, 004000-0094, 639110-0000 and 6391110000 6433610240 PHASE II E a) Lta be tfi liAttEW CON 5.57' 1a . r CCCF:e 4CEE A?rt.J i ) f p1z Z I i • f✓ EX/ST/NG /2"J/- CEDA,2 7REE 72) AREZTOYED CLOW 5EwEE. CON57P//C7/4N Tif F//C CD/1/T.PDL PLAN FD e f/ bt/ WORK — SEE WSDOT STD. PLAN K 2,e1.40-06 ON SHT. 3//4 //' /4-7.4 G. e. c+` -- -- 1 I i3y3;3 6¢3S pg•/ 0 /0' 20' DEC 27 201g CIT RECEIVED Y OF TUKWILA City of Tukwila BU!LC; a CM.=N l AUS 17 2018 MIT CENTER 24" Drain Basins 2824A13__X W 7-17 eR-TYPE1 15, 127) R/M= 35-2,/D /EL"(Ai, Spc-3-7----,-3 /.29 a ;i aM 750 ss '(1) Adapters can be mounted on any angle 0' to 359°. adetermine esea 1,a0tplsechartn page (1). h' w M k 358. l- , I• ; i ..... {n F/urrtr'k o.. . F/¢Lm S!%6P.E;-YiX/.r: ... . \ I 41/tiN 41' 55'1/ERZ"Cs'RNF i ..... j ' -0:491 /+ i 0.3M. r. 0 .a242:%. '_0;292 % V ....... :Adt 7'QYE.2 :1 — • i i 6'.PKG/43/5-A. PD',F',iS /S'2'+, ; ; "e',.-V(lO'''/N7E'PrAC'S i. WA'7'2AFL/C ,L/DS &rap' LOCA•E:7 ; f i. f ::i :.:.. .. / "'""' Da 43 P.4W 43. -.CENT ' EO' .-.7' RD t* S7' ' ' " " . ' &al/84EI A~ OF • tTFORA07E[SN" 3SE-3'7' 4b,." -i7;0..•.4'7;.1,5 "lai.^4f1Y78F.RSaCI.,ze--•::_57rPg:TO.'446' T3"/• •.ZIT O.5-O'/a j .. " \'' 1,4 • GRADED 24' le Invert Height 25zP,/L A03. 5.7 /ai 8A4E"€L"" 4G 44— i 24" 24" Grate Options • 1# `BASEIY.=.x47.4.9 '6"PVC .ST CLT. ANO KT (20^.LTh I LT' 0 SO. .. 7 : ' . : 34r'. T.' CE. ray ' 36, 73 @:b}SO Pieel EL 34 .z .10 % a EerLn1 35f2.:O# II 7 I 1 zfi1 G";F+/"L' ST .S.-4 Z3.7 : 0 1444957. I 'Ct:}:2 e.3*-.Zif'!P'IA' -.11.%393 a'"' e'Z'RT) /r/49.T:3SL Sd : YSor/q . ; I 3 v r' 2" ] /E 4''(3SWit YE r JW');=•3.06.+ , OsiS C!f-7YYE/ CY')P/,) . • R/f9'. 3T/,2S !E6"(1=,5) = 347.03 —r- f 1 I ROAD AND STORM SYSTEM PLAN (SHEET 1) I own& M y9 _.. ,.,. •/7• 7.' ". D1`6/o1(0. .4- C. 1a 0. W 0 0 F- a Fr a 4- \ et. G of_/ r Y EVI LbrID Fa C _.e�rCOE{;DL!ANCE DEC 272019 City of Tukwila LDIa DIVISION 2 co 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) 1 TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS theTHSSSco. PRE -PAID - TDK OSTERLY PARK TOWNHOMES BUILDING B2 To08Rieeison N.T S.I RW 109/28/16 I SJ60931 RECEIVED CITY OF TUKWILA JUN 1 9 2018 PERMIT CENTER p1(6/D1(62. 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 thru 11 1368881 My license renewal date for the state of Washington is 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. CSI. TC 0.23 BC 0.23 WB 0.07 Matrix -SH Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368869 SJ609311 Al GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA -1-6-0 1-6-0 8.00 12 2x4 II 3 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:54 2016 Page 1 I D:dbG3kKWOOngw3osK_iKvUxz9Lo?-iDOF98ddxQ8uGf6DbU RPo710dxDZ_AU98e6vsiyZ6it 6-0-0 2-0-0 13-6-0 6-0-0 1-6-0 6-0-0 19 2x4 I I 4 2x4 II 5 20 21 3x6 = 22 7 2x4 H 23 2x4 I I 8 24 2-0.8 , 25 18 •A A ■ _ A A A` Y Y r Y Y Y 9 2x4 I I 3x4 = 26 17 27 16 28 15 29 14 30 13 31 12 32 3x4 = 2x4 I I 2x4 I 2x4 I I 2x4 H 2x4 I I 2x4 I I 12-0-0 10 12-0-0 Scale = 1:28.6 Plate Offsets (X,Y)-- [6:0-3-0,Edge) 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 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud DEFL. in (loc) I/defl L/d 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% 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=6.0psf; 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. 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.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. 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 AI WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED SNTEK REFERENCE PAGE 015.7473 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, 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 IPly OSTERLYPARK TOWNHOMES/RMW 111368870 SJ609311 A2 FINK 2 2 Job Reference (optional) Truss Co, Sumner, WA v 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:55 2016 Page 1 I D:5ogRxgX0n5ynhyR WYQr818z9Lo_-AQyeN UeGikGluphP9ByeLLa55LUDjVgJN IrTO8yZ6is 6-0-0 12-0-0 6-0-0 4x6 II 6-0-0 4-2-10 4-2-10 7-9-6 12-0-0 3-6-12 4-2-10 Scale = 1.26.3 Plate Offsets (X,Y)-- j1:0-4-1,0-1-81,12:0-2-8,0-2-01,13:0-4-t,0-1-81,[4:0-4-0,0-0-121,[5:0-4-0 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 Incr NO Code IRC2015/TP12014 CSI. TC 0.63 BC 0.52 WB 0.59 Matrix -SH DEFL. in (loc) I/defl Vert(LL) -0.06 4-5 >999 Vert(CT) -0.10 4-5 >999 Horz(CT) 0.02 3 n/a L/d 360 240 n/a PLATES MT20 GRIP 185/148 Weight: 105 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. 2x4 HF No.2 2x6 DF SS 2x4 HF Stud (Ib/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=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 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) 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. ciptif16610fifiokolgiven in feet -inches -sixteenths (FFIISS) format. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 6111-7473 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. September 29,2016 theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / 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 ID:5ogRxgX0n5ynhyRWYQr818z9Lo_ AQyeNUeGikGluphP9ByeLLa55LUOfVgJNIrT08yZ6is WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 045 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, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. CSI. TC 0.87 BC 1.00 WB 0.37 Matrix -SH Job Truss (Truss Type (Qty Ply OSTERLY PARK TOWNHOMES / RMW SJ609311 B1 (GABLE 2 1 111368871 I Job Reference (optional) Truss Co, Sumner, WA 0 7-8-7 7-8-7 3x6 3x6 7- 3x8 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:28:59 2016 Page 1 ID:Z_Op9?XeYP4eJ60i67MNZMz9Lnz-3BB8DrhmlymBMQ_A011 aVBkiKykjfN8ulwpgXwyZ6io 15-0-0 22-3-9 30-0-0 7-3-9 7-3-9 7-8-7 8.00 112 3x4 4x4 3x4 i 4x5 = 4 5 6 4x4 3x4 3x4 3x10 = 3x4 53 21 54 2055 5% 57 185817 16 59 60 10-1-10 19-10-6 10-1-10 9-8-12 3x4 = 3x8 = 14 6213 63 12 64 it 66 10 67 3x10 = 30-0-0 10-1-10 Iq Scale = 1:66.4 Plate Offsets (X,Y)-- f1:0 -10 -0,0 -0 -101,[4:0-1-4,0-2-01,[5:0-2-8,01-121,16:0-1-4,0-2-01,[9:0-10-0 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 Incr YES Code IRC2015/TP12014 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 DEFL. in (loc) I/defl Vert(LL) -0.27 14-16 >398 Vert(CT) -0.42 14-16 >253 Horz(CT) 0.01 9 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 226 Ib FT = 0% BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. 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. (Ib) - 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 Grav All reactions 250 Ib or less at joint(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.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 perANSI/-PI 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) 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 Toad of 250.01b live and 50.01b dead located at all mid panels and at all ContiR/4 BRi13%0gng the Top Chord and Bottom Chord, nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED RfJTEK REFERENCE PAGE 0111.7473 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 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, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. September 29,2016 theTRUSSco. )Nc. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368871 SJ609311 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 I D:Z_Op9?XeYP4eJ60i67MNZMz9Lnz-3BB8DrhmlymBMQ_A011 aVBki KykjfN8ulwpgXwyZ6io a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/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'Onofno Drive, Madison, WI 53719. theTRUSSco. INC, Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES I RMW 111368872 SJ609311 B2 ROOF TRUSS 10 1 Job Reference (optional) Truss Co, Sumner, WA 7-8-7 7-8-7 8.00 112 2x4 \\ 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:00 2016 Page 1 I D:1 AyBMLYGJiCVwGbvgrtc6Zz9Lny-XNIXQBiOWGu2_aZNykYp2OHskM5VOgN2 WaZE3MyZ6in 15-0-0 22-3-9 30-0-0 7-3-9 7-3-9 7-8-7 4x5 = 3 2x4 1/ 1314 15 8 16 17 7 6 18 1920 3x4 I 4x6 = 3x4 I! 10-1-10 10-1-10 19-10-6 9-8-12 30-0-0 3x8 = 10-1-10 1 Ia 0 Scale = 1:60.6 Plate Offsets (X,Y)— [1:0 -8 -0,0 -0 -101,[3:0 -2-8,0-1-121,[5:0-8-0,0-0-101,[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/TPI2014 CSI. TC 0.96 BC 0.90 WB 0.37 Matrix -SH DEFL. in (loc) 1/dell 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. (lb/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=6.0psf; 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 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 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. 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/I-PI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE 5111-7473 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 responsibility 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 SJ609311 Truss B3 Truss Type ROOF TRUSS Qty 2 Truss Co, Sumner, WA 7-8-7 7-8-7 8.00 12 2x4 \\ Ply OSTERLY PARK TOWNHOMES / RMW Job Reference (optional) 111368873 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:01 2016 Page 1 I D:VN WaahZu4OLMYPA5DYPrfnz9Lnx-?aJvdXi0HaOvck8ZVS32bcq 1 UmRk7HeBIDJnboyZ6im 15-0-0 • 22-3-9 30-0-0 7-3-9 7-3-9 7-8-7 4x5 = 3 2x4 4 3x8 = 1314 15 8 16 17 7 6 18 1920 3x4 II 10-1-10 19-10-6 10-1-10 9-8-12 4x6 = 3x4 I 30-0-0 3x8 = 10-1-10 Scale = 1:60.6 Plate Offsets (X,Y)-- [1:0-8-0,0-0-101, [3:0-2-8,0-1-121, [5:0-8-0,0-0-101, [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 Ina YES Code IRC2015/TPI2014 CSI. TC 0.96 BC 0.90 WB 0.37 Matrix -SH DEFL. in floc) 1/defl L/d 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&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* W2: 2x4 HF Stud REACTIONS. (lb/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; VuIt=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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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. 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 50.01b 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 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hMITEH REFERENCE PAGE 1411-7473 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, qualify control, storage, delivery, erection and bracing, consult ANSIITPII 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 / RMW 111368874 SJ609311 64 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA 7-8-7 7-8-7 11 8.00 112 2x4 \\ 12 15-0-0 7-3-9 4x5 = 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:02 2016 Page 1 I D IzZ4yn 1 a WrKTDAZIHnGw4B_z9Lnw-TmtHrtjf2t8mDujl39aH7pMBOAmsknL_t2K8EyZ6il 22-3-9 30-0-0 131-6_-0 7-3-9 7-8-7 1-6-0 3 \ ` 14 3x8 4 2x4 5 15 5x6 1617 18 10 19 20 9 8 21 2223 3x4 11 4x6 = 5x6 10-1-10 19-10-6 10-1-10 9-8-12 3x4 11 30-0-0 10-1-10 7 lq Scale = 1:60.5 Plate Offsets (X,Y)— [1:0-0-13,Edge1, (3:0-2-8,0-1-121, [6:0-0-13,Edge1, (8:0-1-8,0-1-81, (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 Incr YES Code IRC2015/TPI2014 CSI. TC 0.97 BC 0.90 WB 0.37 Matrix -SH DEFL. in (loc) I/defl L/d Vert(LL) -0.45 1-10 >788 360 Vert(CT) -0.76 1-10 >466 240 Horz(CT) 0.05 6 n/a 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 atjoint(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 250.0Ib 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) All dimensions given in feet -inches -sixteenths (FRISS) format. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER. REFERENCE PAGE MI/ -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, 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 / RMW 111368875 SJ609311 65 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA ql 7-8-7 7-8-7 2x4 \\ 1 15-0-0 3x8 7-3-9 8.00 112 4x5 = 4 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:03 2016 Page 1 I D:RIdK_Nb9cdb4njJULzRJkCz9Lnv-xyRf2DkHpBGcr2Ixds6 Wg 1 vMoa7SbADUCXoughyZ6ik 22-3-9 30-0-0 31-6-0 7-3-9 7-8-7 1-6-0 2x4 7/ 5x6 = 1718 19 11 20 21 10 9 3x4 11 3x6 = 3x4 11 10-1-10 19-10-6 30-0-0 10-1-10 9-8-12 10-1-10 Scale = 1:60.5 Plate Offsets (X Y)-- f1:0-0-13,Edge1, 14:0-2-8,0-1-121, 17:0-0-13,Edgel, [9:0-1-120-1-81, 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 lncr YES Code IRC2015/TPI2014 CSI. TC 0.97 BC 0.88 WB 0.36 Matrix -SH 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) 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) DEFL. in (loc) I/deft Vert(LL) -0.44 7-9 >812 Vert(CT) -0.73 1-11 >483 Horz(CT) 0.05 7 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 131 Ib FT = 0% 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; 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) 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 250.0!b live and 50.OIb dead located at all mid panels and at ail 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 ®, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M1/-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 Criteria, DS13-89 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 SJ609311 B6 ROOF TRUSS 2 1 111368876 Job Reference (optional) Truss Co, Sumner, WA I1 -1-6-0 1 1-6-0 7-8-7 7-8-7 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:04 2016 Page 1 ID:wyBiCjbnNx xPtugvgyYGPz9Lnu-P9?1GZIvaVOTTCt8BadICESXWzTpKdZeRBXRC7yZ6ij 15-0-0 22-3-9 30-0-0 31-6-0 7-3-9 7-3 9 7-8-7 1-6-0 8.00 [2 4x5 = 5 Scale = 1:60.8 21 12 22 3x4 23 11 10 24 2526 3x6 = 3x4 1 10-1-10 1 19-10-6 10-1-10 9-8-12 30-0-0 10-1-10 Plate Offsets (X Y)-- [2:0-0-13 Edge), (5:0-2-8,0-1-121, (8:0-0-13,Edge1, )10:0-1-12,0-1-81, [12:0-1-12,0-1-81 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 CSI. TC 0.97 BC 0.88 WB 0.36 Matrix -SH DEFL. in (loc) I/defl L/d 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; 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 8; 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) 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 250.0Ib 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. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard September 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M!TEK REFERENCE PAGE 9°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/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSca. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368877 SJ609311 87 GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA 1-1-6-0 1-6-0 7-8-7 15-0-0 7-8-7 62 3 7-3-9 8.00 3x8 - ST6 4 63 64 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:10 2016 Page 1 I D:0814P3cP8Fm 11 TsSOTnpdz9Lnt-EI MI WcpgAL9dB7KIXrk9S V atOYPkFQ Wp7_mQnyZ6id 22-3-9I 30-0-0 X31-6-0 7-3-9 7-8-7 1-6-0 6x6 = 5 65 5x8 66 6 411 /► �� 7g 68 32 69 31 70 30 71 29 72 2 77 28525 24 23 78 22 6x6 \\ 3x8 II 67 T30 27119 2133 4118 8' 16 ES 1485413 8W7 1189 0 90 3x6 = 3x8 I1 3x6 = 10-1-10 I 19-10-6 10-1-10 9-8-12 30-0-0 6x6 1/ 10-1-10 9 14 0 Scale = 1:72.7 Plate Offsets (X Y)-- 12:0-1-5,Edge], [4:0-4-0,Edge], 16:0-3-12,0-3-01 [8:0-1-5,Edge], 116:0-3-0,0-0-91 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/TPI2014 CSI. TC 0.92 BC 0.74 WB 0.72 Matrix -SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl L/d 0.00 8 n/r 120 0.01 9 n/r 90 0.04 20 n/a n/a PLATES GRIP MT20 185/148 Weight: 252 Ib FT = 0% 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 REACTIONS. (Ib) - BRACING - TOP CHORD BOT CHORD WEBS All bearings 30-0-0. 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 Gray 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. September 29,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND #NCLUDED h11TEK REFERENCE PAGE 5011-7473 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 budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Infonnation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARKTOWNHOMES / 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 28 11:29:11 2016 Pagge 2 I D:0814 P3cP8F rn 11 TsS OTnpdz9Lnt-IVwhkyq Ixe H UoGvU5Y F O?j EldoueTigf2nkJyDyZ6ic NOTES- (15-16) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; 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 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 load 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 = 10.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb 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 250.01b 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. 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 assimmommommor a WARNING - Verify design pararrseters and READ NOTES ON THIS AND INCLUDED MITEK DEFERENCE PAGE MIf-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 0'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 c -1-0-0 4-0-0 1-0-0 8.00 12 4-0-0 2x4 II 3 12 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sepp 28 11:29:12 2016 Pagge 1 ID:sKJTdPd 1 vYzeeB2205_0Mgz9Lns-AhU3xl rwhyPLQQUgfFmdXwn4LCMOCK7pHRTsUfyZ6ib i 8-0-0 I 9-0-0 I 1-0-0 4x4 = 13 4-0-0 5 2x4 11 14 15 10 16 9 17 8 18 2x4 11 2x4 11 2x4 11 8-0-0 2x4 = 8-0-0 Scale = 1:20.9 v 0 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/TPI2014 CSI. TC 0.28 BC 0.26 WB 0.06 Matrix -P DEFL. in (loc) I/defl Ud 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% 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 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 Gray 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 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. 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P11. 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MATH 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 ANSIRPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. September 29,2016 theTRUSSco. INC. Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368879 SJ609311 01 ROOF TRUSS 2 1 Job Reference (optional) Truss Co, Sumner, WA 1 1 -1-0-0 1-0-0 1 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11:29:13 2016 Page 1 ID:KXtrgkefg55VGKdFapVFu2z9Lnr-ft1 R9esYSGXC2a3sCzHs48KDYcgKxnXyW5DQ16yZ6ia 2-6-0 5-0-0 6-0-0 2-6-0 2-6-0 1-0-0 3 4x4 = 1 5-0-0 5-0-0 Scale = 1:13.6 Plate Offsets (X,Y)-- 12:0-2-2.0-1-01, (4:0-2-2.0-1-01 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/TPI2014 CSI. TC 0.44 BC 0.34 WB 0.05 Matrix -P LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud DEFL. Vert(LL) 0.00 Vert(CT) 0.00 Horz(CT) 0.00 in (loc) I/deft 4 n/r 4 n/r 4 n/a L/d 120 90 n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 0% BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/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 or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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. 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 250.0Ib 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. 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 ANSIITPII 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 Job Truss Truss Type Qty Ply OSTERLY PARK TOWNHOMES / RMW 111368880 SJ609311 El HOVVE 2 2 Job Reference (optional) Truss Co, Sumner, WA 0 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 28 11.29:14 2016 Page 1 ID:ojRD24eHQADMuUCR8 W 1 U RFz9Lnq-74bpMsADZf3fke3mgo5cLsMt?xag516klyzZYyZ6iZ 4-3-15 8-0-0 11-8-1 I 16-0-0_ 4-3-15 3-8-1 3-8-1 4-3-15 4x6 .I 3 I 4-3-15 8-0-0 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)-- [1:0-2-3 0-2-51 [2:0-1-0,0-1-121,[4:0-1-0,0-1-12] [5:0-2-3,0-2-51 [6:0-4-8,0-1-8),[7:0-4-0,0-4-81,[8:0-4-8,0-1-81 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 CSI. TC 0.47 BC 0.66 WB 0.60 Matrix -SH DEFL. in (loc) 1/deft L/d Vert(LL) -0.09 7-8 >999 360 Vert(CT) -0.16 7-8 >999 240 Horz(CT) 0.04 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 157 Ib FT = 0% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* W1: 2x4 HF No.2 REACTIONS. (lb/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 1 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=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=40ft; Cat. Il; 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) except (jt=lb) 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.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. 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 DF), 64 (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 - Verity design parameters and READ NOTES ON TH/S AND INCLUDED M/TEK REFERENCE PAGE //0//-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 responsibiility 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. u,Tc. Job SJ609311 Truss 01 Truss Type. HOWE Qty 2 Ply �f 2 OSTERLY PARK TOWNHOMES / RMW 111368880 Job Reference (optional) Truss Co, Sumner, WA 8.020 s Aug 1 2016 MiTek Industries, Inc.. Wed Sep 28 11:29:14 2016 Page 2 I D:ojRD24eHQADMuUCR8W1 URFz9Lnq-74bpM_sADZf3fke3mgo5cLsMt?xag516kIyzZYyZ6iZ 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) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411.7473 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 responsibi;dy of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno 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) Truss Co, Sumner, WA 1 -1-6-0 i 1-6-0 8-0-0 8-0-0 8.00 12 2x4 11 4 2x4 11 3 23 24 2x4 11 2x4 I i 6 26 5 25 2 3x6 = 8.020 s Aug 1 2016 MiTek Industries, Inc. Wed Sep 2811:29:16 2016 Page 1 I D:Gv?bFQfvBTLDVendhEYjzTz9Lnp-3SjanfuRIBvmv2oRu5rZimymzpjj87DPC3R4d RyZ6iX 16-0-0 17-6-0 8-0-0 1-6-0 28 2x4 11 8 29 2x4 11 9 3031 2x4 11 10 32 2x4 11 11 22 33 12 I 13 3x4 = 34 21 35 20 36 19 37 18 38 17 39 1640 15 41 14 42 3x4 = 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 16-0-0 2x4 11 2x4 11 16-0-0 Scale = 1:39.0 Plate Offsets (X,Y)-- (7:0-3-0,Edge) 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/TPI2014 CSI. TC 0.24 BC 0.23 WB 0.12 Matrix -SH DEFL. in (loc) I/defl L/d 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 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. At bearings 16-0-0. (Ib) - Max Horz 2=122(LC 9) Max Uplift All uplift 100 Ib or less at joint(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) lend: ASCE 7-10; Vult=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 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 at joint(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 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 MITEK REFERENCE PAGE 01.7473 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'Onofdo Drive, Madison, WI 53719. theTRUSSco, INC. Symbols PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y 4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A 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, g g, 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, 1, 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 all designer,sor, property owner and otherierectionnterested superviparties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TRI. 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 isnot sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 'ME Dimensions are in ft-in-sixteenths. I 1 TOP CHORDS I (Drawings not to scale) 2 3 •4 Apply plates to both sides of truss and fully embed teeth. 0'16 MIIIIEME TOP CHORD D V o ■ _�b For 4 x 2 orientation, locate plates 0- 'hs" from outside edge of truss.Ihi g This symbol indicates thejoint C7-8 C6-7 C5-6 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, 9604B, 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 41=0 location x " 11 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, 1 or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint i.rti...r a`ra heTR1SSi..ro. INC. 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's Connected Wood Trusses. N, ) CT ENGINEERING INC. ..._.., �_r�r..z✓ r v��r CODE CO.Vs7LIANCE DEC 272019STUCT City of Tukwila BUILD:1O DIVISION Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) LE #10014 SAL CALC„LATIO\S Oster yl—P-ark Townhomes — 31dc 3429 S. 144th St. Tukwila, WA RECEIVED CITY OF TUKWILA JUN 1 9 2018 PERMIT CENTER . Type 3 Design Criteria: 13C 2015 Winc: 11C -nsh (ULT) 85m3h (ASD), <zt=1.0 Seismic: Ss=1.49, S1=0.56, SDC=D, R=6.5 hoof . Snow Load = 25 psf Architect: 3arker Architects A.I.A. 8715 NE 119th St. <irklanc, WA 98034 Ph: 425.821.7601 ViSitoOlS A 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 NO gypsum concrete 3/4" plywood (O.S.B.) 2x10 at 12" avg. Insulation (1) 5/8 gypsum ceiling Misc. FLOOR DEAD LOAD 2.0 psf 0.0 psf 2:7 psf 4.3 psf 1.0 psf 2.8 psf 2.2. psf 15.0 PSF a CT ENGINEERING INC. 8truoturnl Englneere 180 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 208.285.0818 (F) #10014: B1, B3: Roof Framing Plan 316"=1'-0" CT ENGINEERING (2) 2X8 H = r INC. 1B1. 7X12 JST ne• A. 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'O(O_( O (1) E N h LLLLLLLL SSS X X Ox CV S ON(( N 1 2x12 H F21 2x12 HF2 2x12 HF2 LL 2 CV 2x8 HF2 2x8 HF2 1 2x8 HF21 1 2x8 HF21 2x10 HF2 2x10 HF2 2x10 HF2 LL 2 O X add @ 32"1 2)2x10 HF2 LL = ON_(N( N ea S2 N N 2x12 HF2 2x12 HF2 80 i Cr0 0 C 0.000 0.000 000000 000000 R000.00. o 00 220000 o 0 0 0 dpd o 00 000 000 666 0 0 0000 0 o o G 0 0 0 o 00 00 on 60 0 0 oopC 0 0 0 Goo 0 0 0 00 666 0 0 0 0 6 a0000 0 0 000000 0 0 O o oo 000000 r rrr pod r 0 r 00000 'md 100 666 Y) IN(] NN coo O r poo 00 r �' 6V {c 0{�)H0 Mt7 •0 a�ry`Io 0 CO 0�� {0�(C0 V {Dii in til C10 N. X03 Cm10 r � MMM m r mmm NII00� t() I!) 001 Om0 IV V NniN 1oo 0��NN Y r C0'), NN tr Exact, 0 0 O 0 Nr .603 N N 0/ /-- lrj 100 N N M Z Ori O/ ^ Iti V w V.u_1 IL a4A[9M (� 001. .-a0{p0 201. 10 m f� N �ONi MM N t� V ~ t mt�Jmmt�mmm 2co M yy_ LL aN N m 4 a 1000 m N 0 ae0}y [t 10 N e Ca} s 0 V d' 040100001 V 0 0 CO • 0) my ? 0100 m a CO0N 1` 000 m N 0 0.0 CO N I- 0 ae m N rsi LL�= G UU v _ LL a f0D 0 toot tm0 Imo m mmm coo N CCNQ� Q m (�� (��(�tV� � F V mmm Y V mm Y yt V rm O t� O F Na I N m 0 a a U L. a-1010)0oNN n 2 42020 222222 1 o10oNN [7 0 CI M 000 N N t+) )1 N M N M2 N N NU.VLL ,OLL C _ a m 333A3 3 3 N mm yy 33 NNN rrr 0 700 rrr .� m 8II1 nrr 0 O •_ W O.S 000000 0 00 0 NNNNN' ^ 0 09 0 0 0 0 0 0 000000 0 .66..6 NN"NN 0 0 00000 0 0 0 000 0 0 0 o 000) 0 0a 000 0 0 0 0 0 2 OV' r r 0 0 0 cm,1 0 0 0 0 0 0 W ^! 10 W W 10 V yO0000 LL 0 0 0 0 0 a 0 0 N n N 2222 N N N 0 N 000 V .. moo r r r 0 r IP 0 r,_ r E O— .� avecOo 0. 10 10 o o 10 to )0 N e v 0000001 N evveev N N N N N N N o o N a 10 10 If) N N N vov )0 N v 10 10 N av vvv n•a LLLL N N 1 2 P m m N N 12 12 m m N N r 12 m m N I 000606 N N t t` N N n N 11� 2 0 0010 0 N N N r r 0 fo m m 10 P 0 10 0 m m r- 6 N,r CI Z < r p y V 0)1010100)10 rrrrrr 41000,00 r r,-.-.-� O r ,: ...- r r)0 10 rrr r r 6 10 030 0 N �• V^ V000000 N N r r N N r.- N N N 000000 N N r r N N r N r o 0 r 0 r 0 0 0 r r r N 0 r o 0 r r al u- NQ:37l?t00) 10gv�rrr ) _) rrrrrr r,-.= MM)0, rrr 11 m co Z 0 W fGn m E O 892 v r r rrrrr.- r'7 r r N 7. rrrrrr r) in r r r rrr r 10)0)0 rrr N7. r 10 10 7 •aC 2 C �-°.p mvU LL O O 9 r0 O O r tg 0 S pp O a rr 0 0 0. r pp q.!0. O O o r O O 0 0 _a •WOj .v w nm 0 J am M M m)0m m ..4. A m mr CO 12 03 m M o .-- N CO.. .-- 03 0 nN m.- 10 03 o[Zi m 03 r .4: ‘1..... M M M M CN) M r rr � COnm N N N m Of O N — e• O IRNA N r M M N+ + J O N 10 0 z O II 0 mmN 0 m 0)0 0 0 {r{--�IMr )00)) m m 0 0 m m 0) 0 0 N T m o •.1.10 0 0 0 0 ON 0) 00101 m m 0 0 Co O 05 DI 1')0) N M o O m W N 0 NN m r N r N M Cl 0 0 0 ^ 0 0 1�m 0 Om) to m O O LOAD CASE 0 SI J �a x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V Qrrrr m 000000 hMPNN f� O m 10010100p m r N m r �r N co NM N NNN co co to rd co C7 NI,- m CO CN] 2 M CO, g 0 0 ICT#10014-OSTERLYPARK 1 1 Section 3.7.1.5 Section 2.3.10 ,� aN Y (O mm OOmOm M M MMC) N N N v, CO CO o N M m 00n> 000 M N m m N N 03 m 0 0 oi0 03 0 00 o)0^ 0 0 0 x 000,11“0. �� r OND 0 W 100001010 n 000 003 l0 M n o m 10 0 M � r m 0 0 7 19 ) 19 3ucwin nt > nt > ev a a 0) c m m N N m N lc, COm m N m r m m)0 m m m m m m 51/C� a U co ` $ O •NN1010 = M a7 m N t7 6 10 l7 1010 6 6 NU100 M dl 6 M to 0 so, 0) 0l NNN N N )0 10 til 100) Io to 000 r o o V.Itf i- N)01010)0 r r r,_ )0 471010)0N r r r r r r NNN r r r )000, r r „- N 10 10 YU CO W 0 � CO y LL 111111 •y NI LL LL 09 % N LL LL Ny LL 0009 LL LL aa0LLaa 00)0)0)0)0 NN IL LLLLLL 99 ("Ti f R LLILLL 111 at! at #i IL- as MO t LL o_ 10 NiV LL a 10 ! nY LL LL a CO 1 Fb11i4JFce)I n.555 ii idodod u o all^O 0ddo0o lf)lq. 1 mrr 000 7 000 W m 0 V' 00 $�u1:ui3.hc C7 V N m Idray CCI v 0710.. p OO , 00 0 4 y eN- m � . �N I, OI V 3 0 X01 2 0 d s011� m V. d o f-9 d 2310 000000 1<I0 (0 r•Q IN(10N odd N d r8O t8O o d V d �Wpp 44 d d N 0 ¢N.-NNNN N V I- 0010r...:00).-010 00 r., N. -N N CO. N (0 0 NN 01001 0101 01001 N (0)0)0 N N CO r 0- 1� 03 CO Om r. Ci 0 •' m� CO QV 010::: 0101 0( n 1. 0 00y ImM l- 0100 N 00 ni co ::::: 0NN 000 cd en ai go 0- 011 oi ��Oppp0 00)03O ai 0 03 CO 0) 0 0 m Y. em- O N w 0 NNp C1 LL alonmM ON)m V' 'pd' 10(~7 tr'1 Ul 4'4' mTr� CYON m YON Nt0 0101 ^ 'ad'NW N{N, N 17 0�LL '} U V ' LL 00303 ¢ c0 c0 t0 N ryNN r r �(41 n n NN n1 lm- q qCa' N NN " N N V el N U e n V LL 888888 NNNNNN OO N 0) (0)0) N N In N N �+ N N p O i0 N N �1 U1 �1 IO N N 10 10 0"9 yy 6! L2, 00 u — 199 G__• pp (p C)Cm)CO .-..-. COm, COi C) CO .z,-..z�.- m CO 000 NNN 000 CJ n1N c7 00 NN Z 0 U W W 000000 oogSoS 000000 n000000 co. ��� N N N N r �� N 000000 $$Soon 000000 000000 N N r te.-.-.- N N N N 000 000 000 000 000 000 000 orio ooa V .0 -Tr a a d o N a0 o0 o0 00 V 0 .2.2 :°:: r ::::: l V V V VNN0 F..-2 W 0 Ryn4Uv000OOa LL a. LL¢ n m to A m m 8 A m m L5 m 0 L5 m (0A m m 0 0 m m 0 1 q 1101 m m m m 0 0 r m m (0 (0 O m m 0 0 ¢ m U 1` m' ^' N N o N gnN N dingo N N N N N N al 25< E6 iJ^NNN NNN N NNN 0 000 NN 00 000 ..-.-: 000 ,. �.- N O 00 '� 1460 � 10 (0 (0 c0 (0 10 .)(0 N Q z W E0 V Cx a U 288888 ,- .- .- .- .- pppp 88888. .- 0 0 ,- 0 0 .- O O O 00 0 0 9 O O a c 0 ^ 0 C !!!!! 0 (0 !!! 0 (0 0 0 00 m m m lO a m m 0 10 0i li g®CW O J rM w t0 r Oso w (0w N.. 0r' W Nm m N r co.- Cr w mCO com O 0 N NNNN� W. - 0, r 0 (0 OI of co 00 r— ...1 ..0. V N NN CO CO CO 0l0m . - r.- 1� r mm N N N C) CIC) a) a a N •'4 1...: (V mm m .- m X0 0 N O � !(�� CV Z W 000000 Nm W m 0 W n m1 n 0 01 000000 W 1W- .1cOC� W w.- ooa 00 NtO �m 600 DI d OjW N 03 CD 00 LOAD CASE Pt J O OOOW.w-� O)6 a)a)mm 01 Vm Ol cc: cd CD 00 �.m- m oO `)0 of m0 nv� wmm CO a) �n W Oi (_p o J is O1- '—" ¢ X100 .- D. .- 10 (0 N orogriorno 0 r.- .- co w .- V DJ 1') N CV w.- w W C) N N N (0 1) 0 O CI 0 m (0 C11.100'14: OSTERLY PARK co LI- N g Sec0on 3.7.1.5 ISecUon 23.10 0 a Y. :::::: 0). w 000 d 0 0po 1010C)N.-.- 0, 00117 03(00 oofm 000 mofrri 0 N oF', 1010 VaCO 03 = 0.,1 r` 0 OwwN • n 0 0 0 cOWN n W owN n m n 6 wW'1) c S2n ? C m2212 , n n C F P al c ro.d00 0', N0 Nm m m ^m .- Nm .3 .3 mmm CO mm ¢ Q N = lh N N0 l7 l7 N M Cl N of N 1 0 Ci C) 10 N Cl ll N N c) C) N N N N )cl VJ N N N Ifl «j i(j N l+j N N N in '030 d z E 7i N 0. O)N a)‘0. NU) NN Ina) N N m °00 0 0.N La V Y cWJO YU a ,p 2 10 01010Ra.a0.L NNNNNN LL ===ft LL LL LL r? 0NN0NN LL LL aanaaa 01000100 LL LL LL LL NN N ##fit LL LL LL ±±± *04 '.NL LL LL O ana 000 N LL a N ik LL 1. a N Y III"11�3 ui 000000 i`n ''''V u`i min 000cmo 20v. l�I1 ::�`'' 000 : 00 ?i I�rei.m- 000 0 1I n 6 °r° 0 00 `i 0 �'i,ryryn I�illu3`u3r m o111:111111111 Crim� � OOON� I O K 4 N m NrrN I�(111111111111111!! ISEESECTION: I 23.1 I lipopopliolii fm0 r 0V 0 1(J {rp .• • 1'? -:,24F:- Q Zl'ivilli,L1 1:-;!81-. iFFF- O- • (BASED ON ANE te ul lmo . � :loq ulNur'+•-m loom '''mr� m= N t� �. m •T v.r IN.I MN Mt7 NI m.-aOI ONM N 17 t+1 t�fl�OrnmN-.0000.' LOAD CASE 1 IF vti �Wm of' : :1�..' n�m ma ICT#10014-OSTERLY PARK 1 M CC 0 IL 01 tll [V C C 0 aD 01 N � �. -� - N- nl • N onminm O_ uVaf�I�Lh C = m ClA 1� mo' N ry q OUm N 00 th 010110N m r N lU N N f0 (O t•1 W m A r 10 N m C'N m n r N t Oi Oi N r r A m C O V A A C Z5 A N C m m N m N m m m N m N m m m m m m m m m m r � A a � !•l Nto Ol 1� 11110 di of m 17 10(1 l.] [•) m 11110(0 dl CJ f7 tll 10 m N N m N (01010 N V1 lt) 10 !7 10(1 Ill ui 00 rOG t0/ L v S 2'�'� ���'� NN10N • NN rr UI mN rrr In V'1 .- UI � mN rr y U Un U d � (0 y u,„„nu V)/11nlgN LL f LL LL f f LL LL 1�=1� LL vvvv 01 Nl0Nl7(0 d d NV)tnN d d a a R NtO N 1 LL S22 N LL .## d d NrnN d N d N - d LL NZ s 0 Uv 0 0 0 0 ry 0 F,WE 06.... 10{ry o00 O o 0 000 0 0 0 r a do 0n o �l�•'m 0 0 0 0 o rm o d o 0 mm 0 0 2?8N c o o 882 0 0 0 'nd' o m g do oM`2 -MEN ; {{rn��ornppM226 N N N M m(pmpm 10 40 NNq 0) N N P 1 -8 2 , r t.) 0. m mw 0 G' ( N . Hat pOai,.., a qg N •'• t�l�N mmm N NN (P1 (fyI wr�-pn110P') A ).)M aD')(") mMm 082 0 0Mv Om m a.20 ri gag ' m O 6 .- N]'' Mo by N i':U 0 yy *40010(0(0 'OOmmm wN N1444 000 0 0 N m V oommm NDm G1;;440 m m . m f) 00 0)0)0 man 6.0 _EN moo 10[40) 400 V ON m N O .a OV VM a (00 aNN LEE m m m (m(mm� 11• u) T- N aN� w 10 N .. a m•)a.0�� N m v .- a n O. pm H S pm S S o N N 2 romm S S S M2 N �m N N EO) ,Ope 68 - lL m •- M m C8J .- m M .- 0 0 .- • )• 10(0 C') M -- (5 O N (0 0) O O N N 0) 0) O O NN N M v M O NN SEE SECTION: w•_ 000 SE do .00 NN 0 o 0 H 0 0 d o N 00 0 0 do a o NN 00 000 a 0 m 0 0 0 0 m. 00 D o do 0 0 .?"4: 0 0 o 0 N 00 0 . 0 [7 0- u- O (=mm a O m m ti .. �� 00 VT 0 0 -V- 0 0 ;47 m n GV S '-O) T- IL N - V e V m V N v V) 0 a V ua a m (0 e m0 v v m V N 1(1 a n iV)0) nn m m m n m N n m Nm nn 00 000 m m ((10 nn MM N n m 00 n)n m 2 Q m -. N to 00 )n N N (0 ^ (0 N U 1) 0 .- 0 r 0 r 0 .- 0 0 r 3 a � 0 a � a. . .- 0 .- an .- LLa 1IFIU!!HIHhI!hI 1,1 r.- r 33 U 1JJL CT# 10014 - OSTERLY PARK II I LOAD CASE Demo surto I Factor (Constant) ' Section 3.7.1.5 n 111111111111111111 m m mNm O 11111111111111111; m u. x g__ vim Ui'S 000000 1V Cm Cri1O ry CNiv 000000 0co 0 00tmy 0(o 000 w 000 o P 0 8N 00 cE ul a^ 2 co mo co 6� l.] r Zvi 03 qmml (1) W 2 moo `0 OJ r 2a ary/ 0))0-I(DD Ivry u0rt 0) v CR CO cA r1V m 000000 n r r w co m n 000000 m r COm co V 10U (0 000 41 000 (O umi N O pA� r (D O O NN iro 6N 1(.1 O" N 10 -I.0) 011111 CO ryrn 10 N N� W co CO CO O fm') �� co ON co NNN (0N 6 PI N co N coV- m ...- r CO '"' rrs m 404 L. il, N 2. aV mmp pm C')N t�I(N1N CO CO CO N��.m-.m�O 0co 610 Mm BW m m mm IAN t'1 CnC11< 0 1001 0NV 0100 02 0 0) NOS N N r C') 8, LL' d000m0) vi alf]Ml'n)CQ6 10 6 t6 X011 s6s� V 00000 vi 6 Nlr'1 m 6 x66 Oro V V 4 mvn 10.=0) t00CVV mry amm V too ON 0 '0 v0) 4(00 NN m 04 1313 ".D.. o UU ' IL 000000 m 6 m m Omi 88 (C0100100000C11(0 4446 Nt(jN r r V 4) ON r r r CmC11 6 r (y0�1yy0�aN 444 mm m 100(0 e-rr 1 V CO N m �.0)1f) 6(0 4 r • VI N a 0 n—(0(0 LLt) pp n pp (000000(0 pp 0000000 to in NN (0N pp N101O0 try NN CO N 000 m• CV VV u-� V 6 U 70.0mmmmmm LL 01000(0 m 6..-rrrr m 0 0 CO CO r mmm t.1 t.,. r.- 000 m CO m Ci rrrr m c� mm m co CO m 000 N N N 0 00 0(040 N CON N N N n r 8 N Q0 0(0 OV N CTION: W000000 888888 00000(0 OY cu. NNN N 888888 000000 000000 NNH N N0•{ 000 000 o O 0 C) m C) 88 0(0$ 005 s' 0 0 't'0. 0 8 O 1' a0( 80 O O U— L.-0,222222 a 0 0 0 0 0 000000 0 rrnl�n 0(0(0N 888 ��� pK I [) rrr 1 f) N N nCI p6. 10 O E" 0•-NN(0101DICI aae LL V St o vv 01010 vvvvvo 0 In tn (0 (0 0 O6 OVQ IO vav (0 (0 (0 v (0 N vv r N NK. Z acoa m Q (01� a. n n 00000 n r r n n mmmm n r N m n m p 53 0 8 mmm COA m 0) 10 m m (0 10 N to m m d N U 4) rrrrrr (0(0(0(0 m 6 (0(0N r rrr.-.- (0 (0 (0 Y (0 r rr (0 r ^ (0 rr (0 r (0 co rtpr ry N O , V U ^ V) 0 .. (0m 0 0 .:rrr.- m (0N 0 0 0 1010(000)4] 0 0 rrrrrr 0 0 0 0 000 rrr 0010 rrr ) O O O � U V r ? r r .- r� y Qa0LL z o 4) CO 0 U �•p a U (01fl(0(0NN r. - .- .-r r 4)4)0 r r.- co ION rrr to co up r r.- N r (0 (0 r r• r 010 r a= mU g; v9— O O O - o r O r m m r rrrr 2 0 m o r 2 m o rrr O - o m rr 0O.-rm0 O• • or 1-0 m a ry O J 66m6m .0(0((066m a m CA rNr CON r 17 .001'66 0008w 0 N N r O r NN N r V 0466 10100)) CO CO CO rrr comm N m N N m m m •r O N 016 COLO N r m m .m- N .r.. V. h J O N C)� 0 11 n V z mm 001 O co 0 O o to V G o 0 0 o 01 O CO mU)O1 0 0 0 0 CV CO 0 0 0 0 0 0 0 4 0 �{ <00 0 0 0 ado O �Y 10,~ O 0 0 0 C C Ta m o mm O O (LOAD CASE BN616166)1`616 o 2 a 110666661 10100(6) 10106 0) 100) (' O O yJ.IJ.1 7 000000 6O6Nr� SO 1- n ( 0V0{V r r r rN (00p FlO�'o0 r 0 0 0 1- 0 04 (SINN .:...7. ;72 t7 CO Cc) r NNN mmm r r 4) N (0 0st .NCOCD CT# 10014 - OSTERLY PARK Factor Section 3.7.1.5 Section 3.7.1.5 Section 2.3.10 o J 6 (00000)0 N .).".".4(1 m m N N N 60) 11)00(0(000 N m 000". m N N N 000 000 r r r 10100 00 r 000 r .,- o O (0 N N 10 6 t yar 1 m m r m 01(0(0 N 00006 4) N m mm Or r m (0N N 0000 N m 04) 10 N A 10 r m CO n r 0) (0 04 6 I- Yl 01 0) A A O� C .6 OR 10 m .Errrrr10 m N CO N m m N m! r 10 m m m m m m CO CO CO IV c0 2 10 0 PC• o. O 0104) - 0 10 10 1010 1 7 (0 10 (0 004, m 1766 10100) Ci C) 000 (0co (0 6 trio) V14) 0) N Cl (0t0 104) OCC r C m .- r NN rrrr N ION r (0 4) r rrrr 10 4) 410 r NNN r r r to r N4) r 4) r 4)4) r r 0) O .4 Y y U N V1 c t0 ) aaanaa � u) yoBBE y U 4..LL 211" (0N 14 LL SS 0 N(0 LL S 2..220P It LL 000000 00/010000 --2u 4) U N LL LL LL N LL. N N N u u IC LL LL LL =_= N aG LL aan 000 N N aG # LL It iD LL u. 10 N N # u LL LL a to 1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997 Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENEACALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Ca Iculatlons Description BLDG B1/B3: GT Reactions [Timber Member Information Timber Section Beam Width in 3.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir - Larch, No.2 Larch, No.2 Fb - Basic Allow . , psi 900.0. 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Grid E 2.5 Grid E 3 4x10 4x10 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 Fv : Allowable psi 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 LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs 412.50 660.00 687.50 1,100.00 1,100.00 1,760.00 412.50 660.00 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 Deflections Ratio OK Deflection OK Center DL Deli in UDefl Ratio Center LL Defl in L/Defl 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: 580006 User; KW -0602997, Vet 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014. ecw: Cal c u la tl on s Description BLDG B1/B3: 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 Bern Fir, No,2 Hem Fir, Nc.2 Bern Fir, No.2 Hem Flr, No.2 Hem Fir, No.2 Grid 1 Grid 3 Grid NE Grid 4 Grid 5 2-2x0 2.2x8 2-2x8 2-2x8 2-2x8 Fb - Basic Allow psi 850.0 850.0 850.0 ' 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksl 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span Dead Load Live Load ft #/ft #/ft 3.50 2.50 3.50 2.50 3.50 30.00 50.00 30.00 50.00 30.00 50.00 30.00 50.00 30.00 50.00 Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Ratio = in -k ft psi psi psi psi 0.0477 0.0243 0.0477 0.0243 0.0477 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 0.75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK 0-75 1.25 28.5 1,173.0 Bending OK 3.6 172.5 Shear OK 1.47 1.75 55.9 1,173.0 Bending OK 6.3 172.5 Shear OK Reactions @ Left End DL lbs 52.50 LL lbs 87.50 Max. DL+LL lbs 140.00 @ Right End DL lbs 52.50 LL lbs 87.50 Max. DL+LL lbs 140.00 37.50 62.50 100.00 37,50 62.50 100.00 52.50 87.50 140.00 52.50 87.50 140.00 37.50 62.50 100.00 37.50 62.50 100.00 52.50 87.50 140.00 52.50 87.50 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in -0.001 -0.000 -0.001 -0.000 51,354.9 140,917.9 51,354.9 140,917.9 in -0.001 -0.000 -0.001 -0.000 30,812.9 84,550.7 30,812.9 84,550.7 in -0.002 -0.001 -0.002 -0.001 ft 1.750 1.250 1.750 1.250 19,258.1 52,844.2 19,258.1 52,844.2 -0.001 51,354.9 -0.001 30,812.9 -0.002 1.750 19,258.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw: Calcu lallons Description BLDG B2/B4: GT Reactions Timber Member Information Timber Section Beam Width in 3.125 3.125 Beam Depth in 15.000 12,000 Le: Unbraced Length ft 0.00 0.00 Timber Grade 'ouglas 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 ksl 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 Uve 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 Fv : Allowable psi psi 293.76 8.00 2,506.8 2,760.0 Bending OK 166.1 276.0 Shear OK 165.24 6.00 2,203.2 2,760.0 Bending OK 154.2 276.0 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 2,720.00 3,400.00 6,120.00 2,720.00 3,400.00 6,120.00 2,040.00 2,550.00 4,590.00 2,040.00 2,550.00 4,590.00 Deflections Ratio OK Deflection OK Teragi Center DL Defl In -0.317 -0.196 UDefl Ratio 605.9 735.3 Center LL Defl in -0.396 -0.245 UDefl Ratio 484.7 588.3 Center Total Defl in -0.713 -0.441 Location ft 8.000 6.000 UDefl Ratio 269.3 326.8 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:Celculatlons 11 Description BLDG 82/64: Roof Framing Timber Member Information Timber Section Beam Width in Beam Depth In Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 2-2x8 2-2x8 2-24 2-2x8 2-2x8 3.000 3.000 3.000 3.000 3.000 7.250 7.250 7.250 7.250 7.250 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Flr, No.2 850.0 850.0 850.0 850.0 850.0 150.0 150.0 15(10 150.0 150.0 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 ft Dead Load #/ft Live Load #/ft 3.50 2.50 3.50 2.50 3.50 240.00 400.00 30.00 50.00 30.00 240.00 50.00 400.00 30.00 50.00 Results Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable 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 420.00 37.50 52.50 300.00 52.50 LL lbs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100-00 140.00 800.00 140.00 @ Right End DL lbs 420.00 37.50 52.50 300.00 LL lbs 700.00 62.50 87.50 500.00 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 52.50 87.50 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.000 -0.001 -0.002 UDefl Ratio 6,419.4 140,917.9 51,354.9 17,614.7 Center LL Defl in -0.011 -0.000 -0.001 -0.003 UDefl Ratio 3,851.6 84,550.7 30,812.9 10,568.8 Center Total Defl in -0.017 -0.001 -0.002 -0.005 Location ft 1.750 1.250 1.750 1.250 UDefl Ratio 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 -0602997, Ver 6.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014. ecw: C al c u l a t l 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 Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 GR 1 GR 2 GR D2 GR 4 GR 5 STR XFER 2-2x8 2-2x8 2-2x12 2-2x6 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 ksl 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 lbs 187.50 LL lbs 129.12 Max. DL+LL lbs 316.62 262.50 180.77 443.27 240.00 640.00 880.00 @ Right End DL lbs 187.50 262.50 • 240.00 LL lbs 129.12 180.77 640.00 Max. DL+LL lbs 316.62 443.27 880.00 0.00 0.00 0.00 0.00 0.00 0.00 262.50 180.77 443.27 262.50 180.77 443.27 210.00 560.00 770.00 210.00 560.00 770.00 310.31 827.50 1,137.81 139.69 372.50 512.19 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio -0.001 -0.004 -0.001 28,183.6 10,271.0 39,551.8 -0.001 -0.003 -0.003 40, 924.8 14, 914.3 14, 831.9 -0.002 -0.007 -0.004 1.250 1.750 2.000 16,689.8 6,082.3 10,786.9 0.000 0.0 0.000 0.0 0.000 0.000 0.0 -0.004 10,271.0 -0.003 14,914.3 -0.007 1.750 6,082.3 -0.001 47,969.5 -0.002 17,988.6 -0.003 1.750 13,082.6 -0.067 2,886.5 -0.177 1,082.4 -0.244 7.680 787.2 Rev; 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Date: Job # Timber Beam & Joist Page 1 10014.ecw:Ca Iculatlons Description BLDG B: L3 Framing (2 of 2) Timber Member Information Timber Section Beam Width in 5.500 5.125 3.000 Beam Depth in 7.500 7.500 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir - Douglas 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 A/E3 A/E 6x8 5.125x7.5 2.2x8 Center Span Data Span Dead Load Live Load Dead Load Live Load Start End ft #/ft #/ft #/ft #/ft ft ft 5.00 8.00 2.00 150.00 400.00 180.00 480.00 150.00 400.00 250.00 250.00 Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Ratio = 0.4444 0.5495 0.2044 in -k 20.62 63.36 6.30 ft 2.50 4.00 1.00 psi 400.0 1,318.7 239.7 psi 900.0 2,400.0 1,173.0 Bending OK Bending OK Bending OK psi 37.6 87.4 29.0 Ps i 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 UDefl Ratio Center LL Defl UDefl Ratio Center Total Deft in Location ft UDefl Ratio in -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 # LR,ev: 5B0006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014, ecw:Ca lculations Description BLDG B: L2 Framing (1 of 2) Timber Member Information Timber Section Beam Width in Beam Depth In Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status GR 1 2x12 GR 2 6x8 GR E2 2-2x12 2.5 2-2x12 STR 2-2x12 XFER 2-2x12 GR E 6x8 1.500 5.500 3.000 3.000 3.000 3.000 5.500 11.250 7.500 11.250 11.250 11.250 11.250 7.500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Douglas Fir - Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 Larch, No.2 850.0 900.0 850.0 850.0 1,000.0 1,000.0 900.0 150.0 180.0 150.0 150.0 95.0 95.0 180.0 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 1.150 1.000 1.600 1.000 1.000 1.000 1.000 Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive No 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 #/ft 53.30 53.30 53.30 Point #1 DL lbs 320.00 LL lbs 150.00 3,270.00 @ X ft 2.000 2.000 Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 Mmax @ Center in -k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 @ X = ft 0.00 1.75 1.86 8.00 1.75 6.66 1.75 Mmax @ Cantilever in -k -13.04 0.00 -80.2.4 -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 IOW. @ Left End DL lbs -130.00 997.50 30.00 297.50 210.00 310.31 .,.,, . 288.75 LL lbs 106.60 813.75 -1,555.05 800.00 560.00 827.50 770.00 Max. DL+LL lbs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 © Right End DL lbs 570.00 997.50 90.00 342.50 210.00 139.69 288.75 LL lbs 464.85 813.75 5,144.85 913.26 560.00 372.50 770.00 Max. DL+LL lbs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl in Location ft L/Defl 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 1 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 2 10014.ecw:Cal culatlons Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl in Cantilever LL Dell In Total Cant. Dell in L/Defl 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 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculatlons Description BLDG B: L2 Framing (2 of 2) Timber Member Information GR 3.7 Timber Section 3.125x12 Beam Width In 3.125 Beam Depth in 12.000 Le: Unbraced Length ft 0.00 Timber Grade •ouglas Fir, 24F - V4 psi 2,400:0 psi 240.0 ksi 1,800.0 Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status 1.000 GluLam No ES GAR HR D+L+5+E GAR HR D+L+S 2-2x12 5.125x13.5 5.125x13.5 3.000 5.125 5.125 11.250 13.500 13.500 0.00 0.00 0.00 Hem Flr, No.2 Douglas Fir, 24F - Douglas Fir, 24F - V8 V8 850.0 2,400.0 2,400.0 150.0 240.0 240.0 1,300.0 1,700.0 1,700.0 1.150 1.300 1.150 Sawn GluLam GluLam No No No Center Span Data Span ft 19.50 4.00 16.50 16.50 Dead Load #/ft 45.00 20.00 20.00 20.00 Live Load #/ft 120.00 53.30 53.30 53.30 Point #1 DL lbs 2,040.00 2,040.00 LL lbs 2,550.00 2,550.00 @ X ft 6.500 6.500 Point #2 DL lbs 665.00 665.00 LL lbs 2,203.00 2,203.00 @ X Point #3 DL ft lbs 6.500 6.500 LL lbs 1,200.00 @ X ft 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 Reactions @ Left End DL lbs 438.75 -85.00 1,804.39 1,804.39 LL lbs 1,170.00 -552.55 4,047.60 3,320.33 Max. DL+LL lbs 1,608.75 -637.55 5,852.00 5,124.72 @ Right End DL lbs 438.75 665.00 1,230.61 1,230.61 LL lbs 1,170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL lbs 1,608.75 2,867.35 4,015.45 3,542.72 Deflections Ratio OK Deflection OK Deflection OK Deflection OK 1 1 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 1 10014,ecw:Co Iculetlons Title : Dsgnr: Description : Scope: Date: Job # Rev: 580006 User: KW -0602997, Ver 5.6.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Caiculallons Description BLDG B: Deck Framing [timber Member Information Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basle Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status )st 2x10 1.500 9.250 0.00 Hem Fir, No,2 850.0 150.0 1,300.0 1.000 Sawn Repetitive j5t 2x10 1.500 9.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.000 Sawn No hm 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 ft 4.00 2.00 8.00 Dead Load #/ft 20.00 20.00 125.00 Live Load #/ft 53.30 53.30 333.00 Cantilever Span Span ft 3.00 3.00 2.00 Uniform Dead Load #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Likkesults Ratio = 0.1721 0.1979 0.9154 ARIIIMMEMEIBIONESENSP- 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 0.977 625.2 Title : Dsgnr: Description : Scope : Date: Job # L( Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 c)1963-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calculallons Description CODE MAX JOIST SPANS LL=40PSF Timber Member Information Timber Section Beam Width In Beam Depth In Le: Unbraced Length ft Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Ps Ps ks 16" OC , 12" OC 5" OC 2x12 2x12 1.500 1.500 11.250 11.250 0.00 0.00 Hem Hr, No.2 Hem Flr, No.2 850.0 150.0 1,300.0 1.000 Sawn Repetitive 850.0 150.0 1,300.0 1.000 Sawn Repetitive 2x12 1.500 11.250 0.00 Hem Fir, No.2 850.0 150,0 1,300.0 1.000 Sawn Repetitive Center Span Data Span ft 16.75 19.25, 23:50 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 53.30 40.00 26.70 1 Results Ratio = 0.9974 0.9884 0.9829 Mmax @ Center in -k 30.85 30.57 30.40 @ X = ft 8.37 9.62 11.75 fb : Actual psi 974.9 966.2 960.8 Fb : Allowable psi 977.5 977.5 977.5 Bending OK Bending OK Bending OK fv : Actual psi 48.9 42.5 35.6 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 167.50 144.37 117.50 LL lbs 446.39 385.00 313.72 Max. DL+LL lbs 613.89 529.37 431.22 @ Right End DL lbs 167.50 144.37 117.50 LL lbs 446.39 385.00 313.72 Max. DL+LL lbs 613.89 529.37 431.22 Deflections Ratio 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 -0.153 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: 580005 User: KW0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Celculations Description CODE MAX JOIST SPANS LL=30PSF Timber Member Information Timber Section Beam Width In 1.500 1,500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 16" OC 12" OC 8" OC 2x12 2x12 2x12 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus 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 18.50 , 21.25 25.75 20.00 40.00 15.00 30.00 10.00 20.00 Results Ratio = 0.9959 0.9855 0.9647 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 30.80 9.25 973.5 977.5 Bending OK 44.6 150.0 Shear OK 30.48 10.62 963.3 977.5 Bending OK 38.8 150.0 Shear OK 29.84 12.87 943.0 977.5 Bending OK 31.9 150.0 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 185.00 370.00 555.00 185.00 370.00 555.00 159.37 126.75 318.75 257.50 478.12 386.25 159.37 128.75 318.75 257.50 478.12 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl In UDefl Ratio Center LL Defl In UDefl Ratio Center Total Defl In Location ft UDefl Ratio -0.228 974.5 -0.456 487.2 -0.683 9.250 324.8 -0.297 -0.428 857.3 722.8 -0.595 -0.855 428.7 361.4 -0.892 -1.283 10.625 12.875 285.8 240.9 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0802997, Ver 5,8,0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description BLDG C: Roof Framing Timber Beam & Joist namstessau Page 1 10014.ecw:Calculallons 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 Flr, No.2 Hem Fir, No.2 Hem Flr, No.2 Hem Fir, No.2 Grid 1 Grid 2 Grid 5 Grid 6 Grld 5 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus 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 Dead Load Live Load ft #/ft #/ft mivisommonsamenzonr 3.50 30.00 50.00 2.50 30.00 50.00 2.50 30.00 50.00 3.50 240.00 400.00 3.50 30.00 50.00 Results Ratio = 0.0477 0.0243 0.0243 0.3815 0.0477 Mmax @ Center @X= fb : Actual Fb : Allowable 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 Jammiengiossimizur @ Left End DL lbs 52.50 37.50 37.50 420.00 52.50 LL lbs 87.50 62.50 62.50 700.00 87.50 Max. DL+LL lbs 140.00 100.00 100.00 1,120.00 140.00 @ Right End DL lbs 52.50 37.50 37.50 420.00 52.50 LL lbs 87.50 62.50 62.50 700.00 87.50 Max. DL+LL lbs 140.00 100.00 100.00 1,120.00 140.00 Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio In In ft Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK -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 -Dec -2003 (01983.2003 ENERGALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Calcu Iallons Description BLDG C: L3 Framing (1 of 2) Timber Member Information Timber Section Beam Width In Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow ps Fv - Basic Allow ps Elastic Modulus ks Load Duration Factor Member Type Repetitive Status GR 1 2-2x8 3.000 7.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No GR 2 2-2x8 3.000 7.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No GR 02 6xB 5.500 7.500 0.00 Hem Fir, No,2 85.0.0 150.0 1,300.0 1.000 Sawn No GR 03 2x12 1.500 11.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.000 Sawn No GR D4 2x12 1.500 11.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.000 Sawn No GR 5 2-2x8 3.000 7.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No GR 6 2-2x8 3.000 7.250 0.00 Hem Fir, No.2 850.0 150.0 1,300.0 1.150 Sawn No _Center Span Data Span Dead Load Live Load Dead Load Live Load Start End ft #/ft #/ft #/ft #/ft ft ft Anzumnsmemiamemsmiamm 2.50 20.00 53.30 130.00 50.00 3.50 20.00 53.30 130.00 50.00 5.50 165.00 440.00 4.50 165.00 440.00 4.00 165.00 440.00 2.50 130.00 50.00 3.50 20.00 53.30 130.00 50.00 Results Ratio = 0.0770 0.1510 0.6264 0.6833 0.5399 0.0547 0.1510 Mmax @ Center in -k 2.37 4.65 27.45 18.38 14.52 1.69 4.65 @ X = ft 1.25 • 1.75 2.75 2.25 2.00 1.25 1.75 fb : Actual psi 90.4 177.1 532.4 580.8 458.9 64.2 177.1 Fb : Allowable psi 1,173.0 1,173.0 850.0 850.0 850.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 11.4 20.1 46.9 70.7 57.6 8.1 20.1 Fv : Allowable psi 172.5 172.5 150.0 150:0 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL lbs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL lbs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 @ Right End DL lbs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL lbs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL lbs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Dell UDefl Ratio Center Total Defl Location UDefl Ratio in in in ft -0.001 28,183.6 -0.001 40,924.8 -0.002 1.250 16,689.8 -0.004 10,271.0 -0.003 14,914.3 -0.007 1.750 6,082.3 -0.014 4,883.7 -0.036 1,831.4 -0.050 2.750 1,331.9 -0.007 8,207.3 -0.018 3,077.7 -0.024 2.250 2,238.4 -0.004 11,685.8 -0.011 4,382.2 -0.015 2.000 3,187.0 -0.001 32,519.5 -0.000 84,550.7 -0.001 1.250 23,486.3 -0.004 10,271.0 -0.003 14,914.3 -0.007 1.750 6,082.3 Title : Dsgnr: Description : Scope: Date: Job # Rev: 580006 User KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Soilware Description BLDG C: L3 Framing (2 of 2) Page 1 10014. ecw:Ca Iculallon s [Timber Member Information Timber Section Beam Width in 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Flr, No,2 GR E1 GR E2 GR 03.5 GR 04 2-2x8 2-2x12 3-2x12 2-2x8 Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status 850.0 850.0 850.0 850.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn No No No No Center Span Data Span ft Dead Load #/ft Live Load #/ft Dead Load #/ft Live Load #/ft Start ft End ft 2.50 5.00 7.50 3.00 150.00 150.00 150.00 150.00 400.00 400.00 400.00 400.00 280.00 280.00 280.00 280.00 300.00 300.00 300.00 300.00 Results Ratio = 0.3436 0.6850 0.9341 0.4948 Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 10.59 1.25 403.1 1,173.0 Bending OK 50.7 172.5 Shear OK 42.37 2.50 669.6 977.5 Bending OK 79.4 172.5 Shear OK 95.34 3.75 1,004.4 1,075.3 Bending OK 94.4 172:5 Shear OK 15.25 1.50 580.5 1,173.0 Bending OK 70.1 172.5 Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL lbs lbs lbs lbs lbs lbs 537.50 875.00 1,412.50 537.50 875.00 1,412.50 1,075.00 1,750.00 2,825.00 1,075.00 1,750.00 2,825.00 1,612.50 645.00 2,625.00 1,050.00 4,237.50 1,695.00 1,612.50 645.00 2,625.00 1,050.00 4,237.50 1,695.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio m in in ft -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 -0602997, Ver 5.8.0, 1 -Deo -2003 (c)1983-2003 ENERCALC Engineering Software Description BLDG C: L2 Framing Timber Beam & Joist Page 1 10014.ecw:Cal culatlons Climber Member Information Timber Section Beam Width In 3.000 4.500 5.500 5.500 5.125 1.500 Beam Depth in 11.250 11.250 7.500 11.500 13.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Flr, No.2 Hem Fir, No.2 Douglas Fir - Douglas Fir - Douglas Fir, 24F- Hem Fir, No.2 Larch, No,2 Larch, No.2 V4 Fb - Basic Allow psi 850.0 850.0 900.0 900.0 2,400.0 850.0 Fv - Basic Allow psi 150.0 150.0 180.0 180.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn GluLam Sawn Repetitive Status No No No No No No jst D GR 3 2-2x12 3-2x12 GR D E GR 4 GR 5 3SF 4-6 6x8 6x12 5.125x13.5 2x12 Center Span Data Span Dead Load Live Load Dead Load Live Load Start End ft #Ift #/ft #/ft #/ft ft ft 5.50 18.00 4.00 18.00 17.50 4.00 20.00 53.30 45.00 120.00 165.00 440.00 165.00 440.00 45.00 435.25 120.00 315.00 20.00 53.30 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #fft 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 Fv : Allowable psi psi 0.03 0.26 -27.60 436.1 850.0 Bending OK 55.2 150.0 Shear OK 80.19 9.00 0.00 844.8 935.0 Bending OK 39.4 150.0 Shear OK 29.04 2.00 0.00 563.2 900.0 Bending OK 60.5 180.0 Shear OK 80.19 9.00 0.00 661.5 900.0 Bending OK 31.6 180.0 Shear OK 344.65 8.75 0.00 2,213.9 2,400.0 Bending OK 124.1 240.0 Shear OK 0.00 0.00 -12.48 394.4 850.0 Bending OK 46.7 150.0 Shear OK Reactions @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs -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 Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl in Location ft UDefl Ratio in Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0.006 10,335.4 0.007 9,242.9 0.014 3.278 4,880.7 -0.153 -0.006 -0.095 1,410.6 7,812.7 2,266.6 -0.408 -0.016 -0.254 529.0 2,929.8 850.0 -0.561 -0.023 -0.349 9.000 2.000 9.000 384.7 2,130.7 618.2 -0.486 0.005 432.5 9,931.3 -0.351 0.001 597.5 34,153.1 -0.837 0.006 8.750 2.400 250.9 7,722.1 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver 5.8.0,1 -Dec -2003 (c)1963-2003 ENERCALC Engineering Software Timber Beam & Joist Page 2 10014.ecw:Calculagons Description BLDG C: L2 Framing Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in UDefl Ratio -0.016 -0.020 -0.036 1,321.2 -0.020 -0.008 -0.028 1,725.4 Title : Dsgnr: Description : Scope : Date: Job # Rev: 580006 User: KW -0602997, Ver5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 10014.ecw:Cal cula lions Description BLDG C: 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 jst 2x10 jst 2x10 bm 6x8 1.500 1.500 5.500 9.250 9.250 7.500 0,00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 850.0 850.0 900.0 150.0 150.0 180.0 1,300,0 1,300.0 1,600.0 1.000 1.000 1.000 Sawn Sawn Sawn Repetitive No No Center Span Data Span Dead Load Live Load ft #/ft #/ft 5.00 20.00 53.30 3.00 8.50 20.00 98.00 53.30 261.00 Cantilever Span Span Uniform Dead Load Uniform Live Load ft #/ft #/ft 2.00 20.00 53.30 2.00 1.50 20.00 125.00 53.30 333.00 Results Ratio = 0.1131 0.0880 0.8203 Mmax @ Center in -k 2.51 0.76 38.07 @ X = ft 2.40 1.32 4.22 Mmax @ Cantilever in -k -1.76 -1.76 -6.18 fb : Actual psi 117.5 82.2 738.3 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions Left End DL @42.00 lbs . :: ,, :::_ . , 16.67 399.96 :,. _. .... . . .. .... ,.., . , , _.. • , LL lbs 133.25 79.95 1,109.25 Max. DL+LL lbs 175.25 96.62 1,509.21 @ Right End DL lbs 98.00 83.33 620.54 LL lbs 261.17 222.08 1,652.82 Max. DL+LL lbs 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK ■- Center DL Defl UDefl Ratio Center LL Defl 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 -0.001 44,186.7 -0.006 10,295.6 -0.007 2.460 8,360.0 0.000 0.001 0.002 27,379.8 0.000 562,653.4 -0.001 47,664.8 -0.001 1.416 48,711.9 -0.001 -0.003 -0.004 12,992.4 -0.034 3,029.8 -0.099 1,029.4 -0.133 4.250 768.4 0.017 0.046 0.063 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.467 (Ss, Site Class B) 1.0 0.505 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.467 (SMs, Site Class D) 1.0 0.757 (SM1, Site Class D) Conterminous 48 States 2003 NEBRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa =1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.978 (SDs, Site Class D) 1.0 0.505 (SDI, Site Class D) BC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW Step # 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = If Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR lE~1.00 Section 1613.1 -> ASCE Table 1.5-2 3. SdeClaoo-Po Geo Engr. S.C. = Section 1613.3.5 Section 11�.2/Ch. 2O Table 1613.3.3(2) Table 20.3-1 4. 0.2 SecSpectral Response Ss= 1,47 Figure 1613.3.1(1) Figure 22-1 5. 1.0 SecSpectral Response Si = 0.51 Figure 1613.3.1(2) Figure 22-2 Latitude = 47,47 N Longitude = -122.29 W 6. GhoCueffidon (shortpehod) F"=1l0 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.50 Figure 1613.5.3(2) Table 11.4-2 SMS =F"°Gx SMv= 1.47 B]18-37 B]11.44 Ow,~F.^G/ Gmi=K7O EQ 16-38 EQ 11.4 - SDS =%8°Gu" Go"~ 0.98 EQ 16-39 EQ 11.4- Sm=2/3^Gu. Sul =O.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s GDC°=D Table 1013.5.6K1> Table 11.6-1 9. Seismic Design Category 1.Os SDC, =D Table 1613.5.6(2) Table 11.6- 10. Seismic Design Category SDC = D Max. Max. 11 .(N&S) Wood structural panets - - N/A Table 12.2-1 front to back 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Oo3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&VV) - - N/A Table 12.2-1 side to side 12.(E&VV) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&1N)OvomtrmgthFactor C/o`' 3.0 N/A Table 12.2-1 14.(E&VV) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16i Vertical Structural Irregularities -- No ' N/A Table 12.3-2 17. Permitted Procedure Equtv. Later I Force Table 12.6-1 Page 1 SHEET TITLE: IBC EQUIV. LAT. FORCE N&S N&S: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT # : 10014 - Osterly Park - Building B SDS = Sol= R= IE = S1= Cs = SDS/ (R/IE) Cs = SDI / (T*(R/IE)) Cs = (Sol* TL)/ (TV*(R/IE)) Cs = 0.044 * SDS ' le > 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=. 26.00 (ft) 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 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. = DIAPHR. Story Elevation Height AREA DL w w * hk Wx * hxk LEVEL Height (ft) h (ft) (sqft) (ksf) (kips) (kips) Elm */7"' Roof - 26.00 26.00 f. 3rd (Upper)' 8.00 18.110 18.00 2nd (Main)'^ 9.00 9.00` 9.00 lst(SOG) 9.00 0.00 0,020 025 025 SUM = E=V= 0.7 E = 31.5 819.0 34.1 613.8 34.1 306.9 99.7 1739.7 15.00 (LRFD) 10.50 (ASD) DESIGN SUM Vi DESIGN Vi 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 Fpx = DIAPHR. F; Z F; w w Fpx = LEVEL (kips) (kips) (kips) (kips) (kips) `'w F;*wR 0.4*SDS* IE*Wp Fpx Max. Roof 4.94 4.94 31.5 31.5 6.16 4.94 3rd (Upper) 3.70 8.65 34.1 65.6 6.67 4.50 2nd (Main) 1.85 10.50 34.1 99.7 6.67 3.59 1st (SOG) Page 2 12.32 13.34 13.34 0.2 * SDS* IE * Wp Fp), Min. 6.16 6.67 6.67 SHEET TITLE: CT PROJECT # : IBC EQUIV. LAT. FORCE E&W E&W: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 10014 - Osterly Park - Building B SDS = SD1 R= IE = S1= Cs = SDS/ (R/IE) Cs = SD1 / (T*(RITE)) Cs = (Sol* 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<Ti) (for T>TL) CONTROLLING DESIGN BASE SHEAR = hn = 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,, = DIAPHR. Story Elevation Height AREA DL w, w * hk wX * hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Zvi * h;` Vi DESIGN Vi Roof - 30.00- 30.00 3rd (Upper) 10.00 20,00 20.00 2nd (Main) 10.00 10.00 10.00 1st (SOG) 10.00 0.00 1575 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 (EQ 12.10-1) Design IFp, = DIAPHR. F, Z F, w `' w Fp,r = * wax LEVEL (kips) (kips) (kips) (kips) (kips) `'wt Roof 5.04 5.04 31.5 31.5 6.16 5.04 3rd (Upper) 3.64 8.68 34.1 65.6 6.67 4.51 2nd (Main) 1.82 10.50 34.1 99.7 6.67 3.59 1st (SOG) 0.4*SDS*IE*Wp Fp„ Max. 12.32 13.34 13.34 0.2 * SDs* IE * Wp Fp, 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 8 N -S E -W F -B S -S 20121BC ASCE 7-10 Ridge Elevation (ft) = 37.00 37.03 ft. Roof Plate Ht. = 26.00 26.00 Roof Mean Ht. = 31.50 31.50 ft. - - Building Width is 44.0 34.06 V ult. Wind Speed 3Sec .0 a 110 11 . mph Figure 1609 Fig. 26.5-1A thru C V asd. Wmd Speed 3 sec. Gust= 85 85 mph (EQ 16-33) Exposure= R `:& Section 26.7.3 fw= 1.0 1.0. NIA Table 1.5.2 Roof Type= Gable Gable. psme = 24.1 24.1 psf (LRFD) Figure 28.6-1 psme = 3.9 3.9psf (LRFD) Figure 28.6-1 psmc = 17.4 _. 17.c psf (LRFD) Figure 28.6-1 p3300 = 4.0 4.0, psf (LRFD) Figure 28.6-1 A = 1.0" 1,0,'x. Figure 28.6-1 fG = 1.(10 1 ^0 Section 26.8 windward/lee= 1.000 1,00'. (End Unit) ' Kt * Iw' windward/lee : 1.00 1.00 Ps =A 'Kzt*1'pam= (Eq.28.6-1) pea = 24.10 24.10 psf (LRFD) (Eq. 28.6-1) pse = 3.90 3.90 psf (LRFD) (Eq. 28.6-1) psc = 17.40 17.40 psf (LRFD) (Eq. 28.6-1) psn= 4.00 4.00 psf (LRFD) (Eq. 28.6-1) ps A aeacabaoe= 20.8 20.8 psf (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,gg 1,00 MAIN WIND - METHOD 1 PER ASCE 7-05 DIAPHR. Story Elevation Height Areas (N -S) 1.00v AA As Ac AD Areas (E -W) . 1.00 AA Ae 0.50 Ac. Ao (N -S) 16 psf min. wind(LRFD)ewind(LRFD) (E -W) 16 psf min. Wind (N -S) (LRFD) WIND SUM Wind (E -W) (LRFD) WIND SUM LEVEL Height (ft) hi (ft) h (ftj (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) 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 Ar= 992.8 20.2 kips(LRFD) 15.9 kips(LRFD) V (n -s)= 19.67 kips V (e -w)= 15.71 kips 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) I DESIGN SUM Vi (E -W) V (E -W) 6.36 6.36 4.62 10.99 4.90 15.88 V (e -w)= 15.88 kips(LRFD) Min/Part 2 (Max.) Min/Part 2 (Max.) Wind (N -S) (LRFD) Wind (E -W) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N -S) V (N -S) Vi (E -W) V (E -W) Vi (N -S) V (N -S) Vi (E-\ V (E -VV) Roof - 26.00 26.00 0.00 0.00 0 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 0.0(3 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) I 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) 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: 2012 IBC SHEARWALLS: PER ANSI/AF&PA SDPWS-2008 Table 4.3A CT PROJECT # : 10014 - Osterly Park - Building B SHEATHING THICKNESS NAIL SIZE STUD SPECIES SPECIFIC GRAVITY ANCOR BOLT DIAMETER SHEARWALL TYPE 7/16" w/8d common (15/32" values per footnote 2) P6TN. P6 P4 P3 P2 2P4 2P3 2P2 N.G. tsheathing = 7/16" nail size = 0.131" dia. X2,5" long SPECIES = H -F or SPF S.G. = 0.43 Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 Table 4.3A V seismic (SDPWS-2008) 0 150 520 760 980 1280 520 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 1065 1370 1790. 2130 2740 3580 10000 Wind V w allowable modify per S. G. (divide by 2.0 FOS) (for ASD) 1 150 339 495 637 832 990 1274 1665 4650 GYPSUM THICKNESS NAIL SIZE Response Modification Coef. tsheathing = 1/2" nail size = 1 1/4" long No.6 Type S or W R=6.5 SHEARWALL TYPE Table 2306.4.7 1/2" w/ 1 1/4" screw Vallowable Blocked (PER 2009 IBC) Seismic V s allowable modify G7 125 R>2 not allowed G4 150 R>2 not allowed 2G7 250 R>2 not allowed 2G4 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 & S (front to back) 10014 - Ostedy Park - Building 8 Diaph. Level: Root Panel Height 8. ft. Max. aspect= 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 4.94 kips Design Wind N -S V i = 4.73 kips Sum Seismic V i = 4.94 kips Sum Wind N -S V i = 4.73 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + W per SDPWS-2008 pe= 1.00 Table 4.3.3.5 Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. Wall ID T.A. Lwall :n. C o w dl V level V abv. V level V abv. - 2w/h v i Type Type v i OTM Row U, U:gym OTM Ro,M U„et HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) (i (plt) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 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 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 0.00 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 a.3 1;33 a,aa 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 1r;)0 i}.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 C• 395 12.0 15,0 1;0.0 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 patty C+ 395 120 'I6:O 7:170 0.15 1.18 0.00 1.24 0.00 1.00 1.00 103 P6TN P6TN 99 9.89 6.67 0.28 0.28 9.46 8.64 0.07 0.07 0.28 O 7.0 0.3 1:J. 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 3.J0 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 51 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 Ex1. E 395 12.9 2 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 E51. E 0 5.5 8.0 1.30 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 -00 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 a 0.0 3.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - o 0.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 3,0. 3.0 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 • 7 0 a:{} ; - too 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 too a o3( o.00 o.00 o.00 o.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 9.10 0.410. 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:oa o.00 o.00 0.00 o.00 o.00 1.00 o.00 o -- - 0 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1;00 1 ;3 0.00 0.o0 0.o0 0.o0 too 0.00 0 -- 0 0.00 0.00 0.0o o.00 0.00 0.o0 0.00 0.00 0.00 1.00 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 n;33 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 0a0 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 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 1.04} 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 0.0 - 0.0 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 1sa0 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 3:0 1.33 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 0.00 0.00 O 0:0 a;0 3:00. 3 0.3 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 Via 4.73 :: VEQ 4.94 denotes with shear transfer denotes SB Shear Panel A, r SHEET TITLE: CT PROJECT # : LATERAL - N 8 S (front to back) 10014 - Osterly Park - Building B Diaph. Level: 3rd (Upper) Panel Height = 9 ft. Max. aspect =i 3.5 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 Wnd Wnd E.Q. E.O. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. Wall ID T.A. Lwall on. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Line Us„n, OTM Rom, LI„,‘ UUHD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) r, (Of) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 341 12,0' to.0 1.00 0,45E 0.90 1.18 U.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 0.00 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 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 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 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 0.00 341 12.0 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 1.02 741 32.0 70.1) 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 O 0.0 1.1). 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 0.0 150: 030 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 -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. E 341 12.0 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 1.17 841. 5 o 0,0 90 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 00'. 0.0 1;20 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 O 0,0i 0.0. 1,0 .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 0.0 0.0 1.0. 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 0.0r 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 0.00 000 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 0.00. 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 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 0.00 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 0.00 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 U:0.10U 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 i.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.. 4,-00 303 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1,00 0.010 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.0U 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 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 O 0.0 0.0: 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pavy C - party 0+ Notes: 1364 48.0 48.0 = L eff. 3.59 4.73 3.70 4.94 V,w,d 8.32 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 = $:' ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. 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 = 1112 kips per SDPWS-2008 pt.= 1.00 Table4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q, E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall Lr eft C p w 81 V level V abv. V level V abv. 2w/is v i Type Type v i OTN1 Emu Una, Us„m OTM ROTM Une Usum Usu,,, (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p5) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 12.0 10.0 1,00 0.26 495 2.08 0.46 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 0,0 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 .0. t 0.0 1.00 0,00'. 0.00 0.00 0.00 400 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 Q50 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 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 6.0 s. 1.00 0,25. 0.95 2.08 0.46 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 6.0., 1.00 425 0.95 2.08 0.46 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 0,0. 0,0.x 3.00 0,00- 400 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 0.00 400 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:.�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 Ext, -E 341 12.0 16.0 1;00 0.25 0,95 2.08 0.46 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 Fii o 0:0 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 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 0.0 160 0.00. 400 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: 1.00 000': 400 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 1.00. 0,00': 400 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 1.00 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 1.00 0.00'. 400 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 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 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 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 1.00 0,00;.: 400 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 0,00 400 0.00 400 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 0.0,13 - 1 02 0,00: 400 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,Dtr 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 0.0 too 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 Notes: 1364 48.0 48.0 = L eff, 3.80 8.32 1.85 8.65 12.12 IVEQ 10.50 denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL i -`E & W (side t0 Side) 10014 - Osterly Park - Building B Diaph. Level: Roof Panel Height =. 13 ft. Max. aspect = 3.13 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 5.04 kips Design Wind N -S V i = 3.82 kips Sum Seismic V i = 5.04 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 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 Wnd Wnd Max. Wall ID T.A. Lwall LDL en. C 0 w dl V level V abv. V level V abv 2v /h v i Type Type v i OTM ROM Uneu Deem OTM RonM Line Dsum Dsum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (k;o) p (plf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 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 0.48 0.00 0.63 0.0C 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 .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 0 ';a,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. 0 '+2 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 Ex1. 13 n 0 n 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 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. -'. 197 3.,'3' 6.0 1.00 0.15 0.48 0.00 0.63 0.00 1.00 0.81 236 P6 P6TN 147 5.03 0.90 1.60 1.60 3.81 1.17 1.02 1.02 1.60 Ext 1. 197 3.3 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 0.0 400 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 Ext. L4 z 0 `0.13 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 L. 2 L ;;O C 0.0 i.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 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. 01 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 01 2 1 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lnt L1 ',3 0 -0:0 0.0 1.00 .0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int 3 n ' 3.r 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 Inc 1 0 0.0 an 100 000 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 Int L1 3- 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0:0 '.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. 4A 378 10.5 10.0 1.00 0.15 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 Ext. 4C. - 0 ' O.v':: 0.0 1:1(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 Ext. 4v 0 0.t 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 00 1`10 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 1035. 2.9 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 2.9 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.t7 0.0 1,00 {3:00.. 0.00 0.00 0.00 0.00 too 0.00 0 - - 0 0.00 0.00 0.00 0.0o 0.00 o.00 0.00 0.00 0.00 Ext. 5 105.5 2,.SJ` 6.0 1:o0 0.151 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 2.9 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 1580 35.0 35.0 = L eff. 3.82 0.00 5.04 0.00 'V,„„, 3.82 L'Ve0 5.04 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. Level: 3rd (Upper) Panel Heights ul 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 pr.= 1.00 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Wall ID T.A. Lwall LDL ,fl, CU w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM Ro,s U.,, U..,n OTM R0rm Up,! U,pm U,,,,,, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) /, (p4) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 1.00 0.15 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 1:00 0.15 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 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 Ext. 2 0 0:0' 0 0 'I.00 '1 10 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.0 2 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 2 0 4.0 A 1 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 1.. 40 015. 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 3.3 -0:0 1.40 -0.15- 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 0.0 ` Oa 1.00 c.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. L,1 2 - 0 3.2 0.0 100 100 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 0 0£r '0.0 1,00 0.0o 0.00 0.00 0.00 0.00 1.00 Doo o -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0' 73 too 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .C". 0.0 >1,30 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.o0 o.00 o.00 6,t:;, 0.0 1.00 0,00+ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0" 0;0 1;00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int L1 3--.. 0 0.0. 0.0 1.00 4.00 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:. 341 4,0 1.00 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 f11. 3 �$1 s:%- 4:0 1 00 a 1 . 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 Int L1 3- 6 0;4 0,0 1,00 0.00'. DAO 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 3 o0 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. 4A 126 105 16.0 1.00 0-15 0.26 0.91 0.34 1.21 1.00 1.00 147 P6TN P6TN 111 13.89 5.83 0.82 1.21 9.36 7.56 0.18 0.16 1.21 Ex:. 4C 0 3.0 0.0 100 3:07 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 Ex, 4E 4 0.0 04 too 0.00 0.00 0.00 0.00 0.00 1.0u o.00 o -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 4.00 0..13 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 y04 4,S.i 5.0 1.00 0.'.3 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 ',i4 4.5 6.0 1.00. 0.1: 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 0:0 1:00 0,x0.0'. 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 0.0o 0.o0 o.00 Ext. 5 54 45 6.0 1.00 118 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 54 4.5 6.0 1.00 :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 Notes: 1364 48.8 48.8 = L eff. 2.77 3.82 3.64 5.04 LVwi�tl 6.59 1'VEO 8.68 denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - E 8 W (side to side) 10014 - Osterly Park - Building B Diaph. Level: 2nd (Main) Panel Height 8. ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. per SDPWS-2008 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 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoLu, C0 w 01 V level V abv. V level V abv. 2w/h vi Type Type vi OTM Rona U,,,, U,,,,,, OTM Rory U. Us,,,,, U,,,, HD (sqft) (ft) (ft) (WO (kip) (kip) (kip) (kip) r, (p0) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) , 0' .. 0,0 1..00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 0 0 0 y.ti .1.00 0.00 0 o0 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 O 0.0,: 0.t3 '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. 2 02 3.3 0,0 100 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. 78 2.8 0.0 1.00 0.00 0.17 263 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 E4. 2 78 2.i? ,0,0 100 0.00 0.17 060 0.10 C._' 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 Er. 2 92 3.3 0.0 1.00 0,00. 0.20 3.74 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 E91. 1 0 0.0:: 0.0' 1,00 .0.00 0.00 cap 0.00 0.03 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 1.00 0.00 0.00 3.03 0.00 030 1.00 0.00 0 -- - 0 0.00 0.00 0.00 4.23 0.00 0.00 0.00 2.58 4.23 - i` 0.0 ` to i1 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 Ext. 11 2 0 0.0 20 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- 1.0 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 ao 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 2 0 0:0-....''..0 1.00 0,00 0.00 0.00 0.00 0.00 1_00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0 0,0 0.0 1,00 000 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 O 9,0 0,0 1.00 0.00 DAO 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 250 11.0-. ` 12.0. 1.00 0.15 0.54 0.00 0.33 0.00 1.00 1.00 30 P6TN P6TN 49 2.67 4.58 -019 -0.19 4.31 5.94 -0.16 -0.16 -0.16 91 3.7- "4,0 1.00 0."16 0.20 0.69 0.12 0.91 1.00 0.82 345 P4 P6 242 8.25 0.51 2.58 5.13 7.12 0.66 2.15 3.78 5.13 91 3.7,.a. 4,0 . 1 00 0.3. 0.20 0.69 0.12 0.91 1.00 0.82 345 P4 P6 242 8.25 0.51 2.58 5.13 7.12 0.66 2.15 3.78 5.13 250'11.0`% 12.05 1,00 0,15: 0.54 0.00 0.33 0.00 1.00 1.00 30 P6TN P6TN 49 2.67 4.58 -0.19 -0.19 4.31 5.94 -0.16 -0.16 -0.16 O 0.0' . x0.0 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 0.00 165 3.8-'l' 100 1.00 0.15 0.35 1.26 022 -1 68 1.00 0.83 600 2P4 P4 432 15.00 2.08 4.19 5.40 12.95 2.70 3.32 3.48 5.40 88 2.0 16.0 1,00 0.15. 0.19 a 3.7 0.12 0.89 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 6>8. 40 88 2.0 16.0 1.00 0.15 0.19 0,67 0.12 0.38 1.00 0.44 1122 2P2 P4 430 7.98 1.11 5.15 5.15 6.88 1.44 4.08 4.08 5.15 O 0,0 ; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ex . - 5 0 1.00 000 0.00 3 03 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 ✓ 0.0' 8 3 130 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 o 00` ' 0.0' 1..00 0 00S 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 000 0.00 0.00 0.00 7,0 ; 1.00 0.00 0 -- 0 0.00 0.00 0.00 1.79 0.00 0.00 0.00 0.99 1.79 6>0 '5 0 0i13 0:0 1,00 0.00 0.00 3.03 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 Notes: 1363 49.1 49.1 = L eff. 2.94 6.66 1.82 8.67 ':V,w„a 9.60 "/E5 10.49 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) r/e" gap between brace end concrete Column base with a minimum uplift capacity of 1,000 lbs i Concrete design is he responsibility of the design professional of record PORTAL DESIGN INFORMATION Use one strap on each side with a minimum uplift capacity of 500 lbs per strap For allowable holes, see SB2 and SB11 on page 12 Pre-cut wiring chase Double Portal Portal straps 2" from edges an both sides of the brace (4 straps total per brace) Portal straps /" from edges on both sides of the brace (4 straps total per brace) c\¢a` S• 6o, 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 an 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 a Header width must be 31" minimum and 50" maximum. P Header depth must be 91/2" minimum and 18" maximum. Induced Forces A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR -2652 far more information. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 8 • 1 ALLOWABLE DESIGN LOADS --PORTAL FRAME Allowable Design Loads -Portal on Concrete Foundation (F1; (1) ni + •,;Ytt (�Yi gyp+ ort IjBracetlf r,Assemltly , of : { . ..t i r� I: yi'*+ Wrdtll ,� . ! ,,;,.+, + r ` u 'tt ¢ t9 t !+!+,r&Ilea 1 hetgltj � „ +' ,,, .,, �,+Wmd r Totalrrrl Loadjlor Brape s� )r i ' t Via lsdol)e' • gifiliA t`+ `A' :' ;Yr 41i' p •4 " ''/' 1 fJ C t D si i1 g'i111oWotile 1; 5itoar(lr , �+ pb$), f, ,., .,, D`rifi'�t Allowable � hemi!) a $+ , `�inr) ' Hp�)igEln;t�n!8t t11011oYrable 1 Shearl:)�t• ' ! (Ibs1 r { ` "Allowable : (1 5ryhar) } �w �(16S) !! i tBrtltlatj;r alllpyrable Sllear� i btr t r+!r ;' HOPI°iln,if {r al ¢Ilbtv9ble i• ' Sliear!xl , , I,:i(Iii4 r i' 'r rSB'12x1 ti 12 78 8,000 2,730 0.29 8,520 3,000 0.31 9,370 Ll$B 12115• 12°'.. r'.'854' 2 000:. ,2;520. ' 012. ,8,620 0.35 9,620 2,•7:70 .' 2,540 _0.35. 0.39 :.,':9;480 .,, 9,480 95 S8,12X8 12" 931/2" 8,000 2,310 6' Fls$1,2xp% 12" ';1051/4"...1;00.0'' 8,000 !.:'•1;581) . 5,600 -.:L43::.':-.8,315. •. 0.30 12,285 :-.1;780....:-..::::1;591•':,,.•,•"::.9;370.• 6,160 0.33 •:::.: 13,515 i,, k;;! S:B 18x1;;!` 18" 78" E,1501:Oxl 5 + .:18" . . ;851/2,". 8,000;: •, 5;380. ::0:34 •.42,925.:. ;'r .,•.,5;910 0:37 14;220 , ... { Ili ja a', t' •••1',1S11-1-108:':1" 18' 931" 8,000 5150 0.37 13,510 5,665 0.40 14,860 OPAL/COM , 18," ..'1053" 8;000;. ,3;810 7 `0.43 • ::L2130...--• •' C4;18Q;> " •r 1L51,:: 43750 . 'i$.1i24x'9,,r4" 24" 78" 8,000 10,300 0.29 18,260 10,400 0.30 18,435 lSB 24_x8 i 24" .;933': 8;000:'. s' 8;870.`. .37 :::•18,800: ; A . .9;760 `. ; ::0;42 :20;685 „ .. i{'0":9.431 -f, 24" 1051/2" 8,000 7,810 0.42 18,680 8,590 0.41 20,550 bt 14S812x71:. .12::78" •;8;000":::....',1;300• ::0;27 =8;115: '1;430: .''.-.,' ••:',••11.3.3.,-, '',•:.:9;925., ' 1SB;;12a7..:5i;'; 12" 8511" . .8,000 1,200 0.31 8,220 1,320 0.38 9,040 v .1 2x8: '.1'2". ..9310..:: 8;00.0:.: 1:100. '.0:35 . :`'8,210 ,1;210. ; ':0:42 ':9;030 '..: 5; „_„;•{SSB 5" 51112z974,><{'; 12' 10554' 8,000 790 0.43 8,315 890 0.59 9,370 811Z ' .18"_ ,,78°:' .. 8;000::,; ''' id2;800' •: :.6:31 . -;:x:12,285 ... .:3;080':' 0136' .?'13,515 g'1SB18z1!5s': 18' 851" 8,000 2,625 0.33 12,625 2,885 0.40 13,890 } , "iiSB18x8 r 1 ' i.i.i -931!":: 8;000: :.•••250.•;. >:0:36 :.12,855 ::••: :2195::' 1143 ..0;440-- 14;I4040 31.11,g$1.4 r 18' 1051/2 8,000 1,905 0.43 12,530 2,090 0.51 13,750 1.4. �S$`2.4z1 ...,'11.1.".•- 4.9.8"1,:•.;,1 :'8i(1001•;' .. '.5;150 i":6-.;29,;:;:',. •-•18;260: ' . '5;200.... `. A.30 x18;435:' ykrSB,24 c8,: - 24' 9354" 8,000 4,435 0.37 18,800 4,880 0.42 20,685 ;t;1)911.;24x9l' : 24', ..�1051/2". .:,8,000:' ,3,905:, 0.42 •:18,680 ;-, • 4;295 ::. •': COCA APPIof.LD r DEC 27 200 BU LM�ygl1Tbiga�� Bruce S. MacVeigh, F.E. it Engineer/Small Site Geotechnical 14245 59th Ave: S. Tukwila, WA 98168 Cell: (206) 571-9794 City of Tukwila Building Department Attn: Plans •Examiner/Building Inspector E RECEIVED JUN Z b 2018 TUKWILA PUBLIC WORKS Subject:. Inspection .of Building Foundation Soils, Building 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 buildings may 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. RECEIVE -1'D Attached are photographs taken during the site visit. Questions relatin%tol�sF TUKWILA matter may be referred directly to this office. Sincerely, fat JUN 192018 Bruce MacVeigh, P. . Civil Engineer PERMIT CENTER overbeckl 5/0819 [TiCPI ES: 4/24// 7 1 IA OM, RECEIVED CITY OF TUKWILA JUN 1 9 2018 PERMIT CENTER 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 D18-0182 Dear Mr. Overbeck, This letter is in response to your written request for an extension to Application Number D18-0182. 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. D18-0182 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Ci d Ti/K Pci //1 2//07 .r7-4- se ij-Y feta /1" ear fruci, %frI irr-4-dy lfi U� D - 6I�2 /VAe 6Kc7/%-moi 2o'. 7,7 '2.7 ) Request for Extensior. # 3 Current Expiration Date: Jc -1 -lel Extension Request: Approved for / rd days Denied (provide explanation) 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 #D18-0182, Osterly Park unit B-13, 14414 34th Ave S. Thank you, Mike Overbeck RECEIVED CITY OF TUKWILA NOV 18 2019 PERMIT CENTER '."12 \.2-116/' 11/1/2019 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit Application No. D18-0182 OSTERLY PARK - UNIT B-13 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: D18-0182 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Alcan 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 D18-0182 Dear Mr. Overbeck, This letter is in response to your written request for an extension to Application Number D18-0182. 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, ti Kandace Nichols Permit Technician File: Permit No. D18-0182 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov June 15, 2019 RE: Permit Application No. D18-0182 Osterly Park — Unit B-13 14414 34th Ave S. Dear City of Tukwila, REC V ED JUN 18 219 Community Development Would you please extend permit D18-0182 as we are waiting for sub -division approval. Sincerely, Julia Overbeck Owner 144th St. REO Partners, LLC o Request for Extension # Current E::piration Date: (p 1q -1q Extension 1::equest: I Approv-2d for JO days Denied (provide explanation) Signature/Initials 5/2/2019 0 0 City of Tukwila Department of Community Development MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit Application No. D18-0182 OSTERLY PARK - UNIT B-13 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. Sin erely, K'andace Nichols Permit Technician File No: DI8-0182 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 D18-0182 Dear Mr. Overbeck, This letter is in response to your written request for an extension to application number D 18-0182. 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. D18-0182 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 # D18-0182 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 Request for Exten ,�---- q sio, # / Current Expiration Date: 12:-/F--- Extension 2- i ! Extension Request: "� Approved for /c�/ days Denied (provide explanation) Signature nitials/1/ 1 RECEIVED CITY OF TUKWILA JAN 1 4 21119 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. D18-0182 OSTERLY PARK - UNIT B-13 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-- ��P Bill Rambo Permit Technician File No: D18-0182 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 D18-0182 OSTERLY PARK - UNIT B-13 - 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 % of site work construction cost, please enter on page 1 of attached PW Bulletin the construction cost (mobilization, storm drainage, driveway, erosion control, land altering) for the B- 13 parcel. 2) Show how water, sanitary sewer and storm drainage will serve B-13 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, Bill Rambo Permit Technician File No. D18-0182 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Joanna Spencer From: Shane Young<shaneyoung@waterdistrict125.com> Sent: Wednesday, July 11, 2018 9:14 AM To: Joanna Spencer Cc: mike@unicornmortgage.com Subject: Osterly Park Phase II Developer Extension update Joanna, Mike Overbeck requested that I e-mail you an update on Phase II of the Osterly Park Developer Exntesion at 14410 34th Ave S. Mike has submitted plans and a Developer Extension application for phase 11 of the project. The application is for 13 services and to loop the existing main into 34th Ave S. I'm anticipating the application/project to be approved by our Board of Commissioners at today's board meeting. The District will then start review of the submitted plans. We hope to have comments back on the water system design in the next couple weeks. If you have any questions or need any further information feel free to give me a call. Shane Young General Manager King County Water District 125 PO Box 68147, Tukwila, WA 98168 Office: (206) 242-9547 Cell: (206) 450-8521 www.waterdistrict125.com CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. PILL_ 1 O(OI8L PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0182 DATE: 12/02/19 PROJECT NAME: OSTERLY PARK - UNIT B-13 SITE ADDRESS: 14414 34TH LN S Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works ❑ Fire Prevention ❑ P anntng Division Structural ❑ 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 0 PW 0 Staff Initials: 12/18/2013 COORD COPY d PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0182 DATE: 08/20/18 PROJECT NAME: OSTERLY PARK UNIT B-13 SITE ADDRESS: 14414 34 LN S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division i �S &lG I- )4 I' Public Works Fire Prevention Structural ❑ Planning DivisioniC15 11% ❑ Permit Coordinator ri PRELIMINARY REVIEW: DATE: 08/21/18 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 09/18/18 ❑ Approved with Conditions ri Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 1 t CORRECTION LETTER MAILED: l r ` Departments issued corrections: Bldg ❑ Fire 0 Ping PW ❑ Staff InitialsS 12/1812013 C. PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0182 DATE: 06/25/18 PROJECT NAME: OSTERLY PARK UNIT B-13 SITE ADDRESS: 14414 34TH LN S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 4-3-- leg Building Division S i-14 6 Public Works Atz Fire Prevention 11.1 Structural 312- Conry Planning Division 110 ❑ 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 DUE DATE: 07/24/18 ❑ Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) Notation: El REVIEWER'S INITIALS: DATE: Permit Center Use Only (� CORRECTION LETTER MAILED: V� Departments issued corrections: Bldg 0 Fire 0 Ping PW tic Staff Initials: 12/18/2013 o � City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.cov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 'J/ Plan Check/Permit Number: 121 `" - O I V ❑ Response to Incomplete Letter # Response to Correction Letter # O Revision # before Permit is Issued ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner O Deferred Submittal # Project Name: VI Project Address: `it Tata Vva Ln Contact Person: 11/1 Q/ bU ( ,(Jf-- Phone Number: /WW1' 0111 Summary off Revision: RziodlVt%ttfl oupvid1 4,finftl tit-W/010W Sheet Number(s): "Cloud" or highlight all areas of revision includin d e evis • n Received at the Cityof Tukwila Permit Center b : [/ y ❑ Entered in TRAKiT on C:\Users\Kandace-MAppData\LocaRMicrosoft\Windows\1NetCache\Content.outlook\QB519YWC\Revision Submittal Form.doc Revised: August 2019 (v) 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: C r (T! Plan Check/Permit Number: D18-0182 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Osterly Park Unit B-13 Project Address: 14414 34 Ln S Contact Person: /k( a/tTr%C t k Summary of Revision: e ) 11-11/4'97-44 /1/ 5111 1.) ii-fOrofrem0 RECEIVED CITY OF TUKWILA AUG 17 2018 PERMIT CENTER Phone Number: 06 7S7 -1).251 diA) p ((fere-A-642, Sheet Number(s): "Cloud" or highlight all areas of revision includin ate of r' vjsion Received at the City of Tukwila Permit Center by: O Entered in TRAKiT on C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 City Tukwila Department of Community Development 6300 Southcenter Boulevard. Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Lk la ICA 1 : Vi' WAIL' K tiVAILABILITY PERMIT NO.: Part A: To be completed by applicant j (i)06c. :ET 05410 y Ar k Site address (attach map and legal description showing hydrant location and size of main): Jyy 2� )rd /-LJ�. S i itKc)�16 GJer— Owner Information 1 Agent/Contact Person 1 Name: 4 `Ke_. D v ec 8'e6 (L Address: (..4 Z p i / y (,)A. Address: Phone: 6. 7,. 7. QPhone: t This certificate is for the purposes of: ❑ Residential Building Permit 0 Preliminary Plat 0 Commercial/Industrial Building Permit 0 Rezone Estimated number of service connections and water meter size(s): 1 3 Vehicular distance from nearest hydrant to the closest point of structure is i ft. v e t.lei fi6 (a ) Area is served by (Water Utility District): id / 2( Other bdiivision��O �Oi //NT Other 7-e(A/tv (441c)- 7/0 441Cf Part B: To be completed by water utility district /� /K'r-f-iCyt. The proposed project is within TUK14-V A (City/County) 2. Q No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: A GEw. RS EXTFASZcr4 bS1-1- RE RECW - S PRo7f-Cr (Use separate sheer if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of W75 apm a 2t, a residual for a duration of 2 hours at a velocity of C • C fns as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project XAcceptable service cannot be provided to this project unless the improvements in Item B-3 are met. 0 System is not capable of providing service to this project. FILO I hereby certify that the above information is true and correct. co ► Ea. p T. ) 25 c ..E.N? Agency/Phone By Dut3OIfj2. Date Exest��s (r? 5-19) King County WI; ir.t No. 125 The following terms and conditions app t , a`:ached Certificate of Availebiity ('`Certificate") 1. This Certificate of Water Availabi'.ity 's valid only for the real property referenced herein for the soie purpose of submission to the.City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise 2 The District makes no representations, expressed or implied, the applicant will be able to obtain tne necessary permits, approvals and authorization from the City or any otner applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to tne real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation. water restrictions, and other policies and regulation then in effect. Applicant's Signature fo / Date 7/3/1 District Representative Date 7 - 543 FIL� 0 Labor & Industries (https://Ini a.gov) Contractors 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 $12,000.00 Received by L&I Effective date 10/06/2017 06/14/2017 Expiration date Until Canceled Bond history Insurance Ohio Security Ins Co Policy no. BKS60777050 Received by L&I 12/30/2019 $1,000,000.00 Effective date 12/30/2019 Expiration date 12/30/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations PROVIDE TWO GUEST PARKING - SPACES 10 WIDE BY 44' LONG .3LX CO* R YARDS LANDLCAPitic PRgyIDED FORJAP °ti-t7t, ItiltieVrti CSGE OF THE CROSS 1 Rt'isn SAT THE so IF THE. ESVIIX 6' HIGii SIGHT OBSCURING PENCE *121,10. PHASE 1111 LINE FULL WIDTH OF 3D' TAWare7C (222VTPPL 7ZAN 77.9, env Mz'?K�.- W`i11I2i ; 7 ,Pr/AN k' AO.40 -a.1 DAt `.'d t f/M' tr 4:t 7&tt frr t r (44 PTC EN9? PAVEMENT. WREIS AND g�iT,,..TERS s Eg'gm j ,PNA` E MI LINE_ FINISH END OF PAVEMENT WITH CONCRETE. CURB. GUTTER AND 5' WIDE CROSS SIDEWALK (INCLUDING CURB WMUTti). AT INSPECTOR'S OPTION, PLACE A WOODEN BARRICADE MEETING CITY APPROVAL JUST EJEYEAN[S THE ENO SIDEWALK THE REMAINING 10 FROM THF. SOUTh EDGE OF CROSS SIDEWALK TO THE PHASE NIP LINE TO BE TYPE 1 REAR YARD LANDSCAPING. IRON 'CONSTRUCTION OF PHASE II THE CROSS SIDEWALK CURBING AND LANDSCAPING WILL we REMOVED AND ROADWAY AND SIDEWALKS CONTINUE ftJTO PHASE it (rr 4,4,1•• • :Fr,+S• r. �'FP I i!a' i S.f S'.r'•�.. vV/ I.F'ti '' -e S: 4 41/ y fr ''. ) ENQ lj2StAL-I I TION VAULT fn a E 1 LJPIE, (THE REMP'MDER OF THE VAULT SYSTEM AND THE t STORM LINES TO CONTINUE UPON CONSTRUCTION OF PHASE IIi 6 AO' le' 1. 5:5" SITE IMPROVEMENT PLAN PHASE I 3! Lot townhouse Surf-D;vr$ion 3429 S. 144111 Street Tukwita, WA 961138 1'N'w 004000-0083, 00,1000W 0040004)08I. Mn+y'`-(�. 88, QQ4pp0.0094,, 639110 0000 and 639111-0000 Ujf I�;ti t'r''' l4tina0't�';YxS!1?lam: Emfgefiry 24 Reurs a Oaf �0 ' d%I2OL9 LZ al ea' Ynjt V it MT' 41. OCxear. <altPepi. Y'QINmemer siligt4LA nr t r,aperU rersitir 1swam& nort 411.1 tosof row Oririrtrr •mot t MllRP' rice nvenderl COMO MOIL '.W PHASE I atrw" tragicit • { `.J 17 °of_ • r$ MIT CENTPp 18•• ) ) gz L 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 (east 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 81" min. above top of foundation wall near location of power panel.) _ u-Dirjrct Ues NATioNi rt.tr1P• Re ii Pauli-Dir•{aj5 a+� `tAVA Fout< PIF T tousle! os5(4tJS AMP 140 Foe* PE514t15 ; bLI I t.GIt .s A 1,A5) 51 t# 63 HAT Tie S .M . Ro©F Pat 51c(tI A419 +3(41t.OItJ45 R2)At) ba4 a+ HAVE TIYG+ SAME. ROOF PE.•514b4. 5 C. 4 Q HAVR. PFF<?R.BtTT 1QE6I417S 6t1T RE SAME Raop EXAM Plat = A I , A, = 51411.0 tsM t I1/41 1 x 5iDit44 it ooP �frSi41f outwit-== st°irs,1 Des,Q4 A3 $A4- ARE 51tOL J ail 81111-O. f 34 134. 5UitQ%r461 SnfoItJC( PE.S44 31 4 52 ARE sHCWhf or7 BUILP, Ai 4 4 2. FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 1 SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical NElectrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or comer of the building nearest the property line and not necessarily measured om the ext-rior foundation. P = I' (M$r C.6tti. C.+s 4 E- Ada GoLORED Ott) ✓EGRAT tVE CO A = 174104119 WALK AWT 4i' = GuptST PARK INiel - 1`G KO?. NAJF 14 C = ALL RD&V?0 TO bt Chtl MAIL M% J r 4( 1 �P - 4 4, l I 20 n116 r 55(s I 35t 30 2t1 C -g REVISIONS No 7 Ire iD Ine scoel of worn wenJU::=. ,r • ...p Tukwila BuiId1"., _ . NOTE: Revisions will reG n:t. a new plan submittal and may Incnuae additional plan review. 50 Vitt 144 To, ST: 5;) EXIST. 4' SIDtWAWL it -0- v t \ w 4- Al 1 1 Pal LX mf� i `'P I- "t' 17 L of ext:5-'1 I= ra'. Y Ri 1p4 t ,. 1 1 I 4-4 4_4 1552 30 rl t G F F -- E3 20 `\, b9.2i' • t. r6 4- t > •I Ap jl t -t .r - -r NPR Z4Nt 2.10,1n0' 30 241 G-c-,I Tff PI I"=20I-0" --4 'EXI`ai� Gab is"" Iciu tot. don:Urr' ned with current AccoptEnce is subject to errors and which do not autl:orip violations of snn:ti rds or ordinances. The responsibility the adetj :&cy of the design rests totally with the :goer. Additions, deletions or revisions to these n after this date will void this acceptance x;il recuire a resubrnival of revised drawings tot subsequent approval. acceptance is subject to field inspection by Public Works utilities inspector. Date: 2\ 2�k2or, i Ic 0.131 rit Ffri44 1i 7 G se G • gw • Agm 14- t t-\\ + -/m rrR 1 0 is 516) ,q 2 r4 1516 / • .•�� / 1Z. ENO 7 / 1 \ ,>� )\ 4 vt • t 4 ?• ! , at 'i , A10\ 1 M tJ eat 0WN i. h11KL cv ar3EGt". (3&24 I $T, Avg, So• liuRtb l WA. 48 (Gv 2.4I&-431- 219R 3ITL ADD C.0 421 SO.14+Ti11 s71 114k44ILA;rvR.isebb LEGP - LOTS - 3,4 4 S BLOCK 2/ ADAMS Horta TRAcTsr A5 Pea PLAT t c.a5..P517 rN vDFUMt itOF n47'.i,Plicate 3i, gEaS.D5 or i,,u44 COI IAA , A64bc,# 7O'TS$Joco 44. 90450000a $b LUT LJl S 51IAI.4- (3E PsrA ., 51 01? 04 "ME MP MHC.� VIS18L4 TO VF.ktP( Pic Mow c3P )iN4 `=T #4C5 FROM T$E Io7 LiNE5, A( ph* OF FiariNlq- FOuNLATIPPL intf-peepoti, Pk toR Ta rouRtP i cewleoTk, A *Cit by MAT e& S 4lP> 70 'JAM' Lor LIiv&S. tutt4,4/44 Mosirfj%s f1.-5e AP.D&D 70 NOVIPA L.ICIh1TIN1 I'4 4Atw, ACC 4, aAAA5 FIXTUtte5 wits. ti5e t1.1B1'1tr AD To pet PItt).ARrieelkili o Cof-fr41441ri pE/EsaPManr T° i ±vjEO F Aga: racTLIAI.. CGn(515TANG`f w� trte F1eouec T I7ESt4N • FILE C Parma No. Plan review approval is subject to errors and omissions Approval of construction documents aces not authorize the violation of any aaopled code or ardmance Receipt of aooroved Fiel• Cody and M e�...,!` �F'4 fl C'•v .unvnte BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 7 2619 City of Tukwila BUILDING DIVISION 1HDEA Dr Dt;ANI f'k6 AI err ?Lat•{ A2 bt4t4.12 , F04043. 4 BIIIcA • A3 161411-2. FrrooK PLANS A+....auif.D. 13 FRAM14y PL.APS AS rouiL.o. 13 FRAMf14 PLA46 A!e BUILD. %.1-evAT10r�S - bane _ t ht_- t rt,.Ftit,4+F . 5.-, AI O WAr!4. 64CT 10ni1) 51.0 5- gl.101 .1PA t_ I40T E 5 el.) SNfAewA(. ScM Is...41 LE. g1.2 HOLooalrl 5Gt4o.a1.1i4 82,0 111411-D. Fes. FCUND. # FRAHIth5 RECEI'VE$Pb No• 162.1 Sui&c, G3, r-m%miti! Pt•ArlS ' :� -CITY OF TUKWILA eta. gi.41LD• 1� FRANkt(E✓f ( JUN 1 e 4�--$ltfflyt !~ 433,1 —•I E-. }4 .1:4:4 1-III PERMIT CE 2TA Lori zale Age* raw. o.$ FICST Fl. n' SWAP TN t kP FR.ar&R LOT COsaPele a16 !• �!(d121Cfo 14+T *to In* L.L. (FIalz L. L• W11.g0 L. L • rcberoatuhks 73 4`i`t.K4-2!^•Y �yut'L q_ i73 WW roS4 i5 4 ?00 654 507ci 96 160. = 36044 ItHAVE 12-t, U-1 Cosaifgt 46' J NAVE 511 t 2c 10 ID' G7 p 5, F. p' S.F: &Spin py,-E.0051Jf b 2ae D P.=6.5 7&JO pale tJ JP f i X t= • r L-0t►.1e, It -pserid. Cal et rtre 6- N , TRI.010.41. WC/WWI 20' 1 iiP, t,rpr. aF WITS' 24200 /Wf *--1,140,n•++ 2oa7» 444 HAYS rruurtp ItrREC•I.FA' IOti trA ► ; Ai 22(25-45 Colo Al -!+) 2102,;ti'$& 1010 A3 IIXt:I-24 295 A4 Ik24144xtO 732 A5 IIXtt-24 295 14+12t,t2A,0 732 Al ((4tl-2t 215 4b UIX24a1tX o 61+ AR iixzt 2�t Ala IIX'.t 244• A II-4)106P011(1P 1o32 A21, Iixt' -2t 21C A21 13x24;114i0 13Z Alt I I x 21 -24 245• A 21 i (24142, to 732. A3o-ft)2U.» 4VuP )OSt AS( 22)(t3-45 416 OPEP4 t?Ac4 A'L ry 4.44f- 250. 'Avec. a 2 llx;s - to 1 '3 i54.,4W0 13$ + Ij.07.5'-4S 2St b S 'wangle) ngle) sip 1. b fitll$4-4t, 25'f 111 lixio,4-4i' ptv bib I1KUt -4S 43 B q -41), t43c 4, it w I0t4 $20 -'Id, 25x90,42Na i2(? 32I I740-it t22 022. (AStJ1z, 4tf. 52-3 11075-f3 ?mot &M4 44A tett 22,tt 244 • Sire Kt r-tA; (i2. AI J MC 1QOS'MItl .th;4"max:Jt p. �F_5t_u 1_ReI) _ __„ ut4.. , i ot7 b'�,,,`ip°'' }HAE- 32's 1Ma4 -4- ur.49 SCAT . Mci24IRSMEt4p 1 FY=IS',5T'-1D'yR1 IC'r i rj'-5'fl/AVE.A.N.-fitir..t Re4urR& 1APIP°34-APItc HAYS LAIJO5c-a" Jrl F(= I S9.04X15= 2370f F=r tS3,ot X::.y =303:n FYs IU.HAt5= 20Q6 F`(= I13.St` = 2-12,7j J f ` 250,4 f ; Q s 2594,1, ✓'t = 2504 K 10 = 25060 S't IS1.° ICIo= 1St° 51-= (01,0A IQ 5y= i37•(amsIC = i 'ally e'Y= 137,4,4x 1v rY= 213.5'1X10 - 2135 5y = 273.51'% F:-C= iot,l5K10= loirl7 _ l2Y=G6,1Sx it 13j4c12 v F4 4 AfvI51ON .3 to 0 0 z i 56.o CoaTe.DETAI45 5Cshi 511S tI BReACff parAlc 54.0 PTAH I 44 OEr4li.S £R,1 FRAMIN4/ osior 5 MODL4LAlla 0 4oFF5& NOFcIL. Gk r✓ER I�E1i... Nor KE&M I RED FOP, 2- ?fa HAVE. 41 oFF5E T AT Poor t T7tI IMPGr-V1.2L1 LOT COVErcAge . 75V MAN. 13141%140 -t a%a s SS4I2Aal MAX. HAV. Tactic-P. A = i4lo2X 1 0uit0• = 9,FoP-, Bu11-0. S " I3WQJtC 6 aqua _ -T�1'b I,Ofd2" F3b1wG%.--G = 442,0a..4: R�Wpr-r•- -3�G-` D = 2i00X 1 ei.iu . 2100 RO,A173 = 24 B A 2:0 = S3!40 2.3GX 20 = 4720 24Y.46 x 4 = 44-ito 24.K 42x 4 = 4034 PAk.r:10\11 = t3xwOX 14 = 2,24c, 14-ki.-Kti = ro5X*• 4040 50o x 4' = 2000 1- Q 0 0 W 0 a 4 a1 x tu ru i u Z H t� fl CI 0 es alma r rl fro t f 1 I 11 i 21 1 .. • ••••••••• 7 s.• 1r-7i .:•! . p i 1 . • • • • I -r--r -I • 1- tr- \ .% .41. ....if tie'. • t 4 ..4( .4. • 1-- • „,.. ; ---t 1 i f' t " 4 i • "4- 11 I - t 1 It t* -1- . t, , 31- torn• 1/40 I ' 1 I I 1 ±, ' . • I • tt . 1 4 • I .i 1 1 i 1 4's?,42. . i ..t.• L t. 1 i : , -w... i . 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SIAIK : II • • . .... -171. .. : II - 1 ---s• .1.h...‘-,...•...,..-- ' rtt ,..tC• e --r"--",""7". .t • . t.t. 4.4 (LAD Rita Prj I 194 (rA (arc-T/4 Rsrritinit,DErvigtqm) VAIL() OtR. ?r41.11V46, sTiiit,tct Lii-44{,-,/MqiittErtsj-:.6D ) &PM et.-1 Rf44-11.4, C.' /105 oari_thieD -NS r."-ite‘etti 1‘46,L ReMita i 'MO4 R WS.,4-0Tt fig'rict I (14 cteOlEztt trti450F.424 Ett:,66.9p.L.- ..v.r4trs•-i: rot. 14-tNi.,5,1/4, tc:strIOr'ti t rtztOrt PE!. Arti...tglfetac,:rtatge.24261:, ?Rfflailki..,:10 ,lit4t454; 5.1' mica ciEsToott clecereat t•tbtitv-t,..\,/,‘‘Rif 'THAT iltiCt44 c'01-4 ?Act Oktt-, t-4-1.6 S1:- Ari 64.5 A6 F ottit-44W e-A r-yoTtNiiFoCirik)Attoct altz.TittACTI.akl. iNt-z of* E. 6Mickt....0.:. SECeti ti itiire 62 4 blr il IikinctreitS 6,1,201-21:-.". F-Oopilq Riverton Heights 5 Ha. 2 ma -toy, ,9S e IgUs, ...:100u. t ft.}41 1r &561t45i 11,0 C e , 14de 1622.b vd, SI 1 4 4 11(44 •••• '1? It It ,Me:t'Vli7cke 1,7 114. —Haig t 3 OSA C, •.# -vAc: •Z rr I ,ustrice.r, far 30111WCWit t IrJ :Pan r Algae:0- •••• ••• c:•%;:,2fm • 1-irstc, 2.50;5.0, A Clo4L1,74,74.7 t•ii.CAttk17-:1D cricaa$11)1;14 ft•L4C1-Rat:E.i tni.1P.ED it+ At.4., r:S41.467,1“10.€ SPAL.4., OF; lett' ,,4:x bAtelEa.. RE.4 CET-41eit-ir !SAP,. 44. CoPPOR!.. RA Lar.A re4; HaAk, Tria 0.01-10r: )t-')F. INS Neill-Othiell i:x.90150414-, (NM.F1 2.a ALSAg. .6H4t;.6 &a ONE r.,:-enillaYSLI5 Piectra floc, At...D44 sing Amy kit co4 ; tr. •Feribm 9064k. 4itiO P1cP77iKt,4,0s e„u ,i.ke,ovst rp.cw F w44.iit43ktdcaTiaki aregP„ pfittok. FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. tx4 4x4 as e. ittarodis44. gx2. eet. sad 2x4 txt4. Fistn. -"tarps ma!es. jilt OR •,14, el Pleat". avvi", ye fa *114 OVWS 14)(10 ite-11."0. 6%, SLOPE '(31`,:f fikc,0-0 Pt.149 o*F.• 414m. IA/ erts.ce it44.012, 94, —11C4 Prg,tm 2 (5/4,41X 61/1-,A46 Trxitt4 a:7;N II_ tI g2, C8 T2 go� g o t ai . a c 4 )00 Efa so t8 go c o • .) 4 2 2 ° "la. 0 0, fo .- .2.) • c 13--cf8 .2:4 2 +- 5'5' •as .E ni- • -5 nc in I ,Jra o 5 a) J7 42 8 N = •-• c Z 0 -0 5 tp ::1".,; 11:;f-7 .111 °C :5 79. -2 c• 1:11026T7 " L- 0 — ° (11 I- 0 ‘1 rtf C 4:D 0 cr •E Eoptpz tr fj 4449 LiMPE-R. trfati4 Hut iXt^tette. 9..F.c-.3M17; CENTER kt\i+fe-i* COIL) E f P 1 i ICE APE:IP,OVF tr) OE 27 ZOIS City of Tukwila 1' stmi.,D;NG DIVISION • "-•‘•••,•.••••::-‘4•...., • „ toir.0u Lott bl_ou .$ i trbt � 3 F rr i %-.f. 4!4 ., ate pSt iet 6r FRS n .3V r 40-0 _� 1 0a Piroo •• -e *° 5° ITV� 4 eft. d}p tp LP/ srF �t-pi I f1. ThO GiI D • 14 i7~ CON-A�:r1 7-4,fh?ill K. `'t�+,vf�%L.E. :�%G`� $G!�-fj. .T rIjt46 GC. :G emitr✓1 t�Yb' triFeal G W.Nor ,7NY.,. ;e�� /V • jw !Calk T1Jiv Or,4'�.` r'ti• 6 i cti . ✓iP.•i i { oti F ✓ 7 �' i, f'.c. RPOF R 21 Fi/..:70 = Rt0 A1.114a9,%4 --t J v i a 20 At k_ SIZE TM FAL • come t to e- t CR 40t T" • • 4.1-6211 ciR It off,: eiwr-RLc ce 04'1 it 49 *Lon legti-OP 14115 GISTERED ER HINGTON tticied(110::: eit • atiOft City at Tutcw;ia 1.04-94 4 LO co Kwity- 'RLS&S co, 2_44a Ilitrip • Y • 4P, 41t-4" `7tn{ t r,"c W44447- 2X1 2-4,, 1.E$111€;:0t . N.4 3 01°IOO: CODE IEOU}Rp£t4S ALL DESIGN AND CONSTRUCTION SNAIL COPdORM TO THE 2006 INTERNATIONAL RES=DENTIAL CODE TO C0WONENTS AS RECUIRED SUBJECT TO 2006 INTERNATICI4AL BUILDING CODE AS ADOPTED SY THE CITY OF 7UKITILA. 14ASH111GTON 01200: DESIGN LOADS LIVE LOADS ROOF (SNOW) 25 PSF FLCCRS (RESIDENT IAL) 40 PSF SNOW LOAD OESIGt4 DATA: Pg as 20 PSF, Pf = 14 PSV, Ce a 1,0, Is • 1.0, Ct < 1.0, WINO DESIGN DATA: BASIC WIND SPEED: WI ND I ATANCE FACTOR: SYDFt EXPOSURE: TOPOGRAPHICAL FACTOR: INTERNAL PRESSURE COEFFICIENT: COMPONENT/>LADD1NG WIND PRESSURE: EARTHQUAKE DESIGN DATA: SEISMIC I MPCSITRNCE FACTOR: SPECTRAL R£SPONS£ ACCELERATIONS: SITE CLASS: SPECTRAL RESPONSE COEFFICIENTS: SEISMIC DESIGN CATEGORY: BASIC FORCE RESISTING SYSTEM: DESIGN BASE StEAR: RESPONSE M:11FRCATION FACTOR: ANALYSIS PROt".EDURE: 85 MPH .( 3- SSECOND ,GUST) Iw as 1,0 EXPOSURE 8 Kzt 8 1.0 G(?AP(C) = 25-POET S 1e x 1.0 Ss = 1.47 S1 m 0.51 SITE CLASS D S05 a 0.96 S01 = 0,51 SEISite DESIGN CATEGORY 0 BEARING WALL SYSTEM Cs = 0.150 W R = 6.5 (LIGHT FRAEE WALLS) EQU1 VALENT LATERAL FORCE $i4EARwA . a.J4 -1? to 2-2r..te Tea $ � tit. `t0,P., ' Z-D -Pv Q co" SOMECltiLE - Tt18' ARA RAT SHEATHING W' HE. 4tit it lett 4. cep ORt ti'(ki it" iA STUDS AND 4Elk•F1R KAME$ i: 'ATNRI* PA.)4 L EDG NAB PTELO NAILING 807i9N NtATE R44 OR 81OC.CING TO TOP PLATE CONK. Fo4'NEIATIITH Va. DtATE FR74Mdi& 8 RDARNING hfsleL Ametiore 801.;T SPACING %A` t o ERRED 0.14G"Y3.2S" TQU4AL EYIF4 01RECT •T0 Luc 438 ONLY ROWS SPACN,o t kin •7/16', Slt%_• ORE .' :,/i0° f: $' u.CR 72'6.C. (1) 'a' QC. R" O.C. N/A N/4 zx 2x. - 48" n.C. 'Ii' O.C. TO O.C. (t) .T'" O.C.Sal j4" O.C. 1$° OZ. 2A 4W GEC. 72/(CNE "S T 4' O:C. Ili(2) ��� It 0.c (i?x OR 3s 18' o:C. illVIC a ill7/16" MI7/ts- ow ONE SCE 1It8" Stet ME SIDE C. 3` (Lc, t2' O.� �� 12' O.C. 10' O,C. (2)2x OR 3A .42' (>,C: la t2' o.C. till 6" 0-C. • ® to" O.G 1111:1(2)2x OR'3m 24" O.C. .. S31T. 4' 0.0. it O.c. lal 8" oc. Ea f0' 0.0. t0` O.C. .12)2x OR air 2CY O.C. 80111 STD Silt 601H ROES 7/16' SHT. Boni SIDES 3` A"C. in (3) 4' O.C. N/A 8" O.C. a o.e. -(2)2x OR.3it. '16" OM. 2' OC. 12- at. 3' O.G N/A a- 0.C, 8, O.G -(2)2k OR Sc 12' I t. li)eSS1ASw5TgCi +Ib> -itCip WORE 111A4 16' QC 2, DE: 51"0-SERVAL 06100 'RWC41 FRLING' FOR eteuRW tau SILO HA PLATE SPFEES A99 GRAOE. - 3, RE: SLO SECIdi G6160 'ECG 5ItEKIRDS' Fa RENE) KM SILL SHEAR** F OINES'S ARO G4411E. ALL SREAR RASE PAxE -151i4 L OE a REPLY TO/AMOK 4. $ICAINKO PRESS NAY DE DISTAL ED ©BiR RCRIE SUIDLY (A FTRIlcwLY ND1' Ali a- S; Ep/HLOOCEO Mai Y A'C, 03.I. O'e.IMA€fl FRAlptiG..SE4' in. 4t(G+ 5. 5. DRAM &OREM Kellen Lea FRW Amu nets rem ass Tem J` YCdIRAL *Tots SNAII. 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FILL CtLI.* GotiT.4iJ4ltf4 Pe1NFONGCMGMT AHD t`hOMP coAt i' t< 4r,our Cf e = 2306o r s.tj Ag 1Fonrtu LAtTCSL� C@ftcia.. ut5Pecriott rti urf-TO f'G=I,OA'! �.1• beAme WITH Iti U.4t.G. fresOir2_ R riTh,T DRAWN CHECKED APPROVED 'DATE NO DATE REVisION QSARKEH ARCHITECTS ARCHITECTS A.I.A 8715 N.E. 1 19TH ST. KIRKLAND, WASHINGTON 98034 425-821-76( STRUCTURAL NOTES ABBREVIATIONS 01000: GENERAL REQUIREMENTS THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY 02000: STE CONSTRUCTION ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING 06071• PRESERVATIVE W000 W000 PRODUCTS 06104: SHRINKAGE OF WOOD FRAMING SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO & 0 AND AT IN. INCHE(S) INFO. INFORMATION PRESERVATIVE TREATED TREATED SHALL BE REQUIRED FOR; DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SIZE CON01110NS, RECOMMENDATIONS AS NOTED IN THE GEOIECHNICAL ENGINEERING REPORT (SEE SECTION COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND FEET(FOOT) INT. INTERIOR AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL 01300) AND IN SUBSEQUENT DIRECTIVES. ALL W000 THAT FORMS THE STRUCTURAL SUPPORT OF THE BUILDING, BALCONIES MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT INCH (INCHES) CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES THAT ARE EXPOSED TO TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE. THE USE Of' KILN DRIED i POUND(S), NUMBER JST. JOIST THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO 02280: EXCAVATION SUPPORT AND PRO1EC110N THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, LAVE, OVERHANG OR LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO = EQUAL(S) JT. JOINT ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN 70 UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER -EXCAVATED OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR Ai JOINTS BETWEEN MEMBERS. APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. / PER K KIPS(1000) THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY AREAS SHALL BE BACKFlLLED WiTH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. ALL W000 INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR A.B. ABV. ANCHOR BOLT ABOVE LAT. LATERAL CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE EXCAVATION SLOPES SHALL BE SAFE AND SHALL LIMITS MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 06160: WOOD SHEATHING STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE ADD. ADDITIONAL LB. POUND(S) NOT BE GREATER THAN 1HE SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A AMERiCAN PLYWOOD ASSOCIATION. OD SHEATHING PANELS SHALL BE C-0 INT APA( WO ADJ. ADJACENT L.B.LAG BOLT S ) PROPERLY SUPPORTED. CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; WITH EX1ERIOR GLUE (COX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE ALUM. ALUMINUM LG. LGNG(ITUDINAL) THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS. SPAN RATING, AND ANT. ALTERNATE LOTH, LENGTH CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, DRAWINGS, NOTES, AND SPECIFICATIONS. 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH FASTENING UNLESS NOTED OTHERWISE PER PUN: APPRX. APPROXIMATE(LY) LGMF LIGHT GAUGE METAL FRAMING SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE EDGE FIELD ARCH. ARCHITECT(URAL) LLN LONG LEG HORIZONTAL UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 02300: BAO(F1LL AND COMPACTION BARRIER. NAILS NAILS ASSY ASSEMBLY LLV LONG LEG VERTICAL BACKFLL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY ROOF: 7/16' 40/20 C-D APA CDX T&G 8d AT 6' 8d AT 12" B. BOTTOM LSH LONG SLOTTED HOLE(S) DEBRIS. BACKFILL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE FLOOR: 3/4" APA RATED STURD-I-FLOOR 058 40/20 T&G 10d AT 6" 10d AT 12' BEL. BELOW LT. WT. UGHT WEIGHT PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE BUILDNG PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE SHEARWALL: 7/16" C-D 0/EXTERIOR GLUE SEE SCHEDULE SHEET 51.1 BEN BOUNDARY EDGE NAILING LW. LIGHT WEIGHT 1100: CODE REQUIREMENTS CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. THAN 8 INCHES FROM EXPOSER) GROUND AND SEPARATED THEREFROM BY AN B.F. BRACED FRAME ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2015 INTERNATIONAL IMPERVIOUS MOISTURE BARRIER. ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN BLDG. BODING MAS. MASONRY 02832: SEGMENTAL RETAINING WALLS PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE BLK. BLOCK MASH. MASONRY RESIDENTIAL CODE WITH COMPONENTS AS REWIRED SUBJECT TO 2015 INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY OF TUKWLA, WASHINGTON. SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILIZED EARTH (VISE) RETAINING 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BLKG. BLOCKING MAT. MATERIAL WALLS SHALL BE DESIGNED BY OTHERS. IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWAU. SHEATHING SHALL BE BLW. BELOW MAX. MAXIMUM BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE BM. BEAM M.B. MACHINE BOLT 01200: DESIGN LOADS 300RCONCRETE 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR MU BRICK MASONRY UNIT MB1J METAL BUILDING MANUFACTURER LIVE LOADS CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMFRICAN CONCRETE INSTITUTE "BUILDING CONCRETE OR MASONRY WALLS BELOW GRADE. BN BNDRY. BOUNDARY NAIUNG BOUNDARY MECH. M.E.J. MASONRY MECHANICAL EXPANSION JOINT ROOF (SNOW) 25 PSF STANDARD ACI 318-14 CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". PRESERVATIVE TREATMENT SHALL BE PER AMERICAN 1/000 PRESERVERS' ASSOCIATION 8176: METAL PLATE CONNECTED W000 TRUSSES B.O. BOTTOM OF MEZZ. MEZZANINE FLOORS (RESIDENTIAL) 40 PSF PREMANUFACIURED PLATED WOOD TRUSSES SHALL 8E MANUFACTURER DESIGNED AND B.O.E. BOTTOM OF EXCAVATION MFR. MANUFACTURER CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE (AWPA) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (AN51/TPI 1-2014, NATIONAL DESIGN B.O.F. BOTTOM OF FOOTING MIN. MINIMUM SNOW LOAD DESIGN DATA: APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WiTH ACI 318-14 SECTION STANDARD FOR METAL PLATE CONNECTED W000 TRUSS CONSTRUCTION) AND IBC SECTION BRDG. BRIDGE(ING) MISC. MISCELLANEOUS Pg20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, 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 ALL FASTENERS (NAILS, BOLTS, VAIN TREATED LUMBER SHALL ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED 2303.4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER THE BRG. BEARINGBOTTOM MIL. METAL WNp DESIGN DATA: SOLUBLE CHLORIDE ION SHALL NOT BE USED. PER ASTM A153 OR STAINLESS STEEL REQUIREMENTS PLANS,L OF SECTION S0ECTION 01200, FOR THE SPANS AND CONDITIONS SHOWN ON THE LOADS PER SECTION 01200, AND THE FOLLOWING: BiM. BIM. E BETWEEN (N) NEW BASIC WIND SPEED: 110 MPH (ULT.) - 85 MPH (ASO) WIND IMPORTANCE FACTOR: w = 1.0 WIND EXPOSURE EXPOSURE B 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 MD 1905. 06100 ROUGH FRAMING ROOF TOP CHORD LIVE LOAD SEE SECTION 01200 TOP CHORD DEAD LOAD 10 PSF C CAME. CAMBER CAMBER(ED) N/A NOT APPLICABLE N.L.B. NON LOAD BEARING NO. NUMBER TOPOGRAPHICAL FACTOR: Kzt - 1.0 SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) TOP CHORD DRAG LOAD SEE PLAN CANT. CANTILEVERED) N.S. NEAR SIDE INTERNAL PRESSURE COEFFICIENT: GCpI = +/- 0.18 CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWNC REQUIREMENTS: "GRADING AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S45 TOP CHORD NET WIND UPLIFT 7 PSF (NET) CF CUBIC FOOT N.T.S. NOT TO SCALE COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER BOTTOM CHORD DEAD LOAD 5 PSF C.I.P. CAST IN PLACE N.W.C.NORMAL WEIGHT CONCRETE 28 DAY MAX. MAX. AIR SPECIAL LOCATION FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE HVAC SEE MECHANICAL C.J. CONSTRUCTION JOINT EARTHQUAKE DESIGN DATA: STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND WOOD SHRINKAGE POlENl1AL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH LIVE LOAD DEFLECTION L/360 CL CENTER UNE O.C. ON CENTER SEISMIC IMPORTANCE FACTOR: le = 1.0 fc RAT10 CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER CLG. CEILING O.D. OUTSIDE DIAMETER SPECTRAL RESPONSE ACCELERATIONS Ss = 1.49 Si = 0.56 (PSI) (INCHES) (PERCENT) REQUIRED APPLICATION SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS CUR. CLEAR 0.F. OUTSIDE FACE SITE CUSS SITE CLASS 0 3000 U.N.O. PER PLAN/SCHEDULE: 06185: STRUCTURAL GLUED URINATED 11MBER COL. COLUMN 0.H. OPPOSITE HAND SPECTRAL RESPONSE COEFFICIENTS: SIDS = 0.99 SDI = 0.56 0.45 4+1 Ott NO FOOTINGS 3000 Fb Fv Fcp Fc E GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION CONC. CONCRETE OPNG. OPENING SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D 0.45 4t1 5+1 NO FOUNDATON WALLS 3000 0.45 4+1 5+1 USE/LOCATION SPECIES GRADE (PSI) (PS) (PSI) (PSI) (PSI) (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END CONN. CONNECTION OPP. OPPOSTE BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM NO SLAB ON GRADE, PATIOS 3000 0.45 4+1 5+1 NO CURBS.WALKS WALL STUDS/BLOCKING SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP CONST. CONSTRUCTION ORNT. ORIENTATE(ION) DESIGN BASE SHEAR: Cs = 0.150 W RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHT FRAME WALLS) DRIVEWAYS 2500 0.45 5+1 0+1 NO ALL OTHER CONCRETE 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DISCS MATERIAL PROPERTIES SHALL BE AS FOLLOWS: CONT. CTSK. CONTINUOS COUNTERSINK 058 ORIENTED STRAND BOARD 0.W.J, OPEN WEB JOIST ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE CTR. CENTERED) ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR WALL PLATES USE COMBINATION SYMBOL SPECIES CAMBER CVR COVER VERTICAL REINF. PAR. PARALLEL 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD CY CUBIC YARD P/C PRECAST TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 CONTINUOUS BEAM 24F-V8 DF/DF ZERO PEN PANEL EDGE NAIL SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR CANTILEVER BEAM 24F-V8 OF/DF ZERO d PENNY(NAILS) PERP. PERPENDICULAR INFORMATION REGARDING POST TENSIONING, FORM REMOVAL STRENGTH DEVELOPMENT. OR JOISTS DB DROPPED BEAM PL• PLATE 01300: GEOTECHNICAL INFORMATION OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 2X, 3X HCM-FIR N0. 2 850 150 405 1300 1.3E6 UNEXPOSED GLUED -LAMINATED TIMOER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS 08A DEFORMED BAR ANCHORS PL PROPERTY UNE EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL 1. N0 TEST FALLS 500 P51 BELOW THE SPECIFIED STRENGTH NOTED OTHERWSE. EXPOSED GLUED LAMINATED J1MBER SHALL BE APPEARANCE CLASS DUL• DOUBLE PLN PLAN ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL LEDGERS PER ARCHITECT. DCW DEMAND CRITICAL WED PLMBG. PLUMBING COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED BELOW THE SPECIFIED STRENGTH. 2%, 3X DOUGLAS RR -LARCH NO. 2 900 180 625 1350 1.6E6 DEPT. DEPARTMENT PLYWD. PLYWOOD GEOTECHNICAL ENGINEER. CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING 4X DOUGLAS FlR-LARCH N0. 1 1000 180 625 1500 1.7E6 DER. DETAIL PSF POUNDS PER SQUARE FOOT AT NO ADDITIONAL EXPENSE TO THE OWNER. 06190: MANUFACTURED WOOD BEAMS DF DOUGLAS FIR PSI POUNDS PER SQUARE INCH CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: BEAMS AND POSTS MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON DIA. DIAMETER P.T. PRESERVATIVE TREATED ALLOWABLE BEARING PRESSURE 2000 PSF RESHORING, WHERE REWIRED, SHALL CONFORM TO ACI 301. 4X DOUGLAS RR -LARCH NO. 2 900 180 625 1350 1.6E6 THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, DRAG DIAGONAL PT POST TENSION(ED) ACTIVE EARTH PRESSURE (YEILDING) 35 PCF 6X DOUGLAS FIR -LARCH NO. 1 1200 170 625 1000 1.6E6 ERECTION, AND INSTALLA110N SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM DIAPH. DIAPHRAGM ACTIVE EARTH PRESSURE (AT -REST) 50 PCF CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR DIM. DIMENSION QTY. QUANTITY PASSIVE EARTH PRESSURE 350 PCF SPECIFIED BY THE ARCHITECT. ENGINEER OF RECORD APPROVAL SHOP DRAWINGS SHALL BE SUBMITTED PER THE ON. DOWN COEFFICIENT OF FRICTION 0.35 REOUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: D.O. DITTO(REPEAT) R. RADIUS OP. DEEP RAD. RADIUS SOIL PROFLE SITE CUSS 0 06101: STRUCTURAL FINGER JOINTED LUMBER MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) D.S. DRAG STRUT RE: REFERENCE ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED LVL = MICROLAM 1.9E6 2600 750 285 DWG. DRAWING(S) REF. REFERENCE INSPECTOR OR A GEOTECHNICAL ENGINEER. LICENSED INTERCHANGEABLY WITH SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. PSL - PARALLAM 2.0E6 2900 650 290 OW_. DOWEL (S) REINF. REINFORCEb1ENT(ING) STRUCTURAL FINGER JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER LSL = 1.75" TIMBERSTAIJD 1.55Efi 2250 750 400 RED. REQUIRED 3100: REINFORCING STEEL CIN0. TEEAILING, PRODUCT BE LIMITED REINFORCING FABRICATION, AND SHALL BE PER AO 318-14.EINF0REINFORCING REISTEEL STEELN SHALL MEET N, FOLLOWING PLACEMENT SHALL BE STANDARD COMMITTEE USE ONLY SHALL STANDARD PS 20-99'. LUMBER CLASSWlEO AS STUD TO VERTICAL APPLICATIONS ONLY. LUMBER WITH CERTIFIED LSL RIM = 1.5" 11MBERSTAND RIM BOARD (E) EA. EXISTING EACH R.F. RIGID FRAME R.O. ROUGH OPENING EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. E.E. EACH END R.S. ROUGH SAWN 01330: SHOP ORAWNG SUBMITTAL PROCESS ASTM A-615 DEFORMED BARS GRADE 40 f 40 KSI FOR /3 BARS ONLY (� ) ASTM A-615 DEFORMED BARS GRADE 60 (ty60 KS) FOR #4 BARS AND LARGER 06�NG COIN CTORSNOTE�ACCESSORIES, E.F. E.J. EL EACH FACE EXPANSION JOINT ELEVATION • SCHEDULE SCL STRUCTURAL COMPOSITE WOOD FASTENING SCHEDULE SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD ASiM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARSELEV. AND FASTENERS AS NOTED IN THE PLANS AND ELEVATOR SIGHED. SCHEDULE FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED ASTM A-185 SMOOTH BAR (fy=60 KS) FOR WELDED WIRE FABRIC DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE { NAILING MEDIAE TABLE SHT. SHEET DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A MAY BE USED WITH .PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARESIM. {N LIEU OF SC 2304.10.1) EMBD. EMBEDMENT} SIMILAR LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE APPROPRIATE JURISi1CTI0N FOR APPROVAL PRIOR TO FABRICATION. REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR THE LAP SPLICESKIN. AND FOOTINGS PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS TOGS TER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER CONNECTION FASTENING 1. JOIST TO SILL OR GIRDER (3) 0.131" X 3" TOENAILS 2. BRIDGING EN LNG. EQ. EQPT. EDGE NAIL ENGINEER EQUAL EQUIPMENT S.J. SHRINKAGE CONTROL JOINT SK ED) S.O.G. SLAB ON GRADE FIBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPUCES PER SCHEDULE ON SHEET 56.D. REINFORCING STEEL AT ALL WALLS, SLABS, SHOP DRAWINGS ARE REWIRED FOR PREFABRICATED WOOD TRUSSES. SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. REOUREMENTS 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 TO JOIST (3) O.I31" X 3' TOENAILS EA ENO 3. 1X6 OR LESS SUBFTR. TO JST. (2) 0.131' X 2.5" FACE NAIL E.W. EACH WAY SEC. SPACE (S) (ING) COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: THE FASTENING SCHEDULE ON SHEET S1.0. 4. WIDER THAN 1X6 SUBFLR. TO JST.(3) 0.131' X 2.5' FACE NAL EXP. EXPANSION SPEC. SPECIFlCATION(S) CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE 5, 2" SIOFL00R TO JST./GROER (2) 0.161' X 3.5' HUED & FACE NAIL EXT. EXISTING SSTAADE STRUCTURAL ENGINEER SHALL BE SUBITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED PLATED WOOD TRUSSES. CONCRETE CAST AGAINST EARTH NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE ASEXT. FOLLOWS: 6. SOLE PLATE TO JST. OR EXC. 0.131' X 3" AT B' O.C. TYP. FACE NAIL EXTERIOR STT D. STGGERD STGR. STAGGER ALL BAR SIZES 3" FORMED SURFACE TO EARTH ' ' "AT BRACED WALL PANEL (4) 0.131' X 3' AT 16' 0.C. FACE NAL FAB. FABRICATION STIFF. STIFFENERS) EXPOSED OR WEATHER /6 AND LARGER 2" NAIL SIZE DIAMETER LENGTH 8d O.131" 2.5' 7. TOP PLATE TO STUD (3) 0.131' X 3' END NAL B. STUD TO SOLE PLATE (4) 0.131' X 3" TOENAIL FB EON. FLUSH BEAM FOUNDATION STIR. STIRRUP(S) STE. STEEL H5 AND SMALLER 1 1/2' 10d 0.148" 3.0' (OR) (3) 0.131' X 3' END NAIL F.F. FINISH FLOOR STRUC. STRUCTURAL 01400: INSPECTIONS AND SPECIAL INSPECTIONS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED CONCRETE NOT EXPOSED TO EARTH OR WEATHER 12d 0.148' 3.25' 9. DOUBLE STUDS 0.131' X 3' AT 8" 0.C. FACE NAIL FIN. FINISH(ED) STRUCT. STRUCTURAL BY THE LOCAL BUILDING DEPARTMENT. WALLS AND JOISTS 16d 0.162' 10. DOUBLE TOP PLATES 0.131' X 3' AT 8' O.C. TYP. FACE NAIL FUG. FLANGE SUSP. SUSPENDEO(T10N) SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. 514 AND /18 BARS 1 1/2' fit BARS AND SMALLER 3/4" SLABS AND JOISTS /14 AND /18 BARS 11/2' 3.5" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PULES SHALL BE 5/8 INCH DIAAEiER WITH 7 INCHES MINIMUM EMBEDMENT INTO DOUBLE 11. JOIST/RAFTER 12. RIM JOIST 13. TOP PLATE TOP PLATE LAP SPLICE (20) 0.131" X 3" FACE NAILS MG. TO PLATE (3) 0.131 X 3' TOENAILS TOP PLATE 0.131 X 3' AT 6' O.C. TOENAIL INTERSECTIONS FACE FLR. FN F.O. F.O.C. FLOOR FIELD (FACE) NAIL FINISHED OPENING FACE OF CONCRETERYTEMP SYMM. SYMMETRICAL T. TOP TOP AND BOTTOM TO LAP 01401: STRUCTURAL OBSERVATION 011 BARS AND SMALLER 1" CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A (3) 0.131" X 3' NAIL F.O.M. FACE OF MASONRY TEMP. TEMPORARY STRUCTURAL OBSERVATION IS NOT REQUIRED. BEAMS, COLUMNS 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 14. DOUBLE 2X JOIST/HEADER 0.131' X 3' AT 12" FACE NAIL EA. EDGE 15. CEILING JOISTS TO PLATE (5) 0.131' X 3' TOENAIL GUE AND GROOVE DISTAL f REQUIREMENTS PRIMARY REINFORCEMENT 1 1/2" TIES, STIRRUPS, AND SPIRALS ... , 1 1/2" 3"X3"X1/4" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSUNK PLATE WASHERS SHALL NOT BE ALLOWED). 16. CONTINUOUS HEADER TO STIR (4) 0.131' X 3' TOENAILS 17. 0.G. JST. LAP AT PARTITIONS (4) 0.131' X 3' FACE NAIL F.O.W. FRMG. F.S. FACE OF WALL FRAME(ING) FAR SIDE 1HK. THICK(NESS) THRD. THREADED TN TOE NAIL TION OF0N INSTALLATION ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131' X 3' FACE NAIL FE) FORMED STEEL DECK T.O.S. TOP OF SHEATHIN SLAB G( ) CODES. PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT 06103: JOIST AND BEAM HANGERS 19. RAFTER TO PLATE (3) 0.131' X 3' TOENAIL FT. FEET(FOOT) T.O.W. TOP OF WALL AS NOTED IN THE DESIGN DRAWINGS. NEEDING OF REINFORCING STEEL SHALL NOT BE JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY 20. 1X BRACE TO EA STUD & PLATE (2) 0.131' X 3' FACE NAIL FRTW ARE RETARDANT TREATED WOOD TRANSV. TRANSVERSE PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY 21. 1X8 OR LESS SHTG. TO EA. ERG. (2) 0.131" X 3' FACE NAIL FTC. FOOTING T.O.S. TOP OF STEEL ON INC DESGN DRAWINGS. ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER 22.WIDER THAN 1X8 SHTG. TO BRG. (3) 0.131' X 3' FACE NAIL TYP. TYPICAL MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE 23.BUILT-UP CORNER STUDS (3) 0.13t' X 3' AT 16' 0.C. FACE NAIL GA GAUGE PER PLANS 0R DETALS: 24.BUILT-UP GIRDERS AND BEAMS 0.131' X 3" AT 12' EA. EDGE STAGGERED GALV. GALVANIZE(D) U.N.O. UNLESS NOTED OTHERWISE GB. GRADE BEAM U/S UNDERSIDE MEMBER 512E HANGER GLB GLUE LAMINATED BEAM 'U" SERIES TO MATCH LUMBER SIZEGYPSUM GLT3 STRUCTURAL DRAWING SHEET INDEX SAWN LUMBER 3.125' WIDE GLULAM BEAM GRD. GM GYP. GYMWALLBOARD GYPCREIE V. VERTICAL VENT. VERTICAL VIF VERIFY IN FIELD F--1 GUTS SHEET DATE 5.125' DUDE GLULAM BEAM DESCRIPTION 6.75" WIDE GLULAM BEAM GLT7 8.75' WIDE GLULAM DCAM I IGLT9 MANUFACTURED W000 " JOIST 'NUS' SERIES TO MATCH 'I' JOIST SIZE 1" 'LBV' 51.0 STRUCTURAL NOTES 04/03/17 S1.1 STRUCTURAL NOTES 04/03/17 H. HD H.D.C. HORIZONTAL HOEDOWN HOT GIPPED GALVANIZED W. WDE(WIOTH) , . W/ WITH ' W/0 WITHOUT H 1� =n 1.75' WIDE PSL OR LVL BEAM SERIES TO MATCH DEPTH "LBV" 51.2 SHEARWALL SCHEDULE AND DETAILS 04/03/17 HDR. HEADER Wy0 WOOD 2.69' WIDE PSL BEAM SERIES TO MATCH DEPTH 3.5" WIDE PSL OR LVL BEAM 'GOV' SERIES TO MATCH DEPTH 51.3 HOEDOWN SCHEDULE AND DETAILS 04/03/17 HGR. HORZ. HANGER HORIZONTAL W.H.S.WELDED HEADED STUDS W.P. WORK POINT MM 5.25' WIDE PSL OR LVL BEAM 'GLiV" SERIES TO MATCH DEPTH 52.0 BLDG, B1 - B4 FDN. & L2 FRMG. 04/03/17 HORN. HR HORIZONTAL W S WELDED STUD F��4 7' WIDE PSL BEAM 'HGLTV' SERIES TO MATCH DEPTH 52.1 BLDG. B1 & B3 L2 & ROOF FRMG. 04/03/17 BLDG. B2 & B4 L2 & ROOF FRMG. 04/03/17 B. H.S.B..W.F. HT. HEADER HIGH STRENGTH BOLT HEIGHT WEIGHT WELDED WIRE FABRIC 56.0 TYPICAL CONCRETE DETAILS 04/03/17 56.1 TYPICAL SHEAR BRACE DETAILS 04/03/17 I.D. I.E. INSIDE DIAMETER INVERT ELEVATION -STG XEXTRA STRONG XX-STG DOUBLE EXTRA STRONG fa-4 I.F. INSIDE FACE to YARD S9.0 TYPICAL FLOOR FRAMING DETAILS 04/03/17 G9.1 TYPICAL ROOF FRAMING DETAILS 04/03/17 Das/ ?....0 A? a c:,... Z W Suite 302 206.285.0618 (F) 206.285.4512 (V) DATE 04/03/17 V CZ. 0 0 0 0 0 Ff.E: 09052E51.0 I v 0 0 z 2015 CODE UPDATE 2012 CODE UPDATE PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL PI.OT: 04/03/17 I 0 O y w a w LO 0 0 :7 2 1 1 1 1 w silo SHEARWALL PER PLAN PEN FLOOR DIAPHRAGM EDGE NNUNG RE NOTES SECTION 06160 2x CONT. RIM RIM/BLOCKING TO TOP PLATE CORN. PER 5}HEARIWALL SCHEDULE A35/LTP4 w/(12) 0.131' DIA. X 2 1/2' SHEARWALL PER PLAN SCALE NONE 1 BOTTOM PLATE NNUNG PER SHEARWALL SCHEDULE RE 14/S1.1 & 10/S1.1 FLOOR SHEATHING RE NOTES SECTION 06160 2x BLKG. W/.148'DIAx3 0 3"C BLOCK TO RIM NOT REWIRED FOR P6) SHEARWALL PANEL EDGE NNUNG PER SCHEDULE TYPICAL EXTERIOR SHEARWALL CONNECTION P6, P4 & P3 "LATE P.EN. N PER SCHED. w CO (0 og a = <CD ?o W F- N J co 03 z 0 P.E.N. PER SCHED. 5t•.el F• NONE 1A RE 1/S1.1 FOR BALANCE OF SECTION TOP PLATES RIM OR PONY WALL MUDSILL LAP SHEATHING AT FLOOR LINE DETAILING CONT. 4x RIM PEN SCALE: NONE 2 RE 1/S1.1 FOR BALANCE OF SECTION (3) ROWS RE 14/S1.1 & 10/51.1 RIM/BLOCKING TO TOP PLATE CONN PER SHEARWALL SCHEDULE (EITHER LTP4 0R A35) SHEATHING SHEARWALL PER PLAN 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 (ETHER L1P4 0R A35) PEN SHEATHING (2) SIDES SHEARWALL PER PLAN SCALE NONE TYP. EXTERIOR SHEARWALL CONNECTION 2P4, 2P3, 2P2 3 RIM JOIST L SCALE: 3/4' = 1'-0" 7 PLAN - JOIST HEAD -OUT HEAD -OUT FOR PLUMBING, MECH., ETC. 2x10 U210 HANGER EA. END U210 HANGER 2x10 JOIST PER PLAN (16' O.C. U.N.O. PER RAN) 2x10 FOR JOIST SPANS UP TO 11'-0", A SINGLE JOIST MAY BE HEAD OFF TO ADJACENT SNGLE JOISTS FOR JOIST SPANS BETWEEN 11'-0" AND 16'-0' ADD ADDIONAL 2x10 JOIST ADJACENT TO HEAD OUT. NOTE JOIST HEAD -OUT IS FOR UNIFORMLY LOADED FLOOR JOISTS ONLY JOIST HEAD -OUT DETAILS PROVIDE 3X3X0.229' PLATE WASHER 0 EA. ANCHOR TYP. U.N.O. SCALE 3/4" = 1'-0" 5 FOUNDATION SILL PLATE AND STUDS PER SHEARWALL SCHEDULE TYP. A.BOLT PER SHEARWALL SCHEDULE FOUNDATION PER PLAN TYP. SHEARWLL ANCHOR BOLT TO CONCRETE J 0 Cr Cl_ z z r, NOTE PLATE WASHER SHALL EXTEND WITHIN 1/2' OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. 1 3/4" MIN. 2" MAX. SPA. PER SCHED. SPA. PER SCHED. z �.S 1 3/4' MIN. 2" MAX SPA. PER SCHEDULE 0 1 3/4" MIN. 2" MAX. z I 1 3/4" MI . 2' MAX. 1 3/4" MIN. " MAX. 2x4, 3x4 PLY ONE SIDE 244, 3x4 PLY TWO SUES 2x6, 3x6 PLY OME SIDE 2x6, 3x6 PLY TWD SIDES SCALE 3/4' = 1'-0' 8 ANCHOR BOLT PLACEMENT DETAILS SIMPSON L1P4 W/(12) 0.131' DIA X 2 1/2' WEN APPLIED OVER %EATING SCALE: NONE 6 SIMPSON LTP4 w/(12) 0.131' DIA. X 1 1/2" WHEN APPLIED DIRECT TO FRAMING TYPICAL SIMPSON LTP4 SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/ HEM -FIR STUDS AND HEM -FIR PLATES WALL TYPE SHEATHING PANEL EDGE NNUNGA35 Q FELD NNUNG ® BOTTOM PLATE O NNUNG RIM OR BLOCKING TO TOP PLATE CONN. FRAMING AT ADJOINING PANEL EDGES OO FOUNDATICN SILL PLATE © ANCHOR BOLT SPACING 5/8" DIA. 7" EMBED 0.148'x3.25' TOENAIL L1P4 DIRECT TO FRAMING ONLY ® ROWS SPACING P6TN 7/16' SHT. ONE SIDE 6' 0.C. 12' 0.C. (1) 4' O.C. 4' O.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' O.C. N/A 24" O.C. 16' O.C. 2x 2x 3x 48' QC. 48" QC. P4 7/16' SHT. ONE SIDE 4' 0.C. 12' 0.C. (2) 6' 0.C. N/A 16' 0.C. 12' 0.C. (2)2x OR 3x 2x 3x 32' 0.C. 40' O.C. P3 7/16" SIT. ONE SIDE 3' O.C. 12' 0.C. (2) 4' O.0 N/A 12" O.C. 10' O.C. (2)2x OR 3x 3x 22' QC. P2 7/I6' SHE ONE SIDE 2' 0.C. 12" O.C. (3) 6' O.0 N/A2x / 10' O.C. 10" O.C. (2)2x OR Jx 3x 18' 0.C. 24' O.C. 2P4 16 SIDES 7/ 4• at 12' 0.c. (3) 5" O.C. N/A 10' 0.C. 10" 0.C. (2)2x OR 3x 3x 2 0" D.C. 2P3 7/16' SHT. BOTH SIDES 3' 0.C. 12' 0.C. (3) 4' O.C. N/A 8' 0.C. 8' 0.C. (2)2x 0R 3x 3x 3x 12' 0.C. 16' O.C. 2P2 7/16" SHE BOTH SIDES 2' O.C. 12" O.C. (3) 3' 0.Q N/A 6" O.C. 6' D.C.(2)2x OR 3x 2x 3x 8' O.C. 12' O.C. 14 SHEARWALL SCHEDULE NOTES: 1. STUDS SHALL NOT BE SPACED MORE THAN 16' O.Q. 2 RE 51.0 SECTION 06100 'ROUGH FRAMING' FOR REQUIRED WALL STUD AND PLATE SPECIES AND GRADE 3. RE 51.0 SECTION 06160 'WOOD SHEATHING" FOR REQUIRED SHEAR WALL SHEATHING, THICKNESS AND GRADE ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. 4. SHEATHING PANELS MAY BE INSTALLED ETHER HORIZONTALLY OR VERTICALLY WITH ALL PANEL EDGES BACKED/BLOO(ED LATH 2' NOMINAL CR WDER FRAMING. SEE NOTE 5. 5. FRAMING MEMBERS RECEVING EDGE NAIUNG FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3' NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT "P6'. 6. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING 15 LESS THAN 6' 0.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS 0R FRAMING SHALL BE 3' NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FEUD NAILING SHALL BE 8d COMMON (0.131' X 2 1/2'). 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.148' X 3.25'). 9. FL00R DIAPHRAGM NNUNG SHALL BE PLACED BETWEEN THE SPACING CALLED DUT FOR BOTTOM PLATE NAILING. DO NOT OVER NAIL THE BLOCKING. 10. ANCHOR B(IL1S SHALL BE GALVANIZED 5/8" DIAMETER A-307 AND SHALL BE SECURED IN PUCE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. 11. GALVANIZED 3' X 3' X 0.229' (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT - SEE DETAIL 8 THIS SHEET FOR PLACEMENT DETAILS. RECESSING PLATE WASHERS IN PLATES IS NOT ALLOWED. 12 L74 FRAMING PLATES SHALL BE NSTALED VA1H 12-8d X 1 1/2' (0.131' X 2 1/2") NAILS, RE DETAILS 1, 2 3 & 6 THIS SHEET. 13. A35 FRAMING ANGLES SNAIL BE INSTALLED WITH 12-8d X 1 1/2' (0.131' X 1 1/2') NAILS. RE DETAILS 1, 2 & 3 THIS SHEET. 14. ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO AS1M 153 0R STAINLESS STEEL 15. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. 16. WHERE BOTTOM PLATE NAILING SPECEIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OFFSET 1/2 INCH AND STAGGERED. 17. GALVANIZED EVANSON ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS 18. 2-2x 5 IN UEU OF VS AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/512 SIM. AND BOTTOM PLATE NNUNG 19. WHERE BUILDING OFFICIALS ALLOW, 058 SHEATHING MAY BE APPLIED OVER 1/2' 0R 3/8' GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED IMTH 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 51.1 FOR WALL SHEATHING, ADDITIONAL PLATE AND STUD REQUIREMENTS, BLOCKING MD PLATE NNUNG SEE 06100 "ROUGH FRAMING' STRUCTURAL NOTES SHEET S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR THE PLATE NNUNG. 2. SECURE SILL PLATES TO CONCRETE NTH 5/8' DIA ANCHOR BOLTS WITH 7' EMBED, AT 48' ON CENTER TYPICAL UNLESS NOTED OTHERWISE REFER TO SHEARWALL AND HOEDOWN SCHEDULE FOR ADDITIONAL ANCHOR BOLT REQUIREMENTS WHERE PRESERVATIVE TREATED WOOD IS USED, REFER TO THAT SECTION FOR CORROSION PROTECTION REQUIREMENTS FGR CONNECTORS 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS INDICATED ON THE PLANS 4. TOP FLOOR INTERIOR WALLS ARE NON -BEARING. INTERIOR GARAGE WALL BETWEEN GARAGE AND CONOIIONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. 9 WALL STUD SCHEDULE SIM. 0 (2) 2x FRAMING AT ADJOINING PANEL EDGES. SCALE NONE 10 (1) 1 1/2' CONT. RIM BELOW = 0 (1) ROW CENTERED ON RIM BELOW (2) 11/2' CONT. RIM PLUS BLOCKING BELOW hRIM TD BLOCKING IP .148'DIAx3" NAILS 0 3'0C TYPICAL lip 1 1/4' (2) ROWS CENTERED ON RIMS BELOW P6TN, P6 P4 & P3 3 1/2" SOIJD (3) ROWS CENTER ON RIM BELOW P2, 2P3, 2P4, 2P2 BOTTOM PLATE NAILING PATTERN SCALE NON E EXTERIOR BEARING SUPPORT I I __-u----��----i---wit '- I � ���� II � JL �- ..- ���� I �\\ 1 I �i� �I,) 1 I T, �� �� ��-� II ���� ��-/ I 1 1 1 `�� 1 v � ri Jc .� ,11"- �� \� �v � �- if ` �. ..... -TT� 11 1 -. 1 fi ). �I 11 1. R00F/FLOOR SHEATHING NOTES BOUNDARY NNUNG AT ROOF/FLOOR PERIMETER, AT CONT. PANEL EDGES (ELK.) z EDGE NNUNG (P.EN.) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS INTERIOR FIELD NAIUNG (F.N.) 12" 0.C. AT BEARING SUPPORTS 4. SEE PLANS FOR PLYWOOD THICKNESS & NNUNG SCHEDULE 5, LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8" MINIMUM PLYWOOD SHEET SZE 7-0" X 4'-0' 8, NAILS SHALL NOT BE OVER DRIVEN 3. 6. 7. ROOF/FLOOR SHEATHING LAYOUT T_1i1 • 1 , -n-.-.- 11 V I:1.:.::.:::.:.:.i... ri FRAMING AT 3 5 1.1••'•''.'I' 11 PANEL EDGES r PLYWOOD FLOOR SHEARING RE NOTES 06160 O BOTTOM PLATE CONNECTION RE 1, 2 & 10/S1.1 DIAPHRAGM EDGE NAILING 1I ri 1 11 NOTE MINIMUM SIZE OF SHEATHING SHALL BE 2'-0' X 4'-O" BLOC( ALL PLYWD. EDGES NOT SUPPORTED BY FRAMING MEMBER. 1.1.....:....I ... 1.r ,1. ( 11 1L .1.' 1. --7 11 I1 -LI Lt .........I. 11 11 I I I•T....... rI I -,1•-,- -1')- _ -_• 1 11 1 I`_-`1 rL . 1 11 11 11 11 it II 11 1.1 (1 11 11 11 ( _JL__11____11___ ^ 'fit II a I 11 s l L II I.I 11 a .c L FEUD NAIUNG 0 a 1 L� R I.1......... f A SCALE NONE 12 PLYWOOD ROOF SHEATHING DIAPHRAGM EDGE NAIUNG TRUSS/JOIST BLOCKING BLOCKING CONNECTION TO TOP PLATE DEDICATE STUD BAY AT ETD OF SHEARWALL FOR HODOWN. ADD_ S1UOS FOR HOEDOWN PER SCHEDULE CONT. 2x RIM W/BLOCKING IF REQUIRED BLOCKING OR CONT. RIM CONNECTION TO TOP PLATE HOEDOWN RE 11-17, 19/S1.2 PROVIDE PANEL AT NNUNG AT END OF WALL STUDS THAT ATTACH TO HOEDOWNS TYPICAL . AT ADJOINING PANEL EDGES PROVIDE - PANEL EDGE NNUNG AND FRAMING PER SHEARWALL SCHEDULE (STAGGER' NAILS) BLOCK ALL PLYWOOD EDGES NOT SUPPORTED BY FRAMING MEMBERS AND NAIL W/PANEL EDGE NAILING O . -, GALVANIZED ANCHOR ear RE 5/S1.1 W/ 3 X 3 X 0.229' GALVANIZED WASHER DIA./SPACING PER SHEARWALL SCHEDULE. PROVIDE MINIMUM OF TWO BOLTS PER PLATE W1H ONE BOLT NOT LOCATED MCRE THAN 12 INCHES 0R LESS THAN (7) BOLT DIAMETERS FROM THE END. - SEE DETAIL 8 THIS SHEET FOUNDATION SILL PLATE STAGGER NAIUNG RE SHEARWALL SCHEDULE FOR SIZE HOEDOWN ANCHOR PER PLAN RE 1, 2/S1.2 M1--4 WC9) x TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) D/8%-0/ 7 Z CONCRETE FOUNDATION CT ENGINEERING INC. Structural Engineers 130 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) r I N_ N es, _rkee `r. SO a A ID 04 CD 0 05/27/10 o0 -C. . 0 NI `t 0O JOB#: 10014 CODE UPDATE PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL 0 5 PLOT:06/26/14 i ENGR: THE 0 z I 1 1 Schedule and Nol 'ownhomes 8 silil HOLDOWN PLAN i HOEDOWN PER PLAN HOLDOWN HOLDOWN & FASTENER SCHEDULE: HF STUDS HARDWARE WOOD MEMBER/POST FASTENER ROD ANCHOR EMBEDMENT STEM DETAIL "1 I PER I HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOEDOWN PER PLAN I I I I HOEDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE STRAP STRAP TYPE 2X4 WALL 2X6 WALL DIAMETER STEM THICKENED FOOTING STEM THICKENED SLAB (MINIMUM) (may 1 PARTIAL PLAN: SHEARWALL 1I1H FCRCE TRANSFER SCALE: 3/8" = 1'-0' CS16 2X4 2X6 (28) 8d N.A. N.A.N.A.N.A. - SCHEDULE MST37 (2) 2X4 (2) 2X6 (16) 16d N.A. N.A. - N.A. - N.A. 13 15 __ '--.._.._.._ I r ► ►._� \ . e �1 FRAMING AT PANEL FDCFS / PER SFIEARwALL SCHEDULE 7s- \ MST48 (2) 2X4 (2) 2X6 (28) 16d N.A.N. N.A. N.A.- N.A . 1. ®-'tio, I ®�.;icic _ - --- Wm, I _ - = - ' _ / ill I l lI�,�^ Ill: IIII_ WINDOW I HEAD 4, I SILL wNDOW 4, HEAD — — -11=- II It r -1 - U-- _ l _ ►�--IL- -1I==� II Ur I #4 CONT. h L4 CONT. j I 1111 N I• I 1 11 y1 1� I .III . (�--a �IN4 II HEADER PER PLAN II I HPAHD22 (2) 2X4 (2) 2X6 1 (21) 16d N.A. N.A. - 10" - 8" II CS22 X 48' W/ (36) HEAD/SILL 10d NAILS II II PANEL EDGE NAILING (P.EN.) rTS ALL EDGES OF ALL I PER SHEARW SCHEDULEE • "` c--� c=-- STHD14 (2) 2X4 (2) 2X6 (38) 12d N.A. N.A. - - Q© I U.N.O. PER PLAN II I 14' 8' cal cal BUM W/ EDGE NAILING PLACE EDGE NAILS INTO A: STRAP TYPF B: HD TYPE SCALE. 3/4" = 1'-0" Jt / PER SHEARWALL. Mks NAIUNG HEAD, KING SCHm AT SILL, & TRIM STUDS POST PLAN (2) 2X 1 AT AT ENDS OF SHEAR WALLS STUDS SCALE; 3/4" = 1'-0' HDU2-SDS2.5 (2) 2X4 (2) 2X6 (6) SDS 1/4X2 1/2' 5/8' B' 6" 11 I II II 1 JL_— I I► I II I II —JLJL— �1 II I n 111.4111II u I — II n --1L_- I POST & HOLDOWN PER HOEDOWN SCHEDULE I ( 2 EXTERIOR HOLDOWN 1 EXTERIOR HOLDOWN HDU4-SDS2.5 (2) 2X4 (2) 2X6 ,/42 /2. 5/8' 9• 6" 6 12 HOLDOWN - Y Y Y Y Y Y HDU5-SDS2.5 (2) 2X4 (2) 2X6 (14) SDS 1/4X2 1/2" 5/8" ROD Ac PL I/2•x3'SQ. RE: 15/S60 11" RE: 15/56.0 6' 1. 1. 1. HOLMAN PER PUN 4 STAGGER NAILING AT PLYWOOD JOINTS HDUB-SDS2.5 4X4 4X6 1/4X2 1/2" 7/8' W/NUT TdH3 11" 8' '—II II II I HEADER / CS22 X 48" PER PLAN HEAD/SILL II I I W/ (36) 10d NNLS II I PLYN000 SHEATHING PER U.N.O. PER I PLAN II I SHEARWALL SCHEDULE TYPICAL PER PLAN HOLDOWN FASTENERS BLXG. W/ EDGE ' PER SHEARWALL NAIUNG QED• FED NAIUNG TYP. pW ��e NAIUNG AT SILL, I (F.N.) - POST & HOLDOWN PER AND WOOD PLAN AND STUDS HOEDOWN PER HOLDOWN & FASTENER NOTES' 1. HOLDDOWNS SHALL BE AS MANUFACTURED 2. 16D = .162" DI A. X 3 1/2" LONG. 3. USE HALF THE REQUI RED NAILS I N 4. SCREWS ARE SDS 1/4" X 2 1/2" MANUFACTURED 5. HOLD00WN ANCHORS SHALL BE SECURED 6. ANCHOR BOLT NUT SHOULD BE FINGER CARE SHOULD BE TAKEN TO NOT OVER 7. HDU HOLDDDWNS SHALL BE INSTALLED 8. RE: NOTES SECTION 06100 "ROUGH BY THE SIMPSON EACH MEA€ER BEING BY IN PLACE PRIOR -TIGHT PLUS 1/3 -TORQUE THE NUT. CENTERED ALONG FRAMING" FOR THE STRONG -TIE COMPANY. CONNECTED. MP SISON STRONG -TIE TO PLACING CONCRETE. - 1/2" TURN WITH IMPACT WRENCHES THE WIDTH OF THE REQUIRED POST SPECIES COMPANY. HAND WRENCH. SHOULD NOT BE USED. ATTACHED POST. AND GRADE. HEAD, KING & TRIM STUDS 1 HOEDOWN SCHEDULE SCHEDULE \ I II 1111 I I I II( ' ]I 10 19 M11. C7C7 ac k II e ;. 1 1 11 11 11 11 I 11 L �1 H0DOWN BOLT - SEE HOEDOWN SCHEDULE `----II II - - - - _II_� —JLrJL �� FOOTING REINFORCEMENT SIZE AND - - PLYWOOD/O.S.B. SCALE 3/6. SHEAR = 1 TYPICAL PANELS DETAIL FOR SHEARWALL SCHEDULE AM) OR BOLTS FOR EMBEDMENT - SIZE, SEE SHEARWALL Z SPACING W/ PER PLAN HD TYPE SCAT F: 3/4" = 1'-0' 7 10 HOEDOWN & FASTENER SCHEDULE 8 FORCE TRANSFER AROUND WINDOW OPENINGS INTERIOR HOEDOWN ADDED STUD HD TYPE HOEDOWNS FOR HOEDOWN PER PLAN ADDED STUD FOR HD TYPE HOEDOWNS PER PLAN STRAP TYPE SHEARWALL SHEARWALL RE: PLAN STRAP RE: PLAN TOWACCEPT NSTRAP HOEDOWN NAILING IISHEATHING VER HOEDOWN RE: HOEDOWN NAILING II HOEDOWN PER + (COUNTERSINK) FLOOR JOISTS/RIM PLAN ,Od �TYp.) ►- AT INTERIOR fp RE: HOEDOWN SCHEDULE J ►- 1 SCHEDULE (COUNTERSINK)HOEDOWN is BEAM PER PLAN IIw�I I 1 .1 !;,11M1l N ti �� g ;ifj it ------=�- ii ----- MISTS r f i G. 0 WALL LINE ii w I I BUNDLED STUDS RE: HOEDOWN (TYP.) BEND MULL STRAP UNDER JOIST/BFAM U.N O. 2 BUNDLED RE: HOLDOWN STUDS \\-SCHEDULE Pl 5 X 5 X 3/8" STRAPRE: I II I SCHEDULE �� PLAN I I� SHEATH NGOVER RE:SHEARWALL PLAN RE FOR HOLDOWN ADDITIONAL SCHEDULE NEC.I PER PLANS SHEARWALL RE: PLAN RE: FOR HOEDOWN SCHEDULE ADDITIONAL INFO. SHEATHI NG NOT SHOWN FOR CLARITY 11 TYP. HOLDOWON FLOOR TO FLOOR 12 TYP. HOEDOWN TO BEAM 13 HOEDOWN DETAIL 14 INTERIOR HOEDOWN 15 EXTERIOR HOEDOWN SHEARWALL SHEAR CONTINUOUS DRAG JOIST BEYOND PER WALL SCNED. Tr. STRAP STRUT PER PLAN PER PLAN -TYP. , 10d 0 6"0. C. STAGGERED ALT. LOCATIONBOLT TYPE P.E.N. STRAP TYPEWETYPE -- F.N. -----_-_-- F.N. 1p:�i,�� l� d;�r�� -_--- n >= ►'I•�k �u Ari� v II I' r v ll�ll� :.-� II Q...L. I• .I I'I 1 i I `—BOLT -� TYPE •s. ,' P.EN. F.N. e 1 I -PEN _ P.E.N. PEN. - r �� WALL SHEARWALL ABUTTING '�, ALT. LOCATION I-=� ADD STUD IF NO EXTERIOR A.P.A. SHEATHING . ► ='. ALT. LOCATIONS PENNG NPANEL Ste: NAILING PLYWOOD 0 ABUTTING / CONRNOUS WALL (.148"DI A. X 3" LONG) i�, NOTE _ VV 11� - al �� ��� X I PEN. =PLATE NAILING SEE NAILING 20 THIS SHEET FOR PANEL DETAILS - F.N. = FIELD NAILING l< \I ,. F.N. - F.N. �' F.N. STRAP BOLT TYPE TYPE_�P.EN I PLANI OR BEAMI �" P.EN.BLOCKING I1� I .PER IPEN._PEN. SHEARWALL BEYOND PER SHEAR WALL SCHm. TYP. CONTINUOUS STRAP DRAG STRUT PER PLAN 1 a ( + + .�� 1„ 1. �1 .�.i t 11 S.�„II f 11 \IW ♦t1 1 t 11 C (� 1 • I I-- I , I SHEARWALL I ! -' . ►< - _� PEN. C) i i P.EN. P.EN. 1 41Y WALL ABOVE RE PLAN I HOEDOWNS AND STUD QTY. TO I I ' NOTE 1- NAILING TO PER PLAN _ IL�I 1 BE PER PLAN AND SCHEDULE AND SHEARWALL SCHEDULE SCALE 3/4' = 1'-0` TYP. U.N.O. .i Q� D / / mel F: 3/4" = 1'-0' TYP. U.N.O. V 17 DRAG STRUT DETAILS 16 TYP. ABUTTING WALL 18 TYP. MULTIPLE STUD ATTACHMENT V 19 HOEDOWN PLACEMENTS 20 STRUCTURAL WALL INTERSECTIONS a ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.265.0618 (F) I 1 C E• : YtD a •' Z o 1i Via` c~ 0�� 0 a - PHASE 1 PERMIT SUBMITTAL 03/09/10 ENG'R: THE CAD: THE PLAT: 03/08/10 FILE: 10014_S1.0 JOB #: 10014 O W ct d z I 1 zedul homes S1.2 FRAMING NOTES FRAMING LEGEND 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. 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 S1.1) 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 9/51.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET 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. 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. C3- • FB- -0 DB = e8= HR 9 GLB GT I- • -13 1 INDICATES NO. OF I f BUNDLED STUDS V PROVIDE (2) TYP. U.N.O. POST TYPE LAN P PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW FLUSH BEAM DROPPED BEAM HEADER - SEE 10/99.0 GLUED -LAMINATED BEAM GIRDER TRUSS P6 I WOOD PANEL SHEARWALL SEE 11/S1.1 `MST48 /I MST48J HOLDOWN PER SCHEDULE SEE 10/81.2 BEARING WALL PER SCHEDULE SEE 9/S1.1 X 2� OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEIUNG ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL FOUNDATION SCHEDULE MARK DEPTH WIDTH LENGTH REINFORCING DETAILS F1 8' 1'-4" CONT. (2) I{4 CONT. TURNED DOWN SLAB EDGE 6,7,8/S6.0 FS 12" 1'-6' CONT. (2) /4 CONT. TYP, THICKENED SLAB FOOTING 9/56.0 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 g, 12' 2'-0' 3'-0' (2) #4 CONT. SHEAR BRACE FTG.: SBA-3/S6.1 FOUNDATION LEGEND F1 SEE FOOTING TYPE THIS SHEET (-3'-0`) BOTTOM OF FOOTING ELEVATION T.D.C. 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 '-HPAHD22 HPAHD22\ WOOD PANEL SHEARWALL PER SHEET S1.2 HOLDOWN PER SCHEDULE SHEET S1.3 Note: ALL SECTION CUTS ARE TYPICAL B E 20'-0" 20'-0" 8'-2 /4' 8'-2 3/4' 0 (72 �6 F2 O a6r 56.0 "I� I 1 6'-9' -1 �1 II i Y�'t II ! 3/i' 6'-9" 2'-9" P2 I P2 I 6 T.O.C. T.O.. P2 I P2 I a S60 +0' +0 y / T.O.C. T.O.C. t0 6 N4®\L4i I (-2'-D.) - 1 I- 7 1 H 7 1 I I FSTH014 I _ F1 STHD14 -(-2'-0') +0 6 I I I 9A S6.p in�.p (- l I F, 2'-O') @I I I 1 I IFS I 1 S&0 I F1 (-2'-0 1� Y B I P6 I I P6 10 ,. 9p_O I II L56.0 _I -- - 3"1 3" -am 12-� .j T.O.C. ( `\�-StHD14 T.O.C. - v� -/ - +� +0' o P4 STHD - P4 T.D.C. 1 P4 P4 10 1 VIPAHD22 I 4'-31/2" 3'-10 1/4f' 3' -10 1/4" 4'-3 1/2" TYP. S1.2 PAHD22 I40 m 1 T o w II a F11 ss.a i. (-2'-01) If C. 0 it T+oG +o' I m 1 .. /I +o2. le I AC. DU8 HDU8 HDU IIAl - - - .I.C. - - - T.@� - - - - - - - T.O.0 -4 " (-2-0) +6 (-2'-01 V =e +6" 1 RA 8 \ ( 2P2 S60 { 2P2 I 2P2 ,p 16'-3' 3'- 9' 16'-3" 1 /i 20 0" / , 20 0' Foundation Plan F. RA SCALE: 1/4" = 1'-0",,� CE� U) O N 0 O O CA CO P6 PT2X10 RIM PT2X10 RIM ICEjdEPT 11 Ug I BI 11 O O .X x P LED (2)2X8 HOR- N ' L P2 S9. 2X12018'QC. a1X1 L 2X DBL 2X12 JST J 1- MST37 1- 5JM. P2 I MST4 CONT. DO RIM • - 6oc II I II . II IW it 11 1L it . ll DBL 2X12 JST 2X12 0 16` O.C. X S9.0 DBL 2X12 -DBL 2X12 JST P4 I 2P21 MST37 _12) 2X12 0 16' 0.C. 3 I I 3 - 11 I.Al=L. 20L I. -HI T. 2X12 RIM 513 0 5737 Zj/e' o/r2__.. Second Floor Framing Plan SCALE: 1/4" = 1'-0" (ED 4 GRAPHIC SCALE 0 2 4 8 II E P2 REF. ( IN FEET ) 1 inch = 4 tt. in P6 1 S9.0 P6 1 YP. JST. 0 16" O.0 2X12 JST. 0 16" Q.C. CO YP. i�•1 ata Seattle, WA 98109 N 0 m cn m C .E C .� W cn 0 4 U z 0 - o 206.285.0618 (F) 206.285.4512 (V) < n 03/09/1D FILE: 10014B_S2.( a 5 0 ii on O z w PHASE 1 PERMIT SUBMITTAL PLOT: 03/08/10 cc cc u w cc a O z 1 W 00 00 00 1 S2.O FRAMING NOTES FRAMING LEGEND 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 CEILNG 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.D. 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 10/59.0 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 51.0. 8. SOME SHEARWALLS REQUIRE 3X 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. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS. SOUD BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOLDOWN. MATCH 1HE 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. n--- • F- B -g DB -a ME HR a, • GlB 0 • G- T -fro FLUSH BEAM DROPPED BEAM HEADER - SEE 10/S9.0 GLUED -LAMINATED BEAM GIRDER TRUSS INDICATES NO. OF BUNDLED STUDS PROVIDE (2) TYP. U.N.O. POST TYPE PER PLAN CONTINUE TO FOUNDATION OR BEAM BELOW WOOD PANEL SHEARWALL P6 SEE 11 /51.1 I HOEDOWN PER SCHEDULE MST48 M5T48 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 2X12 JST. 0 1 CJ O O DBL 2X12 JS o- MS F37 t 0 v .13 Ile 110 to CO 0 x X N CA) CO 1 MST37 (2) 2X8 HIR DBL 2X12 JST 2X12 016' 0C DBL 2X12 JST DBL 2X12 JST _DRL 7X17 JST DBL 2X12 JST a ft II II II a a • (2) 2X12 0 16' O.C. I-3 • (2 2X8 HDR R c l ST37 (2� 2X8 HDR MMI DBL 2X19 JSI _ 7x17 0 1A' Q.G. DBL 7X17 JSI DRL_2X12 JSI DBL 7X17.IST DBL 2X12 JST Third Floor Framing Plan SCALE: 1/4" = CO lIt 111.1I al REF. • U 0 0 03 C CO 0- 0- (3) P6 r� (2) 2X8 HDR - t =i1 ..,.� CO CL 4 GRAPHIC SCALE 0 2 4 B Io It' (2) 2X8 - ti HDR TRUSTS AT 24' 0.C. • TRUSSES AT 24' 0.C. Roof Framing Plan SCALE: 1/4" = 11-0" ( IN FEET ) 1 inch = 4 ft REF. /3� TE2 c, Seattle, WA 98109 0, 0 0 C _ 0 p1 m C LL 7 46 0 1- 4- a+ 0) Suite 302 0 1. v 0 U z 0 m co cc 0 4 co 0 c c‘i 206.285.4512 (V) DATE o rn I 0 0 N Nl 0 w a o 0 a PHASE 1 PERMIT SUBMITTAL z 0 .-1 Lc CO ._• CAD: THE (PLOT: 03/08/10 La w V 0 z 1 w 00 00 00 m • S2.1 FRAMING NOTES FRAMING LEGEND (AD CD J J n c, F+ s J n 1. ROOF FRAMING — PRE ENGINEERED PLATED WOOD TRUSSES O 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 CEIUNG FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4' ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL. SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT—UP BEAM CONSTRUCTION. 6 SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET 51.1. I� 0 Third Floor Framing Plan SCALE: 1/4" = 11-0" Ij 5 0 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 0R 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. cA) a 40 5 (2) 2X8 FOR — I ORD R TRUSS X L TRUSSES AT 24' 0.�. II I II LIP Isa I I POST TYPE PER PLAN Ii-_-- l CONTINUE TO FOUNDATION OR BEAM BELOW FLUSH BEAM DROPPED BEAM HEADER — SEE 10/S9.0 GLUED —LAMINATED BEAM 3— • F -O_. fr E = GLB ®- GT —la GIRDER TRUSS INDICATES NO. OF BUNDLED STUDS PROVIDE (2) TYP. U.N.O. CO CO CO I HDR P6 VVNVVVVVVVVV CO a I� MST48 MST48— I WOOD PANEL SHEARWALL SEE 11 /S1.1 HOLDOWN PER SCHEDULE SEE 10/S1.2 BEARING WALL I PER SCHEDULE SEE 9/51.1 (2) 2X8 HDR — I =i GIRDER TRUSS S.I GIRDER TRUSS • 2 2X8 UDR Roof Framing Plan SCALE: 1/4" = 1'—O" X OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR DIAPHRAGM ATTIC ACCESS AT CEILING ATRC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL GRAPHIC SCALE a 2 4 e ( IN FEET ) 1 inch = 4 ft. REF. CO DE, 16 S9.1 C3; _.,TER 0 z CC W W z V z W GO mL 0 C � CA 0 LU • O • N N 1 a 0 • uD z °0 o m Structural Suite 302 206.285.0618 1- DATE 103/09/10 c.o N In I O Oid JOB #: 10014 PHASE 1 PERMIT SUBMITTAL a w O PLOT: 03/08/10 5 2 w G u w 0 0 1 uza Ct b./ r 7� 0 0 cn 0 Ml ~ I 0 Ct K) vi cu r M 00 00 4-4 00 C • • H S2.2 re = 3000PS1 re = 4000PS1 SECOND POUR FIRST POUR BAR LAP TOP OTHER TOP OTHER SEE PLAN FOR 1/8" X 1 1/2' PREMOLDED SIZE CLASS BARS BARS BARS BARS SLAB THICKNESS CONTINUOUS MASTIC JOINT AND REINFORCING STRIP OR PREMOLDED 17 14 15 12 SEE PLAN FOR BURKE "KEYED /3 A (TYP.) CONSTRUCTION JOINT (MAY SLAB THICKNESS NOLO"JCNT.STOP B 23 17 20 15 BE SAWCUT AT CONTRACT- EINFORGNG POST PER PLAN - LOCATE A 23 18 20 16 OR'S OPTION). NF. PER ARCHITECTURAL LAP + H LAP + H (AND� P) CLR. OFFlJOINT /4 B 30 23 26 20 ------ EACH SIDE CORNER BARS r ORNER BARS A 29 22 25 19 I TO MATCH HORIZ + REINFORCEMENT + TO MATCH CROSS + REIN WALL F. (ALT. B 37 29 32 25 •• °. • PER PLAN 5 HOOKS) A 35 27 30 23 ° ° a S.O.G. 0 CONC. 06 B 45 35 39 30 L•p••• O •1 1!�N•• • 12" SQUARE (2) /5 (2) /5 • .!i•+•:.• O . 8 ••••• •• ••1 0•••�e..•• p • 080 •• •• CONC. PUNTH I* rD_ (�� • • •• �r •—• I - -I L IL. I .47 CUT ALT. WIRES COMPACTED SUBGRADE COMPACTED SUB GRADE • AT JOINT AND GRANULAR FILL PER a f SOIL ENGINEER'SENGINEER'Sz AND GRANULAR FILL PER 1 v F1 I' 1. LENGTHS SHOWN ARE IN INCHES. 2. TENSION LAP SPUCES SHALL BE CLASS B UNLESS ONE HALF OR LESS RECOMMENDATIONS SOIL MENDATIO RECOMMENDATIONS J a STD 90 DEGREE HOOK DOWN OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN THE REQUIRED LAP w LENGTH. PROVIDE CONTROL OR CONSTRUCTION JOINTS PROVIDE CONTROL OR CONSTRUCTION JOINTS a 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. IN SLABS ON GRADE TO BREAK UP SLAB INTO IN SLABS ON GRADE TO BREAK UP SLAB INTO (2) /4 BOTTOM BOP'.CAST /4 BO. 4. TENSION LAP SPLICE SHOWN ABOVE ARE FOR CONCRETE COVER GREATER THAN RECTANGULAR AREAS OF 400 SQUARE FEET OR RECTANGULAR AREAS OF 400 SQUARE FEET OR EA. WAY CONT. 'A� U PER PLAN 1'-0" OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING GREATER THAN LESS. AREAS TO BE APPROX. SQUARE AND HAVE LESS. AREAS TO BE APPROX. SQUARE AND HAVE TWO BAR DIAMETERS (SPACING AND COVER CASE 1). NO ACUTE ANGLES. JOINT LOCATIONS TO BE NO ACUTE ANGLES. JOINT LOCATIONS TO BE 5. INCREASE LAP SPLICE LENGTH BY 1.5 FOR EPDXY COATED REINFORCEMENT. APPROVED BY THE ARCHITECT. APPROVED BY THE ARCHITECT. POST AT SPRFAD FOOTING pOST AT THICKENED FOOTING (2) /5 6. INCREASE LAP SPLICE LENGTH BY 1.3 FOR UGHT WEIGHT CONCRETE. 7. COMPRESSION LAP SPUCES SHALL BE A MINIMUM OF 30 BAR DIAMETERS UNLESS OTHERWISE SHOWN ON THE DRAWINGS. 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, AND PER NAILING ANCHOR BOLTS SHEARWALL SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SHEATHING, NAILING / AND ANCHOR z PER SHEARWALL BOLTS SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SHEATHING, NAIUNG / AND ANCHOR PER SHEARWALL BOLTS SHEATHING, AND PER ANCHOR SHEARWAU. NAILING BOLTS I SCHEDULE z SCHEDULE SCHEDULE I' SCHEDULE II I SCHEDULE ISCHEDULE P.T. SILL PLATE P.T. SILL PLATE P.T. SILL PLATE o P.T. SILL PLATE P.T. SILL PLATE m m I/ i P.T. SILL PLATE (2) /4 CONT. 1 m (2) /4 CONT. m (2) /4 CONT. / 1 �i� �m� /4 O 48' O.C. /4 0 48' O.C. STEP PER PLAN FINISH FLOOR GRADE 0'-0" ,- w FINISH FLOOR GRADE 0'-0" I w FINISH GRADE FLOOR 0'-0' Nil NI FLOOR 0'-0" :- m FLOOR 0'-0" c, . I.c. FLOOR 0'-0" . z /4 0 48" O.C. FLOOR 0'-0 fiu � err .4 IL• II \ N III1 — I— -1 I-1 aWI- --- _• II I1— _ III II— • - ,1II_ -- I' 2' CL'. 2" CL'. I I -III 2 CL I I=I I = \ ' \ I I— z ,' I I I In (2) /4 CONT. n (2) /4 CONT. t (2) /4 CONT. ; 1' 6" 1' 6" III III- _ I I �- / / / L FOUNDATION DRAIN 1'-4" " FOUNDATION DRAIN j• 1'-4" FOUNDATION 1'-4" - A: SINGE WAIT B: PARTY WAIT C: SINGLE WALL W/ STEP D: PARTY WALL W/ STEP RE: • CIVIL 1 , RE: CIVIL t• 0 24" DRAIN • RE: CIVIL /4 0 24" /4 /4 0 24" (2) /4 CONT. (2) /4 CONT. (2) /4 CONT. 6 TYP. EXTERIOR FOOTING 7 TYP. GARAGE FOOTING 8 GARAGE FOOTING W/ RAISED CURB 9 TYP. INTERIOR THICKENED SLAB DETAILS 0 THREADED ROD HOLDDDWN THREADED W/NUT T&B ROO OF 1/2" Pt ° 4 \ ^'/ ( RE 4/S6.0 REINF. O STEP FOR '�J\I ' ✓/ / g Ux/� © SO =STEP 11 12 13 14 15 TYP. HOLDOWN AT FOOTING ` �'' P.T. SILL PLATE G GRADE P.T. SILL PLATE �J/t— 1 SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE SHEATHING, NAIUNG AND ANCHOR BOLTS PER SHEARWALL SCHEDULE SHEATHING, NAILING (2) /5 CONT. (2) /5 CONT. AND ANCHOR BOLTS PER FINISH GRADE FINISH GRADE SCHEDULE \ �\ I CONT. (2) /5 \ P.T. SILL PLATE- z " a z• > zII �— FINISH GRADE tiCb a_ w —III—I _ �' -"' a ,.s H z I �, I �= —III—I a �I,II� X /- I�;�I, I- VI m m -- 6H /4 O 10" O.C. /4 0 10" O.C. x< s _ III-1I I-1�1= M _ICI= I I -I I I -I \\ N. O 10" O.C. ...*\.\ w FOUNDATION DRAIN o FOUNDATION DRAIN o 1 /4 _� RE: CIVIL __\_CRCRE: g FOUNDATION DRAIN 1 -5' O 16' ALT. 8 8 RE: CIVIL '' HH /5 HOOK � /5 0 16" ALT. HOOK j4 AT B.O. WALL s. 1 -4" 1 -4 _ _ ~ (2) /5 CONT. (2) /5 CONT. O 16" 8 _ _ } (2 ALT. H.. (2) /4 AT FTC. \ rt �fn SCALE: 3/4' = 1' 0'� �T1 16 1 TYP. EXTERIOR FOOTING 17 TYP. GARAGE FOOTING I18. S.O.G.PARTY WALL FOOTING 19 1201 TYPICAL STEPPED FOOTING a . INC. Structur al Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) aIN UZ, tfi 6) f03/09/10 II I!. z 0 a PHASE 1 PERMIT SUBMITTAL ai it PLOT 03/08/10 W c U ENGR: THE 1 z I ricrete tnhomes S6.0 SB-1 STANDARD LEVEL® SHEAR BRACE INSTALLATION Two top plates > or as specified• :-Cae S8-2 ALLOWABLE SMALL HOLES - ALL BRACES > No holes allowed in top 8" of brace SB-3 PORTAL FRAME SHEAR BRACE INSTALLATION 3X' wide x 9r-18" deep header as specified See SB5 for other header widths and allowable furring. g• SB-5 PORTAL FRAME SHEAR BRACE wl (similar for 3X" header) 0/4" or EX" WIDE HEADER 9Y"-18' deep header, as specified. Center over brace width. For trim zones,see CG j Optional OSB shim, 31" maximum .� ee 10i Optional OSBshim,i6" maximumolf J¢" below. OPTION A lid Portalstraps(provided):Maintain)i"Portal straps (provided): Maintain minimum ed a distance. Attach with 16 ( ) minimum edge distance. Attach with (16) 6� lag screws, • 6 with 12" with 18" • 12 with provided brace (3 front, 3 back) brace (4 front 4 back)distance 24" brace (6 front, 6 back)outside Start 5"daub) EDGE DRILL ZONE Middle )S of brace thickness HOLESFor • Maximum three holes FACEDRILLZONE Maintain 1Xz' minimum edge from chase and(8) edge, typicalL vim zones, I screws 9 0.148' x 2�b" (minimum length) nails, into the header and (8) into the brace.(8) header to brace with 6�" la P rovided 9 I11i 0.148' x 2 (minimum length) nails, "9 )•8 into the header and (8) into the brace. N" x 10' furrin of thick Minimum 2 g 7 "Connect OSB. Attach furring to brace with 0.131 x 2 Y" With 3J(j' wide 1� from boreom o top header in face and three in/t see below. •6 with • 8 with 12" brace 3 front, 3 back�� 18" brace (4 front, 4 back) hea(10 ingils. headers, attach furrin to header. �, plate or OSB shim, ib' maximum edge• • %" dia. holes maximum 12 with 24' brace (6 front, 6 bock)Optional Connect header to brace with 6Y' lag Verify brace plumb pI Do Countersink (Y.' deep x 1"dia.) and install/• at an angle that prevents screws from exiting sides of top plates or header. Offset screws " front to back to avoid interference. An installation template is • 6' o.c. minimum 2 rr' ' I No holes allowed Q ' Start screws 3X�" (d Y") from bottom of double top header screws, provided 6 with 12' brace (3front,3back)is •8 with 18" brace (4 front, 4 back) •12 with 24" brace (6 front 6 back) not nstall In electrical homeithrside. screws chase available from youriLevef in lower 40" of brace Verify brace ++ plate or 7 " Optional OSB shim, maximum representative. / is plumb o g Countersink (Y' deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws )/2" front to back to avoid interference. install nut plus Y turn, finger —tight minimum I Ifrom Do not natal! in electrical either screws An installation template is chase available from your (Levels side. representative. i Hardened nut Hold—down St 4i SB-2 ALLOWABLE SMALL HOLES - ALL BRACES / t SB-5 PORTAL FRAME SHEAR BRACE w/ 5'+ WIDE HEADER Washer Threaded rod Anchor bolt spacerAlr 411 - Ensure smooth Grind and Foundation is the concrete beneath responsibility is level and brace. fill as necessary. system design of the 8-11 ALLOWABLE ( in LARGE HOLES -STANDARD addition to Small Holes above ) `� AND STK BRACES , No holes allowed in top B" of brace Hardened nut ; Washer �. �Q i Install nut old plus )fi turn, Hold—down finger —tight minimum General Notes 1. level Shear Brace is manufactured and trademarked by 'Level*, a Weyerhaeuser Business, Boise, Idaho. 1-888—ilevel-8 (1-888-453-8358) designer or specifier `� �� TO - Anchor bolt Threaded rod Ensure smooth concrete is level and beneath brace. 2. The 'Level Shear Brace is approved per ICC—ES Code Evaluation Report No. 2652. The 'Cavell Shear Brace has R—values which are consistent with typical wood frame construction. They may be used as an altemate braced wall panel in accordance with IBC Section 2308.9.3 and IRC Section 602.10. 1 e FACE DRILL ZONE Center brace spacer Grind and fill as necessary. 3. Installation of the product shall be done in strict conformance to these drawings and the 'Level? Shear Brace Specifier's OPTION B of as shown 40 Guide. Modification to this product and associated systems or changes in the 6)'4 lag screws, provided, installed from the top • 6 with 12' brace `� / 0 Foundation system design installation methods shown on these drawings and the Specifier's Guide should only be made by a qualified registered professional. The performance of such modified products and altered installation procedures is the sole responsibility of the designer. Designs are based on concrete compressive fc 2500 • 8 with 18" brace ►� �� /� / HOLES Minimum 12" is the designer responsibilityof the or specifier strength of = si. 9 P • 12 with 24" brace Optional OSB shim, -- � '% � • 4§b" dia. holes, maximum • Maximum two 44(j" above existing hole 4. The contractor shall verify all dimensions, conditions, elevations, etc prior to installation of any components for the Level Shear Brace system. if any discrepancies are found, they shall be brought to the attention of the project architect, engineer of record, or building designer for clarification prior % maximum For trimzones, see below. dio.holes or one 4 Y" xail 12" hole • No minimum on —center spacing required o g PORTAL TRIM ZONES • Trim height from the top of the braces only. 3)¢ maximum allowable trim for portal braces. Do not trim the sides or bottom. to construction. 5. The contractor shall verify the position of the Level Shear Brace in relation to the rest of the building system as shown on the project drawings. Ys p 1e _� Do not in electrical homeitherside. nstal screws chase ' , r, I I 6. Use of this product is subject to the approval of the local building official. 7. The building structure shall be designed in accordance with the latest adopted version of the International Building Code or the International Residential Code, and any other local, state or federal requirements that may apply. Verify design requirements with the local building department. Concrete foundation design remains the responsibility of the design professional of record. TRIM ZONED • Trim height from the top of the brace only. Do • DO NOT trim the bottom brace in a stacked brace • 3)f maximum allowable trim for portal braces. • 12' and 18" standard braces taller than 93Y" may height of 78". • 24" braces may be trimmed down to a minimum not trim application. be trimmed height of the sides or bottom. down to a minimum 893i . 1 8. This product is port of the overall lateral force resisting system of the structure. Design of the building's lateral force resisting system, including a complete load path necessary to transfer lateral forces from the structure to the ground, is the responsibility of the design professional of record. 9. No special inspection required per IBC 1704.1 or 1705.3.1. 10. 'Level by Weyerhaeuser reserves the right to change specifications, designs and models without notice or liability for such changes. SB-1 STANDARD 'LEVEL SHEAR BRACE INSTALLATION SB-11 ALLOWABLE LARGE HOLES - ALL BRACES SB-3 PORTAL FRAME SHEAR BRACE INSTALLATION SB—N l 'LEVEL SHEAR BRACE NOTES BA-0 ANCHORAGE FOR STEM WALL OR BASEMENT WALL Cracked Concrete Embedment Depths and Footing Dimensions for Threaded Rod (1)(2t=) Anchor Minimum Embedment Depth ea (In.) Minimum Footing Dimensions, (In.) - Section C—C Application Brace Bolt Dia.pn,l Footing Wind! SDC A41 SDC C-E C 1 C 2 C9 2" rein. �Anchor bolt spacer trirjn. rod, grade A449 /'-� 7� Standard r Partd iSB 12x_ 7/8 22 8 8 9 13 12 ,Threaded or A193 87 74" dia. iS612z Jam 0 J vv ISB 18x_ 7/8 28 9 9 12 16 12 c 'tilt / r . at %" dia. at iS618x o a a s nut below anchor bolt spacer 'Level Anchor Bolt Spacer t Two—story Stacked iS6 18x— STK 7/8 36 d o Y 1' dia. at iSB24x w e Y t ems' Stem wall per code Level Anchor Bolt Holder f_ \� Vertical faces 13 13 16 20 18 0 4m n- o —• o 0 o g t t �A =Oo „ .tea :; , To Install Shear Brace flush Ported coupler compatible m � � • 0 to the outside face of wall, o S 'a a w with A193 B7 threaded rod, m ov r b �• ��. align Bolt Holders vertical faces Standard iSB 24x_ 1 32 10 11 14 18 16 as required h 5 inside face formwork. y .o +�`� II with of t c Monolithic or m r� u t E — Two—story Stacked BB 24x_ STK 1 35 10 12 16 19 16 0 3� o w c '' two —stage pour �_ 5 0 r o ; a o "yt? vet / / I � Jam nut `o c $ o top of foot ttop of we � � . r �Second anchor bolt o ; spacer recommended . o o ' � • l� `Jam i•\ •�I //. for two -stage our g nut below f--1 Threaded rod J '.� anchor bolt spacer - #4 tabor per code or plan o s `� . ,'` Tle threaded rod to \ `� 0 u Double nut and washer Additional Notes for Anchorage Table Footnotes Allowable UpIHt for A307 Threaded Rod assembly y footing reinforcement "'Anchor (recommended) _ _ -Appropriate for use in areas governed by IBC or IRC bolls are ASTM A449 or ASTM A193 B7 threaded rod Anchor Bolt Dia. f > 4E M embedment Is based on ACI 318 Appendix D and area table for anybrace boded to its maximum pp C3 Brace C3 i Double nut and washer assembly `'� / To install Shear Brace centered -Concrete under a 5Y' header rbeam, assumptions: stowable shear wth combined vertical bad. (2)ASTM (ln•) Wind Seismic $ width C2 (,) L 4) Sign Bolt Holder's - min(mum f� of 2,500 psi; ptw = 0.85 (condition A) A307 threaded rod may be substituted for al 12' wile ` Footing width grooves �IsmeasuredfromthetopSthewashertothe braceapplications 7/8 14,200 lbs. 11,500 lbs. C with inside face of formwork. top the footing (3)ASTM E of A307 threaded rod may be substituted for braces where " - for expended tables and additional information, see holddown uplift at atowble design shear Is less than the 1 19,900 lbs. 14,900 lbs. e 1 11 ICC•ES 2652 faibwkg: /8'.s 0 X 2...— BA—a ANCHORAGE FOR STEM WALLOR BASEMENT WALL- ALLBRACES/U ENGJMEERING INC. Structi 'Engineers 180 Nic' Beet Suite 302 Seattle, WA 98109 206.2F 206.235.0618 (F) U a' U sSI Milt y �C+ 24 t.1 a zz6 r3 0 � NO. I REVISION DATE 0 obi o rn 0 FILE: 09052_ES6,d JOB#: 10014 PHASE 1 PERMIT SUBMITTAL PLOT:03/08/10 CAD: TRE ENG'R: TRE I r omes r 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 NAILING PER PLATE NAILING PER FLOOR SHEATHING AND NAILING PLATE NAIUNG PER SHEARWALL SCHEDULE 0.148"X3.25' 0 6' O.C. MIN r (3) 0.148" X 3' SHEARWALL 0.148"X3.25' 0 6' O.C. MIN FLOOR SHEATHING AND NAILING SHEARWALL SCHEDULE 1 0.148'X3.25' 0 6' O.C. MIN rIr SHEARWALL SCHEDULE 0.148"X3.25" 0 6" O.C. MIN / (20) 12d FLOOR SHEATHING AND NAIUNG Ir EDGE NAILING PER SCHED. EDGE NAILING PER SCHED. I FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. PER EDGE NAIUNG PER SCHED. PER STRUCTURAL NOTES 51.1 PER STRUCTURAL NOTES 51.1 1 PER STRUCTURAL NOTES 51.1 STRUCTURAL NOTES S1.1 TOP PLATE RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE - PROVIDE RIM/BLOCKING TO TOP PLATE PER SHEARWAL i SCHEDULE PRUDE RIM/BLOCKING TO TOP PLATE PER SHEARWAL RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE - PROVIDE 1 - _ �=-------- SCHEDULE -PROVIDE ----------- 1N1I1 0.148'X3.25'O6'O.C.MIN ----------'----- tl II I�'I� 11 ---- ---0.148X3.25O6O.C.MIN II --------------- I,t ' l� 0.148X3.25O6"O.C.MIN--0.148'X3.25' O 6"O.C. MIN II I 111 EDGE NAILING PER SCHED. EDGE NAILING PER SCHED. EDGE NAIUNG PER SCHED. 1 EDGE NAILING PER SCHED. 1 FRAMING PER PLAN I I I BEARING AND/OR BEARING AND/OR BEARING AND/OR BEARING AND/OR BLOCKING AT 48' O.C. ADD RIM JOIST/BLKG. I SHEARWALL PER PLAN 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. SHEARWALL PER PLAN 1 NOTES: STUDS AS REQUIRED BY I 1. SECURE JOIST TO WALL AS REQUIRED BY 1 1. SECURE JOIST TO WALL AS REQUIRED BY 1. SECURE JOIST TO WALL SHEARWALL SCHEDULE WITH 0.131'X2.5" EA. SIDE, DOUBLE JOIST — SHEARWALL SCHEDULE WITH 0.131"X2.5' EA. SIDE, SHEARWALL SCHEDULE PERPENDICULAR WITH 0.131"X2.5' EA. SIDE. 1 1/2" MIN. FROM END. 2.SPLICE JOIST WITH 0.1 SECURE RIM JOIST TO 5 pARAI 1 1/2' MIN. FROM END. 2. SECURE RIM JOIST TO I FI BLKG. WITH 0.131'X2.5 PARAI I FI 1 1/2" MIN. FROM END. PERPENUL DICAR NOTE: & NAIL AS SHOWN 0 PLUMBING, PARTY AND AT ROOF. TOP PLATES ALL EXTERIOR, & SHEAR SCAI F. 3/4' = 1'-0' NAIL TOP AND BOTTOM. SCA, F: 3/4" = 1'-0" SCAT F: 3/4" = 1'-O" SCALE 3/4' = 1'-0" BOTTOM. NAIL TOP AND BOTTOM. 1 EXTERIOR 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 NAILS1/1 AT SOLID BLOCKING TO BEAM PLYWOOD PLATE NAIUNG PER PLATE NAIUNG PER +>L41AA7VYuf SHEARWALL SCHED. TYP. SHEARALL SHEATHING & SHEARWALL SCHED. TYP. SHEARALL SHEATHING & TOP SPUCE PLATE II SEE 5 NAILING PER SCHED. RIM TO TOP PLATE I NAILING PER SCHED. RIM TO TOP PLATE JOIST HANGER A35/LTP4 PER A35/L1P4 PER JOISTS THIS SHE. AT NON BEARING WALLS SHEARWALL SCHED. SHEARWALL SCHED. PANEL BLOCKINGHEADERS - MAY BE II`IiiL� ilr,Ir pI 'I �1�,j�+�AS '�11�ii'�I\� =Mit=12� REQ.AT BEARING WALLS ATTACHED TO KING STUD STUDS6" O.C. TYP HEADERS: 2 2X8 3 2X8 0 2X4 WALLS ®2X6 WALLS W/HUC A35 CLIP: (2) 2X4 HANGER MIN. OR A34/ .' 1 .1 �' '-`i !" BUNDLED JOIST PER JOIST PER " U.N.O. UNLESS NOTED 1� KING STUD-TYP. / OTHERWISE PER PLAN PLAN PLAN JOIST PER PLAN TYP. ! ! JOIST PER PLAN TYP. JOISTS (2) 16d 0 12' i BLOCKING AT 48' i 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 JCAST ;: SHEATHING AND NAILING ,% AT BEARING WALLS AT NON -BEARING WALLS TRIMMER 0 (2) 0 UNLESS OPENINGS OPENINGS NOTED UP 5'-1" OTHERWISE TO + 5'-0" k GREATER II PER WIDE PLAN (1) TRIMMER STUD + PER SHEARWALL SCHED. PER SHEARWALL SCHED. • SC • : 3/4" = 1'-0" NOTE: FIRE AND RATING INFORMATION ARg1. SOUND PER SCALE: 3/4" = 1'-0" SCALE: NONE 61 TYPICAL PARTYWALL NOT USED 8 BUILT UP BEAM 9 TYP. CONN. TO WOOD BEAM 10 TYP. HDR. AT STRUCT. WALL 71 UPPER WALL PLATE NAIUNG PER BEARING/SHEAR PER WALL WALL PLAN NOTE: SEE ARCH. AND BLOCKING REQUIREMENTS FOR STAIR DIMENSIONS 0.148"X3.25" S0 4" O.C. STAGGERED UNLESS LESS HANGERS/HARDWARE ARE SHOWN ON PLANS, SHALL BE BEAMS BEARING ON STUD ANCHORED W/(4) 8d TOENAILS WALLS SCHED. FOR UPPER WALL FLOOR NAILING PER AND SCHEDULE y L = HORIZONTAL RUN W' MST37 STRAP 1. I 2X12 STRINGERS 5X14 LVL STRINGERS FOR FOR L<84 4 84"< <140" STRUCTURAL NOTES P.E.N. -------_________.._____.__,.__ PER UPPER WALL L TOP PLATE 2X BLOCKING TYP. TOP PLATE CONT. RIM JOIST ----- A35 TOP PLATES BEYOND w— nJ, t1117 r II1J -- 1 -- �)I1 ____•'__ BEAM BEAM PER PLAN PER PLAN — — — _ i1 I I i ------- WALLSTUD / MIN. _.._..__.... / ,Y --= FLOOR`�/ DIAPHRAGM EDGES 'I ■ ■ - - - - - - - - ■ ■--�--�- - 1� \ / 1BLOCK • LANDING "ME IS" I I'i '—' STRINGERS 2x 2X RIM JOIST I f PROVIDE (4) LTP4 BEAM PER PLAN PROVIDE LTP4 • • , 1 EACH SIDE OF BEAM (4) EACH SIDE OF BEAM BEAM PER PUN (2) 8d TOENAILS AEI (2) 8d TOENAILS ,� I I I f '—_—_ IVI lul _------ IVI II ICI '' II 1i-- EACH SIDE EACH SIDE PER PLAN 2x BLOCKING - I I , r 1 POST PER PLAN (2) STUDS U.N.O. III P.E.N. PER LOWER WALL ON PLANS EXTERIOR WALL INTERIOR WALL WALL AND CEIUNG BEAM/HDR 0 SIM. W = WIDTH 1 1114' 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:A3) BEARING/SHEAR WALL PER PLAN AND SCHEDULE TYP. TOP PLATE TYP. TOP PLATE SCALE: 3/4" = 1'-0" 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 PER PLAN WALL WALL PLATE NAIUNG UPPER WALL: PER BEARING/SHEAR WALL SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE SCHED. FOR UPPER WALL AND NOTE: NO WALL SCHEDULE ABOVE AT SIM. SEE ARCHITECTURAL FOR ALL FLASHING DETAILS P.E.N. PER UPPER WALL FLOOR NAIUNG PER CONTINUOUS STRAP FLOOR NAIUNG PER P.E.N. PER UPPER WALL pp: POST - WRAP PER STRUCTURAL NOTES BEAM PER PLAN DRAG STRUT PER PLAN 1 3/4" PSL STRUCTURAL NOTES P.E.N. PER ►e • ARCH. LOWER WALL tli ': ----- —_,I- BLOCKING — 6X6 POST WITH 2X BLOCKING t DIAPHRAGM NAIUNG BEAM6- ALIGN WITH __�' CENTER OF WOOD OR �� DIAPHRAGMLEDGES III 18 ■■ a POST II 11 BEAM/HDR 0 SIM. i JOIST �. JOIST JOIST PER TO TOSIMPSON A35 TO TOP PLATE EKG. BEYOND TRIM RE: ARCH. PER PLAN PLAN -TYP. SPACING PER SHEARWALL SCHEDULE PER PLAN P.E.N. PER LOWER WALL r PANEL SHEATING/NAIUNC TO MATCH LOWER I () 5/8" DIA. EAM EPA TO POST V�j POST CAP �� 6' LAG SCREWS x WALL SHEARWALL BEYOND AT 24" STAGGERED O.C. WALL AND CEILING LOWER WALL: BEARING/SHEAR WALL PER CEIUNG HOEDOWN STRAP PER PLAN SHEAR WALL SCHED. (TYP.) PER ARCH. 18 ARCH. PER PUN AND SCHEDULE VD SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" S1'A1 F: 3/4" = 1'-0" 2X LEDGER SCALE: 3/4" = 1'-0" JOIST PERPENDICULAR H F--1 OA g /?.../ z_____ SCALE 3/4" = 1'-0" 16 SHEAR WALL TO BEAM 17 TYPICAL DRAG STRUT 18 19 LOAD TRANSFER DETAIL 20 TYP. SECTION AT DECK FRMG. a I ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) r U &-.' c., Ts� yro z o LIA ¢ 0 0 n \ o L03/09/10 oai JOB4: 1 001 4 II PHASE 1 REVIEW COMMENTS DATED 5/13/2010 PiiASE 1 PERMIT SUBMITTAL 0 o a w O 7, PLOT: 05/27/10 m a CAD: THE w °z ' ' V 1 ramie rl S9.O UPPER WALL: WALL PLATE WAXING PER BEARING/SHEAR WALL PER PLAN AND SCHEDULE SCHED. FOR UPPER WALL 2X LEDGER W/ (3) 12d FLOOR NAILING PER TO EA. STUD U26SLD30 STRUCTURAL NOTES P.EN. PER UPPER WALL ROOF EDGE NAILING \ VENTED BLOCKING PANEL i. - PER DETAIL 19/S9.1 FRAMING PER RIM TO TOP PLATE PLAN I SCHEDULE lki PER SHEARWALL 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 NOTE FIRE AND SOUND RATING " 2x8 FLAT VALLEY ATTACH TO OVERFRAMI - ROOF SHEATHING/DIAPHRAGM SEE 16/S9.1 INFORMATION PER ARCH. 8d AT 6 O.C. TRUSSES W/(3) 10d PER 7/S9.1 Sd 0 6"OC / L PRE -FABRICATED — — — -� f 2X4 W/ (2) 0.131" X 3" ROOF TRUSS 0 GT Bd TO BLOCK - TYP. NAILS TO EACH TRUSS TIP. 24"0C (TYP.) 1 ►'. RE: 10 S9.1 FOR FRAMING ANGLE,(. ATTACHMENT BETWEEN (2) 2X BRACES 0 SHEARWALLS TM. \ pl 11 1.1 1r 1 \1f�\ 2x8 RIDGE BEAM ATTACH TO VAI I FY IF ill i 4 �� zr MEMBERS BE W/(4) 8d TN) �I'SRE: I DRAG TRUSS PLANla,-- ,till or YPARTY ICAL PAR ,.,,_.. I11111111.11r I �1 I ��U.N.O. DRAG A35 W/(12) (.131"DIA.X1 SHEARWALL RE: 8dX1 PERPLAN� PLAN 1/2") TRUSSES 1/2"NAILS 0 48"0C . ` II `I Fib f •t I,, 1,\�1_I _ `` :\ '� PROVIDE BLOCKEDL...=.t OPNG FORTRUSI ATTIC VENTILATION. HANGER PER icaltvA: EXT. I �..LAN �,O.2'x4' TRUSSES PER p� DIAG. BRACE 0 8' O.C. W/ END WALL/DRAG TRUSS -DESIGN FOR 150 (e) 0.131" t 0.131"X3" X 3" TO BLOCK TOENAIL 0 6" O.C. _ ' CONTINUE ROOF UNDERNIEATHpENFABRICATION OVERFRAMING. SHEARWALL \PER PLANGABLE PLF DRAG LOAD APPUEAO TOP CHORD AND TRANSFER TO BOTTOM AT SHEATHING SHEARWALL AND NAILING PER 1 0 ROOF TRUSS 0 — — — — ' GIRDER TRUSS 2x RAFTER (3) 8d (USE 2x4 0 24"OC W/ TN 0 EA. END IF SPAN < 6'-0" 24"OC SCALE: 3/4"= 1'-0" NOTE: GT HAS BEEN DESIGNED TO TRANSFER REQUIRED LATERAL LOAD. CHORD CA EL SCHED. TYP. 6 7 ii OVERFRAMING 2x6 IF SPAN > 6'-0"). 8 TRUSS TO GT CONNECTION 9 A LS BETWEEN BRACING 10 TRUSSESLLEL PARTY WALLSC\J 0 FRAMING PER NOTE: FIRE AND SOUND RATING Sd 6 O.C. GIRDER/DRAG TRUSS OVER -FRAMING PER PLAN W/ CONT. DOUBLE TOP CHORD !- INFORMATION PER ARCH. 8d AT 6" 0.C. TO BLKG. 2X8 0 ARCH. (2) 16" O.C. " GWB RAKE EA WALL SIDE PER PLANW/ \ \ A35 0 48" ..C. \ \\ 150 SHEAR DESIGN TO PLF TOP TRUSS BY OTHERS LOAD CHORD PARALLEL w = N \ \ 8d 0 6" 0.4. I \ 2X VENTED B► G. O \ NAIL TO RAF RS \ 2) 12d EACH SIDE ROOF TRUSSES ` d \ PER PLAN \'� ALA, X oOil TRUSSES PER PLAN\ ��il►`=-�- ' ........ OVER FRAMING ...... AS REM. ��i��i IllElar� ROOF TRUSS PER PLAN TRUSSES PER PLAN 11 I, SIMPSON H2.5 0 48" O.C. OVERHANG PER ARCHITECTURAL SEE 0.131"X3" TOENAIL 0 6" 0.C. BLKG. TO TOP PLATES 0 0.131"X3" BLKG. TOENAIL Q 0 6" O.C. HANGER DSC DRAG STRUT - LTP4 0 24" O.C. AND -4 TYPICAL PERPENDICULAR SHEARWIALL TO TOP AND SCHEDAIU PLATES N PER BEARING SHEARWALL PER PLAN WALL BEYOND r SHEAR WALL SCALE: 3/4" = 1'-0" / SHEAR WALL SCHEDULE TYPICAL 11 DRAG TRUSS TO WALL 12 DRAG STRUT TO TRUSS 13 14 RAISED HEEL TRUSS TO WALL 15 TRUSSES AT PARTY WALLS f •,. 1.e_d.. 88 006.88C0. C. �. ` �� ROOF ROOF FRAMING PER PLAN PER PLAN ; TRUSS BLOCKING PANEL ROOF TRUSSES ROOF SHEATHING PER IEAVE AT 48" O.C. SLOTTED HCLE W/ NAIL IN TO ALLOW (2)' 122X4 EA END STRUCTURAL NOTES, SHEET 51.0 BLOCKING iiVr PER ARCH. PER PLAN . VERTICLTRUSSMOVEMENT EA BRACE2X4BL1CG048" 2X4 EDGEWISE W/(2)6d TOENAIL 2X4 0 48" 0 24' O.G --_--- -- — — - --- 11 — _ --- 11 \ ROOF FRAMING PER PLAN RBPC ROOF BOUNDARY - . EA END (6) 12d GABLE END III , PROMDE (2) 2X4 DIAGONAL BRACE TRUSS 111 1 rill CUP A 48"O.C. \ AT 4' O.C. rkr (6) 10dX1 1/2" (.148"DIA.X1 1/2") PER FLAT 2X BR NOTES 12d 0 6" O.C. DS DRYWALL STOP TOP PLATE TO WALL 11 8d O fi' O.C. BELOW ' _�'lg. `a'a_I ■ ■ ■ �n+,���1' a TOE.NAIL2X �TO 1RUS5. i 1•I I•I 4� • lid • ‚•fr* EACH SIDE X3 1/4") _. all II 11 ••12d 11 H I(.148DIA �< \ H2.5 O 48" 0 C W/(5) 8d (.131X7 1/2") TRUSS 8d (.131X1 1/2") BEAM/HDR 0 SIM. TOP PLATE ARCHITECTURAL BLOCK AS REQ'D FLAT12d 0 6" O.C. T.N.'SIMPSON SEE SHEAR WALL NOTE DIAGONAL BRACE REQUIRED PANEL EDGE WHEN CROSSWALLS ARE GREATER THAN 8' APART FOR A 2X4 FLAT BRACE NAILINGW/(5) A35 0 24" OR A35 FRAM'G I ANCHOR 0 2' 0" O.C. W/ (6) 8d I SCHEDULE SHEAR 16" +/- HcD CAUNG FASTENERS BACK FROM WALL TOIL ALLOW y / � CHORD ��� ~ 10' APART FOR A 2X6 FLAT BRACE SEE SHEAR WALL WALL BY SIDING/TRIMS NAILS I 12' APART FORA 2X8 FLAT BRACE SCHEDULE PERPENDICULAR SECTION WALL PERPENDICULAR NDNBEARING WALL SCALE 3/4" = 1'-0" SEE SHEAR WALL SCHEDULE 51.2 SCALE 3/4" = 1'-0" ^ W� PARALLEL / ij-cJ/ e SCALE. 3/4" = 1'-0" L,24 16 TRUSS BRACING AT END WALLS 17 SHEAR WALL TO TRUSS 18 TYP SHEARWALL TO TRUSS 19 EXTERIOR WALL AT ROOF 20 N NBEARING WALL SUPPORT a ENGINEERING INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) H. U a 0 Hro` • �o a DATE 05/27/10 0 C. o ,F1LE: 09052_E9.01 PHASE 1 RENEW COMMENTS DATED 5/13/2010 PHASE 1 PERMIT SUBMITTAL ai 0 PLOT: 05/27/10 W a J CAD: THE ENGR: THE z ► ails homes r S9.1 x IFROVIDE MO GUEST PARKING &mots itr AIDE BY tV LONG 4 — I t9.4 te. r-_,--72'037.1to,4 or / erase .7w. e10 - Atkr,z,v,t.":, e-/rArArie/c- S_CW ReA N ice,15,4'' dr/ W vie K FE ALS be, I S. 7 0 . Pi AN ete- a4.0 -AI ON 1 1 7 int 11. tr•fra k 1/44; :44 441 I-- • J a C MAN) LEMELeStaigajj' FRIA! nigfallIkA_ FINISH END OF PAVEMENT WITH CONCRETE CURB. GUTTER AND 51. WICIE CROSS SIDEWALK INCLUDING OMB WIDTH) AT INsPECTOR'S OPTION, PLACE A IAN„TODEN BARRICADE MEETING CM, APPROVAL JUST' BEYOND THE EMD SIDEWALK THE REMAINING it FROM 114E SOUTH EDGE OF CROSS SIDEWALK TO THE PHASE FM LINE TO BE riff 1 REAR YARD LANLXICAPiW3 UPON CONSTRUCT ION OF PHASE It THE. 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TiticAlla, WA 96198 Ptl% /3040004)(43, 004000-001r, 004000-0087,, entAigt004000-00940139110 0900 and 63911 I-0000 e Avastr1 1 Naa, "PHASE VII LINE" FOR garaitheoci PliRPOKS ON THIS KANTO pg LINE OF lrappRLY To Mc; EAST lite QF THE Snamemot sr. skiar...Wtt.t.INI To.f.463 Cr 4".4 401,ErN va, arena71WIT.n...in .40'4* gientillir atIOJE41.uppq sat -art arlpaintt tir • 1341" €--2 !Ow 14040/001101. Ito:04.0 --Z- 4-44 Witret'1 G:_atj Nina r.."nriff .11101.••11..11 PHASE I ( art Uri I 'IL • 'V.)) lt ati0(1'4;:l r 11/4 „,„. ricli C "'WU sityl Entirgemy 24 hyrion' ipay ROAD AND STORM SYSTEM PLAN (SHEET 1) usj n_ ant% s4ailett ,i9;t '42 er / 3se X4.7.0the 444 :or € pre 11 1311 "1:- c • ITER