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HomeMy WebLinkAboutPermit D16-0059 - OSTERLY PARK - LOT 5 - NEW SINGLE FAMILY RESIDENCE• 1MV-*A 1 LI A LOT 5 14405 34 IN S D16-0059 City of Tukwila Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 0040000088 Permit Number: D16-0059 Address: 14405 34TH LN S Issue Date: 5/27/2016 Permit Expires On: 11/23/2016 Project Name: OSTERLY PARK - LOT 5 Owner: Name: OVERBECK JULIA Address: 4620 S 148TH ST, TUKWILA, WA, Lender: Name: WADOT CAPITOL INC Address: 5413 MERIDIAN AVE N, STE C, SEATTLE, WA, 98103 DESCRIPTION OF WORK: Phone: (206) 787-0259 Phone: (206) 787-0259 Expiration Date: NEW SFR 1450 SQ FT LIVING SPACE, 350 SQ FT GARAGE, 60 SQ FT UNCOVERED PORCH PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY AND STORM DRAINAGE. PLAT INFRASTRUCTURE INSTALLED UNDER PW13-145. Project Valuation: $197,588.44 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $9,834.46 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: 98168 Contact Person: 2014 Name: MIKE OVERBECK Address: 4620 S 148th St, TUKWILA, WA, International Mechanical Code Edition: 98168 Contractor: 2014 Name: JMO CONTRACTING LLC Address: 13975 INTERURBAN AVE, TUKWILA, International Fuel Gas Coder WA, 98168-4721 License No: JMOCOCL865C4 Lender: Name: WADOT CAPITOL INC Address: 5413 MERIDIAN AVE N, STE C, SEATTLE, WA, 98103 DESCRIPTION OF WORK: Phone: (206) 787-0259 Phone: (206) 787-0259 Expiration Date: NEW SFR 1450 SQ FT LIVING SPACE, 350 SQ FT GARAGE, 60 SQ FT UNCOVERED PORCH PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY AND STORM DRAINAGE. PLAT INFRASTRUCTURE INSTALLED UNDER PW13-145. Project Valuation: $197,588.44 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $9,834.46 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Coder 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agyegto1ditions attached to this permit. Signature: Print Name: Date: Z7 7�1, This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 4: 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) 5: 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) 6: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 7: 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) 8: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 9: Fire hydrant installation requires a Public Works permit. 10: For all commercial, multi -family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 11: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 11/4" Pentagon open -lift operating not. (City Ordinance #2052) 12: Fire hydrants shall be oriented in the direction of fire apparatus access. 13: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 -foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 14: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: ***BUILDING PERMIT CONDITIONS*** 17: 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. 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: 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. 20: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 21: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 22: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 23: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 24: 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. 25: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 26: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 27: 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). 28: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 29: 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. 30: 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. 31: ***MECHANICAL PERMIT CONDITIONS*** 32: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 33: 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. 34: Manufacturers installation instructions shall be available on the job site at the time of inspection. 35: 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. 36: 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. 37: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 38: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 39: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 40: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 41: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 42: 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. 43: 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. 44: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 45: 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. 46: 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. 47: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 48: 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. 49: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 50: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 51: All wood to remain in placed concrete shall be treated wood. 52: PUBLIC WORKS CONDITIONS Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433-0179. 53: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 54: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 62: WATER METER SHALL BE OBTAINED FROM WATER DISTRICT#125. Sanitary sewer service shall be coordinated with Valley View Sewer District. 55: 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. 56: 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. 57: Any material spilled onto any street shall be cleaned up immediately. 58: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 59: 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. 60: 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. 61: 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. 63: Prior to final inspection of this permit, lighting fixtures shall be installed for both the building and for the temporary recreation space per the attached Osterly Park Townhomes Site Lighting & Photometric Study Phase I (dated 2/28/2015). 64: The landscape sheet submitted for this permit includes only 5 Serbian Spruce (Picea omorika) trees. The landscape plan shows a total of 10 Serbian Spruce. The number of Serbian Spruce trees shall be 10, as originally approved with the BAR -approved landscape plan. 65: 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. 66: 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. 67: A soils inspection is required after amending the soil, but before any plants are installed 68: 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 69: 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. 70: Individual meters, electrical boxes, and similar equipment necessary for project or building infrastructure shall be screened. This screening shall be reviewed during and inspection by the Planning Division. 71: A wood perimeter fence shall be constructed around the sides and rear of Phase I properties prior to final approval of this permit. 72: Prior to final inspection of this unit, landscaping and irrigation for Phase I of the Osterly Park Townhomes shall be installed per the BAR -approved plans, sheet L-1. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 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 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 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 Tukivila, WA 98188 http://www.TukwilaN 1A.,-,ov Combination Permit No. UALWO Project No.: Date Application Accepted: Date Application Expires: use COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "please print" SITE LOCATION VJ King Co Assessor's Tax No.: 0040000088 Site Address:14405 14407 34 Lane South Tukwila WA 98168 PROPERTY OWNER Name: 144th st REO Partners LLC Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Mike Overbeck Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 Phone: (206) 787-0259 Fax: Email: mike@unicornmortgage.com GENERAL CONTRACTOR INFORMATION Company Name: JMO Contracting LLC Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 Phone: (206) 787-0259 Fax: ContrReg No.: 'MExp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Architect Name: Jim Barker Address: 8715 NE 119th St City: kirkland State: WA Zip: 98034 Phone: (425) 821-7601 Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: Bruce MacVeigh Address: City: Tukwila State: WA Zip: 98168 Phone: (206) 571-8794 Fax: Email: Bruce_engr@Comcast.net LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: WADOT Capitoline. Address: 5413 Meridian Ave N, Ste C City: Seattle State: WA Zip: 98103 H:\Applications\Forms-Applications On Line\201 1 ApplicationsTombination Permit Application Revised 8-9-11.docx Revised August 2011 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 260,000.00 Scope of work (please provide detailed information): 3 Story Zero lot line townhomes, Part of Osterly Park townhomes plat DETAILED BUILDING INFORMMTION — 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. 10)t _. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 6,500.00 furnace <100k btu thermostat 1 emergency generator PLUMBING: Value of plumbinglgas piping work S_ 2 bathtub (or bath/shower combo) 1 dishwasher 2 lavatory (bathroom sink) 1 water heater (gas) 111 11 fuel type: ❑ electric © gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment bidet floor drain sink 1 lawn sprinkler system 1 clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 L.docx Revised: August 2011 bh Page 2 of 4 PROPOSED SQUARE PROJECT FLOOR AREAS FOOTAGE Basement 250 Ist floor 600 2rid floor Garage 0 carport F-16,02350 Deck — covered E] uncovered ® 60 Total square footage % Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. 10)t _. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 6,500.00 furnace <100k btu thermostat 1 emergency generator PLUMBING: Value of plumbinglgas piping work S_ 2 bathtub (or bath/shower combo) 1 dishwasher 2 lavatory (bathroom sink) 1 water heater (gas) 111 11 fuel type: ❑ electric © gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment bidet floor drain sink 1 lawn sprinkler system 1 clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 L.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ... Water District # 125 ❑ .. Highline ❑ . Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ® ... Valley View ❑ . Renton • ❑ .. Seattle ❑ ...Sewer use certificate ❑...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report El ... Hold Harmless — (SAO) ❑ ...Bond El.. Insurance El.. Easement(s) ❑ .. Maintenance Agreement(s) ❑... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ ..Con struction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ m ...Total Cut 50 Cubic Yards ❑ .. Work In Flood Zone m ...Total Fill 50 Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut El.. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut El. Backflow Prevention - Fire Protection ❑ ...Traffic Control El.. Looped Fire Line Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size ............... WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 Ldocx 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 OWNEROORAUTHORIZED AGENT: Print Name: Mike Overbeck Mailing Address: 4620 S 148th St Day Telephone Date: i (206)787-0259 Tukwila WA 98168 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME �'�' (�l'����f PERMIT # 22- 23 (/YYdS, /L11 © 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 250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water I kb & Road/Parking/Access A. Total Improvements Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards 37.5-0 $ 3 7 -5'0 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY re 51-100 $23.50 101-1,000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 2_97,T& 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 12/17/14 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) $ -57, S-0 (6) 7. Pavement Mitigation Fee $ ZR (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. 01 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 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. Z. 5-0 QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51-100 $37.00 101-1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5% of 6+8) Approved 09.25.02 2 Last Revised 12/17/14 all $ 3.o-(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 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 $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ L I ` b 5— ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. Tem orary Meter WATER METER FEE $300 Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015 -12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Tem orary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 3 Last Revised 12/17/14 DESCRIPTIONS PermitTRAK $16,722.49 D16-0059 Address: 14405 34TH LN S Apn: 0040000088 $8,310.47 DEVELOPMENT $2,349.10 PERMIT FEE R000.322.100.00.00 0.00 $2,344.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $4,696.00 FIRE R304.345.852.00.00 0.00 $1,844.00 PARK R104.345.851.00.00 0.00 $2,852.00 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 $685.09 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $139.28 TECHNOLOGY FEE R000.322.900.04.00 0.00 $139.28 D16-0060 Address: 14407 34TH LN S Apn: 0040000088 $8,412.02 DEVELOPMENT $2,349.10 PERMIT FEE R000.322.100.00.00 0.00 $2,344.60 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 IMPACT FEE $4,696.00 FIRE R304.345.852.00.00 0.00 $1,844.00 PARK R104.345.851.00.00 0.00 $2,852.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $783.59 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $37.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $37.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 Date Paid: Friday, May 20, 2016 Paid By: SIDHU HOMES Pay Method: CHECK 5014 Printed: Friday, May 20, 2016 3:14 PM 1 of 2 t+ W SYSTEMS Date Paid: Friday, May 28,2OlG Paid By: S|DHU HOMES Pay Method: CHECK 5014 Printed: Friday, May 20, 2016 3:14 PM 2 of 2 DESCRIPTIONS 1 PermitTRAK $3,047.98 D16-0059 Address: Apn:0040000088 $1,523.99 DEVELOPMENT $1,523.99 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,523.99 D16-0060 Address: Apn:0040000088 $1,523.99 DEVELOPMENT $1,523.99 PLAN CHECK FEE R000.345.830.00.00 0.00 TOTAL FEES PAID BY RECEIPT: R7855 $1,523.99 $3,047.98 Date Paid: Tuesday, March 08, 2016 Paid By: MICHAEL OVERBECK Pay Method: CREDIT CARD 187390 Printed: Tuesday, March 08, 2016 12:50 PM 1 of 1 -. rsrsrenns INSPECTION RECORD C-2 Retain a copy with permit DRIP IP INSPECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request line (206) 438-9350 Project: 0 MR K Type of Inspection: v i L -DM Ct FINAL - 1NALA6.,57E)q Address: ddress: Date Called: ® R L -Y PARK Special Instructions: Lim 1' Date Wanted: CED z-1 4_-17_ p.m. r- /Z/V&5 �/ Requester: ter: 1 Phone No: 2-W- - 79 7 - �J toApproved per applicable codes. LJ Corrections required prior to approval. OK- is ocev py I Inspector: Date: / v REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address:Date i 71 1"A l l -. ytn�" Called: Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: I AcC�-ss REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: 6t U6, GY I S Ad-dress.Ll -i 0-�- 3 / �j'A b, ...7C Date Called: ' �y -7 Special Instructions: Date Wanted: a. m. If 1 -2-, P.M. Requester: J IC, Phone o: Approved per applicable codes. 1-1 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. dw INSPECTION RECORD Retain a copy with permit 1%"C -VON N0, PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd— #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: r Y 10A Tyne of Inspection: A' 1- Address: 7M tAJ -5 Date Called: Special Instructions: 7.s, Date Want a.m. / p.m. lRequestet: Phone No: ®Approved per applicable codes. E Corrections required prior to approval. 1 1 VI REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: �it2K fC 6 Address: Date Called: Special Instructions: Date Want d: a.m. Lop` / i p.m. lRequister: In Ike PhoneNo: ,6 70— 02 ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ! _ Retain a copy with permit A� I CTION NO. PERMIT NO. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Mi-ww-1 1K Type of Inspection: S DPAf& �nd"� L Address:Date Called: Special instructions: �-- Date Wanted: a.m. p.m. Requester: Phone No: 5aApproved per applicable codes. 1-1 Corrections required prior to approval. pector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSTETCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: I -t✓ & tC6M Type of Inspection: Address: SIO 17-1 Date Called: Date Instructions: Date Wanted: a.m. 1 % p.m. —1/ Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: Date:® REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Cat[ to schedule reinspection. INSPECTION RECORD (6) Retain a copy with permit M INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: !d. Date Called: Special Instructions: G Date Wa ted: a. !7 p.m. Requester. Phone No: DaApproved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit [T), 6 �6�p INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: T e of Inspection, -K 9vt I%IX(6- !I✓✓1I- Address: Date Called: Special Instructions: Date Wante .m f �;17 m. Requester. Ike Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: aA l 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. V 10 - INSPECTION RECORD Retain a copy with permit PE N N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:`�• Type of Inspection: r ddress: Date Called: Special Instructi ns Date Wnted: a.m r— - 7-3 Requester: Phone No: ❑ Approved per applicable codes. .orrections required prior to approval. • i MINT NT El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. n INSPECTION RECORD /46 1 Retain a copy with permit Pik `00� INECTIO N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ph1� � _ Type of Inspection: Alddress: ' �gHcqk��f Date Called: pecial Instructions: Date1 Wanted: f a. 1 7 p.m. Requester: Phone No: ffl Inspector: 1�fz Dater-24`(7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ! Retain a copy with permit INSPE ION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Approved per applicable codes. 1:1 Corrections required prior to approval. IInspector:11_ W' IDate: I ?//` Z' IOk I El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 11)16 _ 00S� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' A— Type of Inspect'on: Vn-i S� Address: A/1/6 s- -3 q M Date Called: Special Instructions: Date Wanted: a.m P.M. Requester: Phone No: 50 Approved per applicable codes. ll Corrections required prior to approval. Inspector:v" ! Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 7 INSPECTION RECORD Retain a copy with permit R MITT N INSPECTION N0. PERNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: O � Typa-of Inspection': N' S t✓�f�'TIQ7v Address: Date Called: Special Instructions: J / Date W t a. IiFe—questifr: Phone No: L/NApproved per applicable codes. Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORDFW �I Retain a copy with permit !��'' ©as -q INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: k Type f Inspection: /aL� 1U Address: Date Called: Special Instructions: r Date Wanteis / .m Requester: Phone No: FMApproved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: Date: 2 //c ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date Called: Special Instructions: Date Wante MKIlif p.m. Requester: Phone No: LeNj Approved per applicable codes. Ll Corrections required prior to approval. COMMENTS: Inspector: Date: /� vJn REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 7 Retain a copy with permit 1 -,,, _IT INSPECT N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 i&&4 /ad a0ft61A;- Project: Ze"n9L -� Type of Inspection: i Address: �3 17+ S Date Calle : Special Instructions: j Date Wanted: / arlml. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. IInspector: /1 A- N IDate: 0-7C.// /i< REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit11 / UO INSPE ION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 7 m /1 iz Type of Inspection: /1S j'CPl�C, /A/ Address: /,91/67-30174 Date Called: Special Instructions: Date Wanted:/ a. P.M. Requester: Phone No: PX Approved per applicable codes. 11 Corrections required prior to approval. F] REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD -00�g7j Retain a copy with permit�16 INSPFZTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ElApproved per applicable codes. 1:1 Corrections required prior to approval. Inspector: Dater /fin REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 0 Retain a copy with permits INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Approved per applicable codes. 21Corrections required prior to approval. ta/AJi Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. ,7' INSPECTION RECORD Retain a copy with permit INSPECTION NO. - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Z�2L A T e of Inspecti n: ls¢I c=c Address: y off' 31 7N Date Called: Special Instructions: /�r Date WanG�✓ .m. KV/Z Requester: Phone No: MApproved per applicable codes. Corrections required prior to approval. COMMENTS: Ci Inspector: ADA/A Dater REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit [I/I '®d INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: t K Type o spection: Address: Date Called: Special Instructions: /�� G(!� Date Want ,/ `/ a.m :11 /W p.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. Inspector. Date ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: SsL�22 Are ) "'"�•d�- Type of)nspection: Address: 1440i;'- q Date Called: Special Instructions:l C 01— Date Want lg— �/ P.m. Requester: Phone No: ElAppr*ved per applicable codes. a Corrections required prior to approval. I paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit N6 m OV INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 5 r4X Typg of Inspectiio%: r I <Gf�r1f /; PLid &%N 6' Address:_ i Date Called: Special Instructions: Date Wa m p.m. Requester: Phone No: nApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date:ell ?116 1 F] REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Z�- PA rte Type of Inspection: Address: dr Z -J Date Called: Special Instructions: lU% s Date Want 7 7 / a.m. U .m Requester: Phone No: nApproved per applicable codes. F-1 Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD f Retain a copy with permit�16-0a-q INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 4Approved per applicable codes. EJ Corrections required prior to approval. Date: -)17--7 )/Z% REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit P16 �' SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje- ()STy� S c�� Type of Inspection, � f-- s is 6 Address: I d * Cfttefe . Date Called: Special Instructions:�� Date�Wantg a.m. // p.m. Requester: Phone No: Inspector: t/ c Date: 6 i �( ( g REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. W INSPECTION RECORD WRetain a copy with permit 'NSPECrION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (06) 431-3670 Permit Inspection Request Line (206) 438-9350 (9G"dq tja rr -- Pr 'ec : K Typef Insp ction: o� A7dr�esG� Date ailed: Special Instructions: Date Wa ted: a.m. --� — p.m. Requester: Phone No: Inspector: Date 6 / ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 916-00-1 r1col- INSPECTION RECORD Retain a copy with permit SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 DIVISION (206) 431-3670 ®� t: � Type of Ins ct� Address. Lf Q r �o Q l Date Called: Special Instructions: Date Wanted: a.m. a ✓ 7- p.m. Requester: Phone No: ..Inspector: 4K� 1 Date: 6-7-1,6 _,7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD rk)Retain a copy with permit 'INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Pro' : S'k= � /%��� 1 Type of Inspe tiM: 0 �d e s 0 3 ��� -` Jd Date Called: Special Instructions: Date Waned: a..rn. ' p.m. Requester: Phone No: ' linspector: V 0 ; luate: L- -1 f I (_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address:'�, Suite #: L-�7 �%c (ice Contact Person: Monitor: Pre -Fire: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: CrNtw> Occupancy Type: Fir" �.t4r\/6-D 160,J) 1 Cff?,� 41 ke, Un i Gin U/?rrr a q g, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: inspector:,�,� �;r 1 Date: ' I Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:, -,ter Type of Inspection: Address: ' Contact Person: Suite #: 4� Pre -Fire: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: '_ Date: j' — Hrs.: 0 i $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Willing Address Attn: Company Name: Address Ci State: Zi Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113-- C C 5 e 18 B19 at East Ga ages _ /der shade area) "{ ° B ,. a _- r ----B . Plan View sol. 1' le. Slcula— values ind— di—rd id.rma.ded ...pen.— Color: Bronze ALED5T78N High output LED p111 lop area IigM with IES type V circular dislribW°n. Wide and undarm 360 degree pahern id•aI (°r large seaings area s sucl, as parkirg 1°6, corpnate parks, and rata) LED Info Driver Into Watts: — Type: Censtam Current Cd°r Temp: 4—(Neutral) 12- 0.74A C°lar Accurz 82 2— OA)A L70 L(e,p— 100000 240V: 0A1A LM79 Lumens: 5874 271: 0— E—,: 66 LPW P. Watts: 90W 'Elrlc —: 0)X Type A � II G (On Pole 11' AFG) Color: Bronze WPLED52N Pr°Ka: LED DOWNLIGHT Fi—Type: NEW CONSTRUCTION LED 52W Walipaeks. 3 a:IW 1pbels. Patent P,mdnS Ih"mwl maMi9-11 systom PRODUCT DESCRIPTIO. Dedirobd LED, A41.0-16do hooting leg Iligh, I00.000'nour L70 lifespan. 5 Year Warranty nrl cion wilhi .ag Sh olNw Koval oq °u wr lar f�' r2 x b n.rtu iw• C° ba III s Color:brorae {. Wcg,t 17.61bs DIMENSIONS Driver Into LED Info Type C (Recessed @ 2A'1 ryua Constant Cuunnt %Ve.. 524N 4.1:1 120V. 0.51A Color Temp: 4000K(Neulsal) 208V. 0.33A CeW A.a:rary. E2 CRI Type B Z40 0.29A L70 100.000 2 -PIECE BROWN LW9 M �VNlalts 80WA EP �umom N E5loioncy: 87% METAL HEAT (On SINKS/CIRCUIT BOARD 2 AFIG)@ 12, MOUNTING BRACKETS, 6 CIRCUIT BOARDS L ICI G Julia 6" IC 900 LUMEN Pr°Ka: LED DOWNLIGHT Fi—Type: NEW CONSTRUCTION IC922(EDG4 RECESSED HOUSING Mex/Min LENSED TRIMS PRODUCT DESCRIPTIO. Dedirobd LED, A41.0-16do hooting leg Iligh, ^=� nrl cion wilhi .ag Sh olNw Koval oq °u wr lar f�' r2 x b n.rtu iw• C° ba III s c mpl ily r dwlh v IVlloa •Fully of dhaVemg .lop ° .Id •.l1Vp6°n d oir, r.dvaing h.amg Ih. {. and o'v Lading cm,. wilhou, v.• of oddlrwad g°a4eu•lED hwrlag is d..lgaadago.id. 50,000 hour. mmy.londwd Ivno Irirm • 5 yeor limimd walr'onry DIMENSIONS LD —^- Type C (Recessed @ 2A'1 AFG) 1.610 REVIEWED FOR ODE -COMPLIANCE r' APMOVED MAY 2 4 2016 STATISTICS (See Plan View for Statistical Area Designations) Deseripllon Symbol Avg Max Mln Mex/Min AVg/Min A P.. 70fc 1491. 161. 071 40.1 . el 7.71. 14.611. 1.9m 77:1 41:1 .. 38 f. 53 h: 1.6 f: 3,3'1 2A'1 6.6 1,, 13.41. 1.610 6.4:1 4.1:1 LUMINAIRE SCHEDULE OSTERLY Symbol Label Qty Catalog Number Description Lamp File Lumens LLF Watts ALED5T78N(TYPE CAST BROWN PAINTED SIKWHITE MULTI -CHIP • A 8 V) METAL POST TOP LIGHT EMITTING DIODES itl80201ies Absolute 1.00 89.5 FITTER WITH 3 (LEDs), AIMED 5 - FABRICATED BROWN PAI NTED METAL DEGREES BELOW THE HORIZON. VERTICAL POSTS, CAST 2 -PIECE BROWN PAINTED FINNED METAL HOUSING, 6 CAST METAL HEAT SINKS/CIRCUIT BOARD MOUNTING BRACKETS, 6 CIRCUIT BOARDS EACH WITH 1 LEDAND MOLDED PLASTIC CIRCUIT BOARD PERIMETER OVERLAY WITH SPECULAR FINISH, MOLDED PLASTIC . REFLECTOR WITH SPECULAR FINISH AND I APERTURE PER LED, CLEAR FLAT GLASS LENS IN CAST BROWN PAINTED METAL FRAME_ WPLED52N/ CAST FINNED METAL TWO WHITE MULTI -CHIP B 12 ALED52N (15- HOUSING.2 CIRCUIT LIGHT EMITTING DIODES M79749.ies Absolute 1.00 60 DEGREE UPTILT- BOARDS EACH WITH I (/yLEDS),TILTED55- STANDARD LED, MOLDED PLASTIC VEGREESFROM CUTOFF) REFLECTOR WITH SPECULAR FINISH AND VERTICAL BASE -UP POSITION. 1 OPTICAL COMPARTMENT WITH 1 APERTURE PER LED, CLEAR FLAT GLASS LENS IN CAST BROWN PAINTED METAL LENS FRAME. IC9221-ED-1K- LEDAIK WITH 239- 11 . C e 1.239W -WH 6' IC LED HOUSING LENSED TRIM ICg22LEDG4- Abe.lule 1.00 16 41K -1-239W. 1K 1«239W- OSTERLY PARK TOWNHOMES SITE LIGHTING & PHOTOMETRIC STUDY Phase I Photometric Calculations: Horizontal Footcandles, at grade (measured at 4' horiz. and 4' vertical intervals) Osterly Park Townhomes 3429 S. 144th Street Tukwila WA 98168 Client: Mike Overbeck 4620 S. 148th. Street Tukwila WA 98168 Lighting & Photometric Calculations by: David Butler, LC, MIES ofuWa,, 206-784-4821 VG DIVISION I david.butier.lc@comcast.net Dll2 n8/2015059/bl4--00(00 LL 09/22!2002 15:31 4255217601 T"14 6Y�.�1 CX"UJ rctVIEWED FO.R ;OAEPOMPLIANCE • ROVED MAY 2 4 2016 BUILD NG DIVISION ION COR EC b l �' CAREER AINA pita rLc. 11N tit. kirldn CRKA1 PAGE 01 rlL C -mm CITY OF TIUKWILA MAY 10 2016 )os�j PERMIT CENTER I T IE- C r s A*. wao 9114134 1121*7640, 41-9 • Osterly Park townhomes Plant List FILS Building 3 (14405-07) / Building 4 ...same for each unit 1. Serbian spruce (6-8 Ft ) 10 ct 2. Bowhall Maple 2-3 Cal 1 ct 3. Top Banana Rododendron 5 gal 8 ct 4. Plum Passion Heavenly Bamboo 5 ct 5. Blue Wave hydrang 5 gal 6 ct 6. Big Blue Lily turf 1 gal 14ct 7. Magic Carpet Spirea 10 ct 8. Wheelers darf Tobira 6ct 9. FirePower heavenly Bamboo 2 gal 18 ct 10. Feather reed Grass 1 gal 19 ct 11. Ground cover - REVIEWED—FOR :ODE COMPLIANCE APPROVED MAY 2 4 2016 City of Tukwila BUILDING DIVISION CORRECTION b ( ` 00" LTR# r CITY OF TUKWILA MAY 10 2016 PERMIT CENTER May 6, 2016 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnic 14245 59' Ave. S. qty nib ti v_ - - Tukwila, WA 9816$ Cell: (206) 571-9794 �4AY 2 4 2016 City of Tukwila Building Department Attn: Plans Examiner/Building Inspector Subject: Inspection of Building Foundation Soils 14405 34th Lane S and 14407 34th Lane S. (BuildingB-2!2/13-23), 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 foundation footing soils for the above building were observed. The entire building footprint area was excavated and- available for inspection. The cut was typically 24" deep relative finished grade level, enough to place the footings comfortably below necessary 18" frost protection depth. All observed soils were identified as the compacted pit run structural fill imported and placed on the site over the last two years. This was observed and verified in all excavated areas for the building. The soils as observed in all areas were as required during the fill placement/ compaction and may be rated as properly compacted structural fill. As per the intent of the original fill placement and compaction, the soils at foundation depth are suitable for foundation support. Since the building will have slab on grade first floors, floor portions of the building footprint will have to be refilled with compacted structural soil, within the foundation. The excavated soils are suitable for this re -use. The following may be concluded: CORRECTION LTR# 1. The base soils are in good condition and will provide good foundation support. An allowable bearing pressure of 2,000 psf is recommended. All loose soils must be - scraped clear prior to the footing pour. 2. Foundation and slab supporting excavations for future buildings should be test excavated prior to full foundation excavation and the compacted structural fill found to be consistent and suitably dense. Attached are photographs taken during the site visit. Questions relating to this matter may be referred directly to this,office. OLA _ �F:11=t%11w m CITY OF TUKWILA Sincerah, Bruce MacVeigh, P.E. Civil Engineer lbl(o�-Oosl MAY 10 2016 overbeck1719 9 RV45T CENTER RYDIbC �7rw I i f } 16, 11 R t µ Aliy A 9 � � ��S u'FI � J ' � l d � \ �'tik t 4• I i FILMIiIIIIIIIIIIIIIIIIIII IkTAI a LIVA J MEMO DATE: July 3, 2014 PROJECT: Osterly Park TO: Overbeck Propertie-o ATTN: Mike Overbeck CC: REVIEV4ED FOR CODE COMPLIANCE INC. ApPROVED Nickerson St. n MAY 2, 4 2016 n �. ,-- {{ C 98109 1 cT- FILMIiIIIIIIIIIIIIIIIIIII IkTAI a LIVA J MEMO DATE: July 3, 2014 PROJECT: Osterly Park TO: Overbeck Propertie-o ATTN: Mike Overbeck CC: REVIEV4ED FOR CODE COMPLIANCE INC. ApPROVED Nickerson St. n MAY 2, 4 2016 n �. Suite 302 Sui Seattle, WA {{ C 98109 • Cay ofTukWt (206)285-4512(V) (206) 285-0618(F) ON4 ffixemateaton@ctengineering.com FROM: Todd Eaton RE: Osterly Park - 2012 IBC ATTACHMENTS: Richard, PROJECT NUMBER: 10014 ^ECEIVED CITY OF= TUYWILA MAR 0 8 2016 PERIVIIT' CENTER None 07/03/2014 We have reviewed the 2012 IBC with regards to the loading criteria and wood framed construction (Chapter 23). The 2012 IBC reference standard for loading criteria is ASCE% 10, while the 2006 and 2009 IBC reference standard for loading criteria is ASCE7-05. Items that remain unchanged and those that have changed but do not affect the structural design include: • Live Loads and Snow Loads in ASCE7-10 are unchanged from ASCE7-05 for single family residential structures in the Puget Sound Region. • Seismic design parameters referenced from ASCE7-10 uses 2008 USGS hazard data while ASCE7-05 uses 2002 USGS hazard data. The resulting base shear calculated using ASCE 7-10 is equivalent to that under ASCE 7-05. • Wind speeds referenced in ASCE 7-10 are now shown as ultimate values. IBC 2012 Section 1609.3.1 provides an equation to convert ultimate wind speed to allowable design level. The result is that the Vult = 110 mph is equivalent to the Vasd - 85 mph. • IBC 2012 and IBC 2009 both reference AWC SDPWS-2008 for nominal unit shear capacities for wood -frame shear walls, therefore the wood framed shear walls remain unchanged. • IBC 2012 references NDS -2011 for allowable stresses for lumber, while IBC 2009 and IBC 2006 references NDS -2005 for allowable stresses for lumber. The allowable stresses for lumber in NDS -2011 are unchanged from NDS -2005 and NDS -2001 for the lumber species and grades specified in the plans and used in the calculations. The existing structural design conducted under the 2006 IBC and 2009 is not affected by modifications to the 2012 IBC. The current design for the house plans is in compliance with the 2012 IBC. Construction documents (i.e plan sets) should reference the 2012 code. Sincerely, Todd R. Eaton, PE Structural Engineers M:\10014 Osterly Park\documents_out\2012_IBC_MEMO_2014.07.03.doc I Structural Engineers In 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #10014 STRUCTURAL CALCULATIONS Osterly Park Townhomes — Phase 1 3429 S. 144th St. Tukwila, WA Design Criteria: g T GRI WA 'w I W ssI L ANAL IBC 2012 Wind: 110 mph (ULT) 85mph (ASD), Kzt=1.0 Seismic: Ss=1.49, S1=0.56, SDC=D, R=6.5 Roof Snow Load = 25 psf Architect: Barker Architects A.I.A. 8715 NE 119th St. Kirkland, WA 98034 Ph: 425.821.7601 ENGINEERINGNEIMUMN Structural Englneere 1B0 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) . . . . . . . ... 2 2X8 HDR 2 2X8 HDR j1-4FDR — — — — �2) B — 16 I #10014: B1, B3: Roof Framina Plan 3/16"-1'-0" ENGINEERING� (2) 2X8 HO QBL 2X12 -M - 2M A -W --CLC DBL MU2-JSL DBL -2X1 2 JST 2X12 JST R T, 2 1 Lf= P6 (2) 2X12 0 16' O.rQ- Structural Engineers 180 Nickerson Street Suite 302 Seattle, TA 98109 206.285.4512 (V) 206.285.0818 (F) 59.0 T37 IS --T (21 2X8 HDR w 00 7; iE M. 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Structural Englneera 180 Nickerson Street Suite 302 Seattle, WA galog 206.285.4512 (V) 206.285.0618 (F) .l i I�L..II. !�!�i�ll. .Ill�i��!.._IL. ill I .I�!.. II._.I�! t_ II e. L,�L3/ Co Co X to Z211i 1Y-M—M-BEAW-:-- F TF �I(f, T I x-11- II I] I' Co (2) ILI P4 7 X2 0 12' O.0 DP-V.U- 40 GL- 5JZXM X-1 - — - — - — - — - — - — - — TT --(Z TTTT—TTT1 Ir 11 1 11 11 11 11 2XMB 3HMDR IX 0- --JL �L--41 D111 - - - - - - - - - - r if 1111111 11 " JL �,-i 11 11 11 F"JIA! 111 11 1 L - II it CSI6J 11 -P' 6x8 II 0131"1 IQ PUJO RIM 20 CM6 V #10014: C: L2 Framing Plan 3Z16 — V-0 I INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) L 3'-6' L 7-0' �6 �6 T.O.C. T.D.C. ir" �HAAHD22 4�-51112�- 4'-5 1 2' HPAHD22 1 s HPAHD22 Iia T.O. . 16 I I 16 +0 I iu J L j T.O.C. l i r 1 , TAC: - 6 +O I1 . OC' T.O.C. i t I +0 (-2'-0�� -.� i.. __ ! I T.O.C. LJ 0 L(� i I � 4.", T.O.C. I i I T.O.C.--T. T. 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Lpick LL deft. ratio 2x10 2x10 2x10 2x1 2x12 2x12 2x12 2x12 HF2 HF2 HF2 -OH F2 HF2 HF2 HF2 HF2 24 16 16 12 24 16 16 12 25 25 25 25 25 25 25 25 15 15 15 15 15 15 15 15 1075 1075 1075 1075 980 980 980 980 150 150 150 150 150 150 150 150 130000013.84 1300000 1300000 1300000 1300000 1300000 1300000 1300000 15.48 16.95 19.58 16.07 17.97 19.69 34.69 43.36 52.03 69.38 42.19 52.73 63.28 84.38 15.29 16.47 17.50 19.26 18.59 20.03 21.28 23.42 16.38 17.65 18.75 20.64 1992. 21.46 22.81 25.10 15.62 16.83 17.88 19.68 19.00 20.46 21.75 23.93 13.84 15.48 16.95 19.26 16.07 17.97 19.69 22.73 13.35 14.39 15.29 16.83 16.24 17.50 18.59 20.46 13.84 15 . 48 16.95 19.26 16.07 17.97 19.69 22.73 0.51 0.64 0.77 0.96 0.52 0.65 0.78 1.04 323 289 264 240 371 332 303 263 0.32 0.40 0.48 0.60 0.32 0.41 0.49 0.65 517 463 422 384 594 531 48522.73 420 2x8 2x8 2x8 2x8 HF2 HF2 HF2 HF2 24 16 16 12 100 100 100 100 20 20 20 20 1175 1175 1175 1175 150 150 150 150 1300000 1300000 1300000 1300000 6.55 7.32 8.02 9.26 9.06 11.33 13.59 18.13 8.31 8.95 9.51 10.47 8.55 9.21 9.79 10.78 7.71 8.31 8.83 9.72 6.55 7.32 8.02 9.26 7.26 7.82 8.31 9.14 6.55 7.32 8.02 9.26 0.16 0.20 0.24 0.32 490 438 400 346 --013-588 0.17 0.20 0.27 526 480 416 2x10 HF2 2x1 -OH F2 2x10 HF2 2x10 HF2 add @ 32" )2x10 HF2 )2x10 HF2 24 i6 16 12 16 16 12 40 40 40 40 40 40 40 15 15 15 15 151075 15 15 1075 1075 1075 1075 1075 1075 150 150 150 150 150 150 15 0 1300000 1300000 1300000 1 300000 1300000 1300000 1300000 11.81 13.20 14.46 16.70 17.71 20.45 23.61 25.23 31.53 37.84 50.45 56.76 75.68 100.91 13.75 14.81 15.74 17.32 18.01 19.83 21.82 14.44 15.55 16.53 18.19 18.92 20.82 22.92 13.35 14.39 15.29 16.83 17.50 19.26 21.20 11.81 13.20 14.46 16.70 17.50 19.26 21.20 12.01 12.94 13.75 15.13 15.74 17.32 19.06 11.50 12.50 13.00 14.00 14.50 15.00 16.50 0.34 0.38 0.37 0.37 0.38 0.32 0.36 410 399 426 454 460 554 555 0.24 0.27 0.27 -0.27-625 0.27 0.24 0.26 564 549 585 633 762 763 2x12 2x12 2x12 2x12 HF224 HF2 HF2 HF2 19.2 16 12 40 -40-15-980-150-T3-00000----- 40 40 15 15 15 980 980 980 150 150 150 1300000 1300000 1300000 13.71 15.33 16.79 1.9-391 30.68 38.35 46.02 61.361 16.72 18.01 19.14 21.07 17.56 18.91 20.10 22.12 16.2413.71 17.50 18.59 20.46 15.33 16.79 19.39 14.61 15.73 16.72 18.40 13.50 14.25 15.00 17.501 0.36 0.35 0.36 0.501 456 485 499 419 0.26 0.261 0.261 0.36 627 666 686 576 Page 2 D+ CT# 10014.OSTERLY PARK Ke 1.00 Desi n Bucklin c 0.80 Constant > KcE 0.30 Ccnstant > Cb arses) > Stud Grade Width Depth S acin in. in. in. H -F Stud 1.5 3.5 16 H -F Stud 1.5 3.5 16 H -F Stud 1.5 3.5 12 H-FSlud 1.5. 3.5 i6 H -F -Stud 1.5 3.5 12 H-FSlud 1.5 3.5 8 SPFSIud 1.5 3.5 16 SPFSIud 1.5 -3.5 16 SPF Stud 1.5 3.5 12 SPF Slud 1.5 3.5 16 SPFSIud 15 35 12 SPFSIud 15 35 8 H -F92 1.5 5.5 18 H -F#2 1.5 5.5 16 H -F#2 1.5 5.5 16 SPF #2 1.5 5.5 16 SPF #2 1.5 5.5 16 SPF#2 1.5 5.5 16 Factor Section 3.7.1.5 Section 3.7.1.5 Section 2.3.10 Hei hl Le/d R. 7.7083 26.4 9 30,9 9 30.9 8.25 28.3 8.25 28.3 8.25 28.3 7.7083 26.4 9 30.9 9 30.9 8.25 28.3 8.25 28.3 8.25 28.3 7.7083 16.8 9 19.6 8.25 18.0 7.7083 16.8 9 19.6 8.25 18.0 LOAD CASE Vert. Load Hoc If 1730 1340 1785 1550 2070 3100 1695 1320 1760 1525 2030 3050 3132 3132 3132 3287 3287 3287 Load sf 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (12-12) D+L+S NOS 3.9.2 <= 1.0 0.9918 0.9966 0.9947 0.9921 0.9953 0.9921 0.9952M89. 0.99441.00 0.99441,00 0.99571.00 099251.00 0.99571.00 0.2408 0.3652 6.2858 0.2737 0.3905 0.3758 Max.Wall Load Plate If 1993.4 1993.4 2657.8 1993.4 2657.8 3986.7 3132.4 3732.4 3132.4 3287.1 3287.1 3287.1 (BASED BandingComp. duration Cd Fb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ON ANSIIAF&PA NDS -1997 Size Size Rep. duration tactor factor use gCdFc Cf Cf Cr C) 5 1.1 105 1.15 5 1.1 1.05 1.15 5 1.1 1.05 1.15 5 1.1 1.05 1.15 5 1.1 1.05 1.15 1.15 1.1 1.05 1.15 1.15 1.1 1.05 1.15 1.15 1.1 1.05 1.15 1.15 1.1 1.05 1.15 1.15 1.1 1.05 115 1.15 1.1 1.05 1.15 7.15 1.1 1.05 1.15 1.15 1.3 -T-10-1-1-5 1.15 1.3 1.10 T. 1.15 1.3 1.10 1.15 1.75 1.3 1.10 1.15 1.15 1.3 1.10 1.15 1.15 1.3 1.10 1.15 Fb psi 675 675 675 675 675 675 675 675 675 675 675 675 850 850 850 875 875 875 Fc per psi 405 405 405 405 405 405 425 425 425 425 425 425 405 405 405 425 425 425 SEE SECTION: Fc E psi !000 800 1,200V 800 1,200,000 800 1,200,000 800 1,200,000 800 1,200,000 800 1,200,000 725 1,200,000 725 1,200,000 725 1,200,000 725 1,200,000 725 1,200,000 725 1,200,000 1300 1,300,000 1300 1,300,000 1300 1,300,000 1150 1150 1,400,000 1150 1,400,000 2.3.1 Cr Cf Fb Cd Fb -FW psi 854 854 854 854 854 854' 854 054 854 854 854 B54 1,271 1,271 1,271 -1308 1,308 1,308 2.3.1 Cb Fc perp' psi 506 506 506 50fi 506 506 531 531 531 531 531 531 506 506 506 531 531 531 2.3.1 Cf Fc) Cd (Fc) Fc' - psi 966 966 966 966 966 966 875.438 875.438 875.438 875.438 875.438 875.438..449.95 .1644.5 1644.5 1644.5 1454.75 1454.75 1454.75 3.7.1 Fce PSI 515.42 378.09 378.09 449.95 449.95 449.95 515.42 378.09 378.09 449.95 449.95 1378.83 1011.45 1203.70 1484.89 1089.25 1296.30 3.7.1 1997 NDS EQ. 3.7-1 F'c psi 441.22 340.90 340.90 395.22 395.22 395.22 431.52 336.17 336.17 388.13 388.13 388.13 1031.58 837.57 946.77 1015.45 850.16 945.38 fC Psi 439.37 340.32 340.00 393.65 394.29 393.65 430.48 335.24 335.24 387.30 386.67 387.30 506.18 506.78 506.18 531.23 531.23 531.23 fGF'c _ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.49 0.60 0.53 0.52 0.62 0.56 fb sl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0,00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 fb/ Fb" 1-fc/Fce 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Stud g'2 #2 1.5 1.5 1.5 3.5 5.5 5.5 16 16 16 14.57 19 19 50.0 41.5 41.5 545 1450 1360 0 0 0 0.9913 0.99173287.1 0.9969 2091.8. 3132.4 1.00 7.00 1.00 1.15 115 1.15 7-1-1-05-i-15 1.31.10 1.3 . 1.10 . 1158754251150 1.15 675 850 425 405 725 1300 1,200,000 1,400,0001,3085311454.75 1 300 000 854 -_1271 531 506 875.438 1644.5 144.26 244.40 226.94 139.02 235.32 220.14 138.41 234.34 219.80 1.00 1.00 1.00 0.00 000 6.00 0.000 0.000 0.000 Page 1 CT# 10014.OSTERLY PARK Ke 1.00 Destgn Bucklln c 0.80 Constant > Factor Section 3.7,1.5 LOAD CASE (12-1 ]) D+L+W BASED ON ANSI/AFBPA NDS -1997 SEES ECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 KcE 0.30 Constant) > Section 3.7.1.5. Cr Cb _ Vades > Section 2.3.10 EggComp. Size Size Rap. Cf Fb Cf (Fc) 1997 _ND S Stud Grade Width De th Spacin Hei ht Leld Vert. Load NDS 3.9.2N2657.8 duration duration factor factor use Cd Fb) Cb Cd (Fc) Eq. 3.7.1 in. in. in. ft. Hor. If Load <- 1.0 Cd (Fb Cd (Fc CI Cf Cr Fb Fc er p Fc E -Fc H-FSlud 1.5 3.5 16 7.7083 _26.4 psi Fb' Fc perp' Fc' Fce fc fc/F'c fb }b/ -F Stud 1.5 3.5 16 9 30.9 1075 755 9.71 0.9951 1.60 1.00 i.b 1.05 1.15 6sl 75 psi 405 psf 800 1,200sl 1000 psi 1 psi psi psi psi psi -0.64 psi Fb"(1-fc/Fce) H -F Stud 1.5 3.5 12 9 30.9 1140 8.46 -8.46 0.99421.60 1.00 1.1 1.05 1.15 675 405 8D0 1,200,000 366 1,386 506 840 515.42 427.08 273.D2 376.78 0.586 H -F Stud 1.5 3.5 16 8.25 28.3 970 0.99981.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 640 378.09 333.99 191.75 0.57 447.52 0.665 H -F Slud 1.5 35 825 8,13 0.9943160 100 1.1 105 115 675 405 800 1,200,000 506 840 378.09 333.99 217.14 0.65 335,64 0.577 H -F Stud 1.5 283 1425 813 9974 1.60 1.00 1.1 1.05 1.15 875 1,366 508 840 449.95 384.87 24635 064 36137 0.585 3.5 8 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 405 800 1,200,000 1,366 506 840 449.95 364.87 271.43 0.71 271.03 SPF Stud 1.5 -9.71 1,15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.500 0.394 SPF Stud 1.5 3.5 3.5 16 16 7.7083 28.4 1060 0.9971 2091.8 1.60 1.00 -T1 1.05 1.15 675 425 725 SPF Stud 1.5 9 30.9 700 8.46 0.9115 2091.8 1.60 1.OD 1.1 1.05 1.15 675 425 1,200,000 1,386 531 761.25 515,42 415.53 269.21 0.65 376.78 0.577 3.5 12 9 30.9 1125 6.4fi 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 725 1,200,000 1,386 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPFSIud 1.5 3.5 16 8.25 26.3 960 8.13 0.9970 2091.8 1.60 1.00 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 -0.65 335.64 SPF Stud 1.5 3.5 12 8.25 26.3 1405 8.13 0.9952 2789.1 1.60 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 _56137 0.567 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9956 4183.6 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 -T6-1.25 449.95 376.35 267.62 0.577 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 -1,366-531 --7-61 -m25 449.95 376.35 294.60 0.71 0.78 271.03 0,490 H -F #2 1.5 5.5 16 7.7083 16.8 3132 -9 71 0.3909 -3_132.4 __T.60 1.00 1.3 180.69 0.383 H•F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 -0119 HT #2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.80 --I-.00 1.3 --i-.3 1.10 -i-.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 1.15 850 405 1300 1,300,000 2,033 506 1430 _j _203m70 899.13 506.18 0.56 -f4- 634 0.178 0.124 SPF92 -§P-F#2 1.5 1.5 5.5 5.5 16 18 7.7083 9 16.8 3287 -9 71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 -0--.56 SPF #2 1.5 5.5 19.6 3287 8.46 0.6033 3287.1 1.60 1.Oo 1.3 1.10 1.15 875 425 1150 531 1265 1464.89 940.30 531.23 152.58 0.114 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 675 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 -14--_ 50.01 701 8.46 0.9957 2091.81.60 1.00 1.1 1.05 1.15 675 SPF#2 1.5 425 725 1,200,000 1,366 531 761.25 144.26 138.14 -17 78 -0 13 #t#kSt#{ 0.979 1.5 5. 5 5.5 16 1 8 19 19 41.5 41.5 660 600 9.71 9.71 0.9941 0.9921 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233,80 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1 300 000 2 033 508 1430 226.94 106.67 0.46 927.02 0.786 219.02 96.97 0.44 927.02 0.796 Page 2 D+L- as CT# 10014 •OSTERLY PARK Ke 1.00 Design Bucklin c 0.80 (Constant > KcE 0.30 (Constant) > Factor Section 3.7.1.5 Section 3.7.1.5 LOAD CASE (12.14) D+L+W+S/2 BASED ON ANSIIAF&PA AN SEE SECTION: 2.3.1 Cr 2.3.1 2.3.1 3.7.1 3.7.1 Cb (Varies) > Section 2.3.10Cf Bending Com Size Size Rep. Fb Cf (Fc) 1997 NDS Stud Grade Width Depth Spacin Height Leld Vert. NDS 3.9.2 Max.Wall duration duration faclor factor use Cd (Fb) Cb. Cd Fc) Eq. 3.7-1 in. in. ft. Load Hor. Load - 1.0 Load Plafe Cd Fb) Cd Fc) Cf Cf Cr Fb Fc perpVF E -perp' ' H -F Stud 1.5 3.5 16n. 16 7.7063 26.4 sf If (Fb Fc si si Fb' Fc Fc' Fce Fc fc fc/F'c fb fb/ H -F Stud 1.5 3.5 16 9 30.9 1 1095 765 9.71 0.9962 1993.4 1.60 115 1,1 1.05 1.15 675 4051,200,000 sl si 1,366 si 506 si si si si Fb' 1 f / H -F Slud 1.5 3.5 12 9 30.9 1150 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.1 599 H -F Stud 1.5 3.5 16 8.25 2-8.1-1115 8.46 0.9969 2657.8 1,60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H -F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 -H--F -Stud 1.5 3.5 8 8.25 28.3 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 966 449.95 395.22 250.16 0.63 361.37 0.596 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 506 966 449.95 395.22 275.24 0.70 271.03 0.511 SPFSIud 1.5 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 3.5 16 16 7.7083 9 28.4 30.9 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 SPF Stud 1.5 3.5 12 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Slud 1.5 3.5 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0,9922 4183.8 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,306 531 875,438 449.95 388.13 272.38 0.70 271.03 0.588 1.60 1.15 1.1 1.D5 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.503 H -F #2 #2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 0.396 -F 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49.152.58 0.119 t H -F #2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 161.23 0.178 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF #2 SPF #2 1.5 1.5 5.5 5.5 16 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 -675--42-5-Tl-5o 1,400,000 2,093 SPF #2 1.5 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 531 1454.75 1484.89 1015.45 531.23 0.52 -152.58 0.114 5.5 16 8.25 18.0 3287 8.13 0.4342 3267.1 1.60 1.15 1.3 1.10 1.15 875 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 425 1150 1,400,000-- 2,093 531 454.75 1296.30 945.38 -531.23--- 0.56 146.34 0.118 SPF Slud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 SPF #2 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 ###### 0.979 H -F #2 1.5 1.519 5.5 16 19 41.5 41.5 660 600 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1 300 000 2 033 506 235.32 106.67 0.45 927.02 0.786 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S'? u W CT# 10014 - Ke c OVERLY PARK 1.00 Desi n Bucklin 0.80 Constant > Factor Section 3.7.1.5 LOAD CASE (12-15) D+L+S+Wl2 (BASED ON ANSI/AF&PAN DS -1997 SEES ECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 KcE 0.30 Cb Stud Grade Widlh in. H -F Stud 1.5 H -F Stud 1.5 H -F Stud 1.5 H -F Stud 1.5 H -F Stud 1.5 H -F Stud 1.5 TPF Stud 1.5 SPF Stud 1.5 SPFStud 1.5 SPF Stud 1.5 SPFStud 1.5 SPF Stud 7.5 H -F #2 1.5 H -F #2 1.5 H -F#2 1.5 SPF #2 1.5 SPF #2 1.5 SPF#21.5 (Constant) afies) De th S in. 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 5.5 5.5 I 5.5 5.5 I 5.5 5.5 > > actn In. 16 16 12 16 12 8 16 18 12 16 12 8 - 16 16 16 16 16 16 Section 3.7.1.5 Section 2.3.10 Height ft. 7.7083 9 9 8.25 8.25 8.25 7,7083 9 9 6.25 8.25 8.25 7.7083 9 6.25 7.7083 9 8.25 Le/d 26.4 30.9 30.9 20.3 28.3 28.302665-4.065 26.41315 30.9 30.9 28.3 28.3 28.3 16.8 19.6 18.0 16.8 19.6 18.0 Vert. Load Hor. 965 1370 1180 1660 2630 3132 3132 3132 3287 3287 3287 load sf 4.055 4.23 4.23 4.065 4.065 4.855 4.23 4.065 065 4.065 4.065 4.855 4.065 055 4.855 d.23 4.065 NDS 3.9.2 <= 1.0 0.9935 0.9923 0.9976 0.9960 0.9990 0.9999 0.9907 0.9970 0.9990 0.9922 0.9973 0.9969 0.3001 0.4544 0.3479 0.3304 0.4750 0.3750 -Rax Load Plat f 1993.4 1993.4 2657.8 1993.4 2657.8 3988.7 2091.8 2091.8 2789.1 2091.8 .2789.1 4183.6 3132.4 3132.4 3132.-4-1- 3287.1 3287.1 3287.1 Bending Comp. Size Slze duration duration factor factor Cd Fb) Cd (Fc) Cf Cf (Fc) 1.60 1.15 1.1 1 05 1.60 1.15 1.1 1.05 1.60 1.15 1.1 1.05 1.60 1.15 1.1 1.05 1.80 1.15 1.1 1.05 1.60 1.15 1.1 1.05 1.60 1.15 7.1 7.05 1.60 1.15 1.1 1,05 1.60 1.15 1.1 1.05 1.60 1.15 1.1 1.05 1.60 1.15 1.1 1.05 1.60- 1.15 1.1 1.05 1.60 1.15 1.3 1.10 1.60- 1.15 1.3 1.10 60 1.15 1.3 1.10 1.60 1.15 1.3 1.10 1.60 1.15 1.3 7.10 1.60 1.15 1.3 1.70 Re use Cr 1.15 7.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 7.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 Fb psi 675 675 675 675 675 675 875 875 675 675 675 675 850 850 850 875 875 875 FcperpFc psi 405 405 405 405 405 405 425 425 425 425 425 425 4-0-57-30-0 405 405 425 425 425 psi 800 800 800 800 600 800 725 725 725 725 725 725. 1300 1300 1750 1150 1150 E 1,200!000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,300,000 1,300,000 1,300,000 1,400,000 1,400,000 1,400,000 Cr Cf Fb) Cd Fb) psi 1 366 1,366 1,366 1,366 1,366 1,366 1,366 1,366 1,366 1,366 1,366 1,366 2,033 2,033 2,033 2,093 2,093 2,093 Ch Fc perp' psi 506 506 506 508 506 506 531 531 531 531 531 537 506 506 506 531 531 5311454.75 Cf (Fc) Cd (Fc) Fc' psi 966 966 966 968 986 866 675.438 875.438 875.438 875.438 875,438 875.438 1644.5 1644.5 1644.5 7454.75 1454.75 Fce psi 515 42 378.09 378.09 449.95 449.95 449.95 515.42 378.09 378.09 449.95 449.95 449.95 1378.83 1011.45 1203.70 1484.89 1089.25 1296.30 1997 NDS F'c psi 441.22 340.90 340.90 395.22 395.22 395.22 431.52 336.17 336.17 388.13 388.13 388.13 1031.58 837.57 946.77 1015.45 850.16 945.38 fc si 339.05 246.35 262.86 303.49 320.00 338.41 333.97 2-45.08-0 260.95 299.68 316.19 333.97 506.18 506.18 506.18 531.23 531.23 531.23 fc/F'c 0.77 0.72 0.77 0.77 0.81 0.86 0,77 0.78 0.77 0.81 0.86 0.49 0.60 -053-- 0.52 0.62 0.56 fb Psi 188.1 223.76 167.82 180.69 135.57 90.51 34 188.39 223.76 167.82 180.69 135.51 90.34 76.29 90.61 73.17 76.29 90.61 73.17 fb! Fb" 1-fc/Fce 0.403 0.470 0,403 0.406 0.343 0.267 0.392 0.466 0.396 0.398 0.334 0.257 0.059 0.089 0:062 0.057 0,085 0.059 SPF Stud SPF H -F #2 1.5 1.5 1.5 3.5 5.5 5.5 16 16 16 14.57 19 19 50.0 41.5 415 255 935 865 4.23 4.855 4.855 0.9959 0.9925 0.9970 2091,8 3287.1 3132.4 1.60 1.60 1.60 1.15 1.15 1.15 1.1 1.3 1.3 1.05 1.10 1.10 1.15 1.15 1.15 675 875 850 425 425 405 725 1150 1300 1,200,000 1,400,000 1 300 000 1,366 2,093 2 033 531 531 506 �244.40 64.76 151.11 139.80 0.47 0.64 0.64 586.43 463.51 463.51 0.779 0.580 0.594 Page 4 D+L+;, ,. c - Ke 1.00 DesignMin CT# 10014 -OSTERft167.7083 Factor LOAD CASE (12-18) D+L+S+E/1.4 BASED ON ANSI/AF&PA NDS -1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80 > Section 3.7.1.5 Cr KcE Cb 0.30 > > Section 3.7.1.5 Section 2.3.10 Bendin Com . Size Size Re . Cf Fb) Cd Fb) Cb Cf (Fc) Cd Fc) 1997 NDS E . 3.7-1 NDS 3.9.2 Max Wall tluration durali0 factor factor use Slud Grade Width in. H -F Stud 1.5 H -F Stud 1.5 H -F Slud 1.5 H -F Stud 1.5 3.5 3.5 3.5 acin in. 16 16 12 16 Hei ht ft. 7.7083 9 9 8.25 Le/d Vert. 26.4 30.9 30.9 28.3 Load Hor. If 1415 1010 1420 1225 Load sf 3.57 3.57 3.57 3.57 �= 1.0 0.9983 0.9960 0.9937 0.9961 Load Plale If 1993.4 1993.4 2657.8 1993.4 Cd Fb) Cd Fc 1.60 1.15 1.60 1.15 1.60 1.15 1.60 1.15 C( Fb 1.1 1.1 1.1 1.1 CF Fc 1.05 1.05 1.05 1.05 Cr 1.15 1.15 1.15 1.15 Fb sl 875 675 675 675 Fc erp si 405 405 405 405 Fc sl 600 800 800 800 E sI 1,200,000 1,200,000 1,200,000 1,200,000 Fb' sl 1,3661 1,366 1,366 1,366 Fc erp' si 508 506 506 506 Fc' si 966 966 966 966 Fce sl 515.42 378.09 --37-8(-)91-340.90 449.95 F'c si 441.22 340.90 395.22 fc sf 359.371 256.51 270.48 311.11 fGF'c 0.81 0.75 0.79 0.79 tb si 138.53 188.85 141.63 158.66 fb/ Fb" 1-fc/Fce 0.335 0.430 0.384 0.376 H -F Stud H -F Stud 1.5 1.5 3.5 3.5 12 8 8.25 6.25 28.3 28.3 1710 2700 3.57 3.57 0.9947 0.9966 2657.8 3986.7 1.60 1.60 1.15 --l-,5 1.1 1.1 1.05 1.05 1.15 1.15 675 675 405 405 800 800 1,200,000 1,200,000 1,366 --I-.3-6-6T-506 506 966 966 44995 449.95 395.22 395.22 325.71 342.86 0.82 0.87 119.01 79.34 0.315 0.244 SPFSIud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Slud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 26.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366. 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 44995 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.,971--0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H -F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H -F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H -F 92 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF #2 1.5 5.5 16 7.7083 16.6 3287 3.57 0.3154 3287.1 1.60 1.15 -1 -3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF 92 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF #2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3878 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 87g75244 44.26 139.02 72.38 0.52 494.93 0.727 SPF #2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 14.40 235.32 164.85 070 340.83 0.500H -F #2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 115 1.3 1.10 1.15 650 405 1300 1 300 000 2 033 506 126.94 220.14 152.73 0.69 340.83 0.513 Page 5 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: P User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B1/B3: GT Reactions Page 1 Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid E 2.5 Grid E 3 Timber Section 660.00 4x10 4x10 Beam Width in 3.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length 660.00 ft 0.00 0.00 Timber Grade 1,100.00 Douglas Fir - Douglas Fir - 1,100.00 1,760.00 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 -0.069 1.150 1.150 Member Type 1,399.1 Sawn Sawn Repetitive Status -0.110 No No Center Span Data 4.000 UDefl Ratio' Span ft5.00 8.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Results Ratio = 0.2662 0.6814 Mmax @ Center in -k 16.50 42.24 @ X = ft 2.50 4.00 fb : Actual psi 330.6 846.3 Fb : Allowable psi 1,242.0 1,242.0 Sending OK Bending OK fv : Actual psi 35.5 65.9 Fv : Allowable psi 207.0 207.0 Shear OK Shear OK Reactions @ Left End DL lbs 412:50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 @ Right End DL lbs 412.50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.006 -0.041 UDefl Ratio 9,551.0 2,331.8 Center LL Defl in -0.010 -0.069 UDefl Ratio 5,730.6 1,399.1 Center Total Defl in -0.017 -0.110 Location . ft 2.500 4.000 UDefl Ratio' 3,581.6 874.4 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description N Scope: a User: KW -0602997, ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B1/B3: Roof Framing Center Span Data Timber Member Information 'ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 Timber Section 2.50 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade @ X = Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor fv : Actual 1.150 1.150 1.150 1.150 1.150 Member Type Fv : Allowable Sawn Sawn Sawn Sawn Sawn Repetitive Status 84,550.7 No No No No No Center Span Data Span ft 3.50 2.50 3.50 2.50 3.50 Dead Load #/ft 30:00 30.00 30.00 30.00 30.00 Live Load #/ft 50.00 50.00 50.00 50.00 50.00 Results Ratio = 0.0477 0.0243 0.0477 0.0243 0.0477 Mmax @ Center in -k 1.47 0.75 1.47 0.75 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 55.9 28.5 55.9 28.5 55.9 Fb : Allowable psi 1,173.0" 1,173.0 1,173.0 1,173.0 1,173.0 -0.000 -0.001 Sending OK Sending OK Bending OK Bending OK Bending OK fv : Actual psi 6.3 3.6 6.3 3.6 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 84,550.7 30,812.9 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 52.50 37.50 52.50 37.50 52.50 LL lbs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL lbs 140.00 100.00 140.00 100.00 140.00 @ Right End DL lbs 52.50 37.50 52.50 37.50 52.50 LL lbs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL lbs 140.00 100.00 140.00 100.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 L/Defl Ratio 51,354.9 140,917.9 51,354.9 140,917.9 51,354.9 Center LL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 L/Defl Ratio 30,812.9 84,550.7 30,812.9 84,550.7 30,812.9 Center Total Defl in -0.002 -0.001 -0.002 -0.001 -0.002 Location ft 1.750 1.250 1.750 1.250 1.750 L/Defl Ratio 19,258.1 52,844.2 19,258.1 52,844.2 19,258.1 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculabons azzam Description BLDG B2/B4: GT Reactions Timber Member Information 'ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 2 Grid 4 Timber Section Dead Load 3.125x15 3.125x12 Beam Width in 3.125 3.125 Beam Depth in 15.000 12.000 Le: Unbraced Length ft 0.00 0.00 Tlmber Grade 8.00 las Fr, 24F - Douglas Fir, 24F - psi 2,506.8 V4 V4 Fb - Basic Allow psi 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 276.0 1.150 1.150 Member Type Shear OK GluLam GluLam Repetitive Status No No Center Span Data Span ft 16.00 12.00 Dead Load #/ft 340.00 340.00 Live Load #/ft 425.00 425.00 Results Ratio = 0.9082 0.7983 =max @ Center in -k 293.76 165.24 @ X = ft 8.00 6.00 fb : Actual psi 2,506.8 2,203.2 Fb : Allowable psi 2,760.0 2,760.0 Bending OK Bending OK fv : Actual psi 166.1 154.2 Fv : Allowable psi 276.0 276.0 Shear OK Shear OK Reactions @ Left End DL lbs 2,720.00 2,040.00 LL lbs 3,400.00 2,550,00 Max. DL+LL lbs 6,120.00 4,590.00 @ Right End DL lbs 2,720.00 2,040.00 LL lbs 3,400.00 2,550.00 Max. DL+LL lbs 6,120.00 4,590.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.317 -0.196 L/Defl Ratio 605.9 735.3 Center LL Defl in -0.396 -0.245 L/Defl Ratio 484.7 588.3 Center Total Defl in -0.713 -0.441 Location ft 8.000 6.000 L/Defl Ratio 269.3 326.8 H Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW 0'602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw.Calculations Description BLDG B2/B4: Roof Framing Timber Member Information 3ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 Timber Section 3.50 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7,250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade 1.47 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850:0 850:0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor Bending OK 1.150 1.150 1.150 1.150 1.150 Member Type 6.3 Sawn Sawn Sawn Sawn Sawn Repetitive Status 172.5 No No No No No Center Span Data Span ft 3.50 2.50 3.50 2.50 3.50 Dead Load #/ft 240.00 30.00 30.00 240.00 30.00 Live Load#/ft Max. DL+LL 400.00 50.00 50.00 400.00 50.00 Results Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477. =max @ Center in -k 11.76. 0.75 1.47 6.00 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 447.5 28.5 55.9 228.3 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 L/Defl Ratio Sending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 3.6 6.3 28.7 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 Center Total Defl in Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 420.00 37.50 52.50 300.00 52.50 LL lbs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 140.00 @ Right End DL lbs 420.00 37.50 52.50 300.00 52.50 LL lbs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.000 -0.001 -0.002 -0.001 L/Defl Ratio 6,419.4 140,917.9 51,354.9 17,614.7 51,354.9 Center LL Defl in -0.011 -0.000 -0.001 -0.003 -0.001 L/Defl Ratio 3,851.6 84,550.7 30,812.9 10,568.8 30,812.9 Center Total Defl in -0.017 -0.001 -0.002 -0.005 -0.002 Location ft 1.750 1.250 1.750 1.250 1.750 L/Defl Ratio 2,407.3 52,844.2 19,258.1 6,605.5 19,258.1 I Title : Dsgnr: Description Scope : User: Kw-o602997,Ver 5.8.0,1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L3 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014. a cw: Ca I cu l a ti on s Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowab{es are user defined GR 1 GR.2 GR D2 GR 4 GR 5 STR XFER Timber Section 3.50 2-2x8 2-2x8 2-2x12 3.50 2-2X8 2-2x12 2-2x12 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 Gracie 50.00 Hem Fir, No.2 Hem Fr, No.2 50.00 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 1,000.0 1,000.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 95.0 95.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.150 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 0.1510 No No No No No No No Center Span Data Span ft 2.50 3.50 4.00 2.50 3.50 3.50 16.00 Dead Load #/ft 20.00 20.00 120.00 20.00 20.00 120.00 15.00 Live Load #/ft 53.30 53.30 320.00 53.30 53.30 320.00 40.00 Dead Load #/ft 130.00 130.00 130.00 130.00 Live Load #/ft 50.00 50.00 50.00 50.00 Start ft End ft Point#1 DL lbs 210.00 LL Itis 560.00 @X ft 1.500 Results Ratio = 0.0770 0.1510 0.2207 0.0000 0.1510 0.1503 0.5320 Mmax @ Center in -k 2.37 4.65 10.56 0.00 4.65 8.08 28.62 @ X = ft 1.25 1.75 2.00 0.00 1.75 1.75 6.66 fb : Actual psi 90.4 177.1 166.9 0.0 177.1 127.8 452.2 Fb : Allowable psi 1,173-0 1,173.0 1,000.0 0.0 1,173.0 850.0 850.0 Sending OR Bending OR Bending OR Bending OK Bending OR Sending OR Bending OR fv : Actual psi 11.4 20.1 21.0 0.0 20.1 16.2 48.4 Fv : Allowable psi 172.5 172.5 95.0 0.0 172.5 150.0 150.0 Shear OR Shear OR Shear OR Shear OR Shear OR Shear OR Shear OR Reactions @ Left End DL lbs 187.50 262.50 240.00 0.00 262.50 210.00 310.31 LL lbs 129.12 180.77 640.00 0.00 180.77 560.00 827.50 Max. DL+LL lbs 316.62 443.27 880.00 0.00 443.27 770.00 1,137.81 @ Right End DL lbs 187.50 262.50 240.00 0.00 262.50 210.00 139.69 LL lbs 129.12 180.77, 640.00 0.00 180.77 560.00 372.50 Max. DL+LL lbs 316.62 443.27 880.00 0.00 443.27 770.00 512.19 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.004 -0.001 0.000 -0.004 -0.001 -0.067 UDefl Ratio 28,183.6 10,271.0 39,551.8 0.0 10,271.0 47,969.5 2,886.5 Center LL Defl in -0.001 -0.003 -0.003 0.000 -0.003 -0.002 -0.177 UDefl Ratio 40,924.8 14,914.3 14,831.9 0.0 14,914.3 17,988.6 1,082.4 Center Total Defl in -0.002 -0.007 -0.004 0.000 -0.007 -0.003 -0.244 Location ft 1.250 1.750 2.000 0.000 1.750 1.750 7.680 L/Defl Ratio 16,689.8 6,082.3 10,786.9 0.0 6,082.3 13,082.6 787.2 0. Title : Job # Dsgnr: Date: 9:45AM, 25 FES 10 Description Scope: User: KW -0602997, Ver 5.8.0, 1-Dec-2003Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B: L3 Framing (2 of 2) Center Span Data Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined A/E2 A/E3 A/E Timber Section 2.00 6x8 5.125x7.5 2-2x8 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 250.00 Douglas Fr - Douglas Fir, 24F - Hem Fir, No.2 2,640.00 1,050.00 Larch, No.2 V4 Ratio OK 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 1.00 1.000 1.000 1.150 Member Type 239.7 Sawn GluLam Sawn Repetitive Status 1,173.0 No No No Center Span Data Span ft 5.00 8.00 2.00 Dead Load #/ft 150.00 180.00 150.00 Live Load #/ft 400.00 480.00 400.00 Dead Load #/ft 375.00 720.00 250.00 Live Load #/ft 1,000.00 1,920.00 250.00 Start ft 1,375.00 2,640.00 1,050.00 End ft Ratio OK Deflection OK Deflection OK Center DL Defl Results Ratio = 0.4444 0.5495 0.2044 Mmax @ Center in -1120.62 1,876.9 63.36 6.30 @ X = ft 2.50 4.00 1.00 fb :Actual psi 400.0 1,318.7 239.7 Fb : Allowable psi 900.0 2,400.0 1,173.0 ft 2.500 Bending OK Bending OK Bending OK fv : Actual psi 37.6 87.4 29.0 Fv : Allowable psi 180.0 240.0 172.5 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 375.00 720.00 400.00 LL lbs 1,000.00 1,920.00 650.00 Max. DL+LL lbs 1,375.00 2,640.00 1,050.00 @ Right End DL lbs 375.00 720.00 400.00 LL lbs 1,000.00 1,920.00 650.00 Max. DL+LL lbs 1,375.00 2,640.00 1,050.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.051 -0.001 UDefl Ratio 8,800.2 1,876.9 20,642.3 Center LL Defl in -0.018 -0.136 -0.002 UDefl Ratio 3,300.1 703.8 12,702.9 Center Total Defl in -0.025 -0.188 -0.003 Location ft 2.500 4.000 1.000 UDefl Ratio 2,400.1 511.9 7,863.7 0 Title : Dsgnr: Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beim &Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG 972 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 2.00 Span GR 1 GR 2 GR E2 2.5 STR XFER GR E Timber Section Point #1 DL 2x12 6x8 2-2x12 2-2x12 2-2x12 2-2x12 6x8 Beam Width in 1.500 5.500 3.000 3.000 3.000 3.000 5.500 Beam Depth in 11.250 7.500 11.250 11.250 11.250 11.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 6,361.2 Hem Fir, No.2 Douglas Fr- Hem Fir, No.2 Hem Fr, No.2 Results Douglas Fir - 0.3666 0.4098 0.9323 Larch, No.2 0.1700 0.5093 0.2396 Max @ Center larch, No.2 Fb - Basic Allow psi 850.0 900:0 850.0 850.0 1,000.0 1,000.0 900.0 Fv - Basic Allow psi 150.0 180.0 150.0 150.0 95.0 95.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 368.8 1.150 1.000 1.600 1.000 1.000 1.000 1.000 Member Type 900.0 Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status Bending OK Repetitive No No No No No No Center Span Data ft 2.00 Span ft 4.00 3.50 4.00 16.00 3.50 16.00 3.50 Dead Load #/ft 20.00 570.00 20.00 37.50 120.00 15.00 165.00 Live Load #/ft 53.30 465.00 53.30 100.00 320.00 40.00 440.00 Point #1 DL lbs 210.00 LL lbs 560.00 @ X ft 1.500 Cantilever Span Span ft 2.00 30.00 2.00 2.00 310.31 288.75 lbs Uniform Dead Load 4/ft 20.00 800.00 20.00 20.00 770.00 lbs -23.40 Uniform Live Load #/ft 53.30 770.00 53.30 53.30 lbs570.00 22,139.8 997.50 Point #1 DL lbs 320.00 139.69 288.75 lbs 464.85 813.75 5,144.85 LL lbs 150.00 770.00 3,270.00 1,034.85 1,811.25 5,234.85 1,255.76 @ X ft 2.000 6,361.2 2.000 Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 Max @ Center in -k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 @ X = ft 0.00 1.75 1.86 8.00 1.75 6.66 1.75 Mmax @ Cantilever in -k -13.04 0.00 -80.24 -1.76 0.00 0.00 0.00 fb : Actual psi 412.1 368.8 1,268.0 830.6 127.8 452-2 215.6 Fb : Allowable psi 1,124.1 900.0 1,360.0 850.0 1,000.0 1,000-0 900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 48.8 42.7 148.9 43.8 16.2 48.4 24.9 Fv : Allowable psi 172.5 180.0 240.0 150.0 95.0 95.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio - - Center LL Defl UDefl Ratio Center Total Defl Location L/Defl Ratio lbs -130.00 997.50 30.00 297.50 210.00 310.31 288.75 lbs 106.60 813.75 -1,555.05 800.00 560.00 827.50 770.00 lbs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 lbs570.00 22,139.8 997.50 90.00 342.50 210.00 139.69 288.75 lbs 464.85 813.75 5,144.85 913.26 560.00 372.50 770.00 lbs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK in 0.005 -0.006 -0.000 -0.117 -0.001 -0.054 -0.002 10,146.9 6,751.7 463,567.3 1,639.6 59,039.4 3,552.6 23,324.2 ini 0.002-0-005 0.025 -0.319 -0.002 -0.144 -0.005 25,855.6 8,276.3 1,933.0 602.5 22,139.8 1,332.2 8,746.6 inj 0.007 -0.011 0.025 -0.436 -0.003 -0.198 -0.007 ft 2.400 1.750 2.320 8.000 1.750 7.680 1.750 7,303.4 3,718.4 1,939-9 440.6 .16,101.7 968.9 6,361.2 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW -0602997, Ver 5.6.0. 1 -Dec -2003 Timber Beam & Joist Page 2 .(c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl in -0.019 -0.000 0.046 Cantilever LL Defl in -0.010 -0.098 0.122 Total Cant. Defl in -0.029 -0.098 0.168 UDefl Ratio 1,645.2 488.4 285.5 0 Title : Dsgnr: Description Scope: User: KW -0602997, Ver 5.6.0, 1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 3.7 ES GAR HR D+L+S+E GAR HR D+L+S Timber Section ft 3.125x12 2-2x12 5.125x13.5 5.125x13.5 Beam Width in 3.125 3.000 5.125 5.125 Beam Depth in 12.000 11.250 13.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade lbs ouglas Fir, 24F - Hem Fir, No.2 Douglas Fr, 24F - Douglas Fr, 24F - @ X ft V4 2.000 V8 V8 Fb - Basic Allow ps!j 2,400.0 850.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 150.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,300.0 1,700.0 1,700.0 Load Duration Factor in -k 1.000 1.150 1.300 1.150 Member Type psi GluLam Sawn GluLam Glul-am Repetitive Status psi No No No No Center Span Data Bending OK Bending OK Bending OK Bending OK Span ft 19.50 4.00 16.50 16.50 Dead Load #/ft 45.00 20.00 20.00 20.00 Live Load #/ft 120.00 53.30 53.30 53.30 Point #1 DL lbs 2,040.00 2,040.00 LL lbs 2,550.00 2,550.00 @ X ft 6.500 6.500 Point #2 DL lbs 665.00 665.00 LL lbs 2,203.00 2,203.00 @ X ft 6.500 6.500 Point #3 DL lbs LL lbs 1,200.00 @ X 6.500 Cantilever SDan Span ft 2.00 Uniform Dead Load #/ft 438.75 250.00 1,804.39 1,804.39 Uniform Live Load #/ft 1,170.00 118.30 4,047.60 3,320.33 Point #1 DL lbs 1,608.75 -637.55 5,852.00 5,124.72 LL lbs 438.75 1,200.00 1,230.61 1,230.61 @ X ft 11170.00 2.000 2,784.85 2,312.12 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 LLlbs 11170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL lbs 1,608.75 2,867.35 4,015.45 3,542.72 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Title Dsgnr: Description Scope: Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Center DL Defl 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 DO in -0.663 0.011 -0.806 -0.704 Location ft 9.750 2.336 7.788 7.788 L/Defl 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 Job # Date: 9:45AM, 25 FEB 10 Page 2 10014.ecw:Calcula tions I Ver 5.8.0, Description '+d"'r.:Ki'Xx5H9�m+e+'Y.'�18£&P-T.fFiS31d1:WF::S�.iwN ti MERCER�- • Title : Dsgnr: Description Scope: Timber Beam & Joist Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 4.00 20.00 53.30 2.00 20.00 53.30 jst jst bm Timber Section 468.75 2X10 2x10 6x8 Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade 0.1979 Hem Fr, No.2 Hem Fr, No.2 Douglas Fr - 1.26 0.07 42.48 @ X = Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 935.0 1.000 1.000 1.000 Member Type Bending OK Sawn Sawn Sawn Repetitive Status 19.7 Repetitive No No Center Span Data Span Dead Load Live Load 1:1(ftft 4.00 20.00 53.30 2.00 20.00 53.30 8.00 125.00 333.00 Cantilever Span lbs 17.50 -25.00 468.75 LL 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 Results Ratio = 0.1721 0.1979 0.9154 Mmax @ Center in -k 1.26 0.07 42.48 @ X = ft 1.70 0.38 3.94 Mmax @ Cantilever in -k -3.96 -3.96 -10.99 fb : Actual psi 185.0 185.0 823.9 Fb : Allowable psi 1,075.3 935.0 900.0 967.8 Center Total Defl Bending OK Bending OK Bending OK fv : Actual psi 18.7 19.7 60.7 Fv : Allowable psi 150.0 150.0 180.0 733.7 Cantilever DL Defl 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 in 0.000 0.000 -0.032 UDefl Ratio 113,250.3 93,648.8 3,031.1 Center LL Defl in -0.002 0.001 -0.099 UDefl Ratio 20,108.6 35,140.3 967.8 Center Total Defl in -0.002 0.001 -0.131 Location ft 1.856 1.192 3.968 L/Defl Ratio 22,985.7 25,552.2 733.7 Cantilever DL Defl in -0.005 -0.005 0.021 Cantilever LL DO' in -0.014 -0.013 0.056 Total Cant. Def! in -0.020 -0.018 0.077 UDefl Ratio 3,629.1 4,036.0 625.2 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description i Scope: Y Rev: 580006 User: Kw -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description CODE MAX JOIST SPANS LL=40PSF Timber Member Information ',ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC , 12" OC 8" OC Timber Section 19.25, 2x12 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade 30.40 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow. psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor Bending OK 1.000 1.000 1.000 Member Type 35.6 Sawn Sawn Sawn Repetitive Status 150.0 Repetitive Repetitive Repetitive Center Span Data Span ft16.75 19.25, 23:50 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 53.30 40.00 26.70 Results Ratio = 0.9974 0.9884 0.9829 Morax @ 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 in -0.153 -0.200 -0.297 L/Defl Ratio 1,312.9 1,153.3 950.9 Center LL Defl in -0.408 -0.534 -0.792 L/Defl Ratio 492.7 432.5 356.1 Center Total Defl in -0.561 -0.734 -1.088 Location ft 8.375 9.625 11.750 L/Defl Ratio 358.2 314.5 259.1 I Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (C)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description CODE MAX JOIST SPANS LL=30PSF Timber IVZember Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC 12" OC 8" OC Timber Section 18.50._ 2x12 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Tlmber Grade 30.80 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor Bending OK 1.000 1.000 1.000 Member Type 44.6 Sawn Sawn Sawn Repetitive Status 150.0 Repetitive Repetitive Repetitive Center span Data Span ft 18.50._ 21.25 25.75 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 40.00 30.00 20.00 Results Ratio = 0.9959 0.9855 0.9647 Mmax @ Center in -k 30.80 30.48 29.84 @ X = ft 9.25 10.62 12.87 fb : Actual psi 973.5 963.3 943.0 Fb : Allowable psi 977.5 977.5 977.5 974.5 Bending OK Bending OK Bending OK fv : Actual psi 44.6 38.8 31.9 Fv : Allowable psi 150.0 150.0 150.0 in -0.683 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 185.00 159.37 128.75 LL lbs 370.00 318.75 257.50 Max. DL+LL lbs 555.00 478.12 386.25 @ Right End DL lbs 185.00 159.37 128.75 LL lbs 370.00 318.75 257.50 Max. DL+LL lbs 555.00 478.12 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.228 -0.297 -0.428 UDefl Ratio 974.5 857.3 722.8 Center LL Defl in -0.456 -0.595 -0.855 UDefl Ratio 487.2 428.7 361.4 Center Total Defl in -0.683 -0.892 -1.283 Location ft 9.250 10.625 12.875 UDefl Ratio 324.8 285.8 240.9 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 580006 User: KW -0602997, Ver 5.8.0, 1-Dec-2003Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: Roof Framing Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 2 Grid 5 Grid 6 Grid 5 Timber Section 2.50 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade 1.47 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor Bending OK 1.150 1.150 1.150 1.150 1.150 Member Type 6.3 Sawn Sawn Sawn Sawn Sawn Repetitive Status 172.5 No No No No No Center Span Data Spanft 3.50 2.50 2.50 3.50 3.50 Dead Load #/ft 30.00 30.00 30.00 240.00 30.00 Live Load #/ft 50.00 50.00 50.00 400.00 50.00 Results Ratio = 0.0477 0.0243 0.0243 0.3815 0.0477 Mmax @ Center in -k 1.47 0.75 0.75 11.76 1.47 @ X = ft 1.75 1.25 1.25 1.75 1.75 fb :Actual psi 55.9 28.5 28.5 447.5 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Sending OK Sending OK Bending OK Bending OK fv : Actual psi 6.3 3.6 3.6 50.7 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs .52.50 37.50 37.50 420.00 52.50 LL ibs 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 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.000 -0.000 -0.007 -0.001 UDefl Ratio 51,354.9 140,917.9 140,917.9 6,419.4 51,354.9 Center LL Defl in -0.001 -0.000 -0.000 -0.011 -0.001 UDefl Ratio 30,812.9 84,550.7 84,550.7 3,851.6 30,812.9 Center Total Defl in -0.002 -0.001 -0.001 -0.017 -0.002 Location ft 1.750 1.250 1.250 1.750 1.750 UDefl Ratio 19,258.1 52,844.2 52,844.2 2,407.3 19,258.1 I Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW -0602997, Ver5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: L3 Framing (1 of 2) Timber Member Information %ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR D2 GR D3 GR D4 GR 5 GR 6 Timber Section ft 2.50 2-2x8 2-2x8 6x8 2x12 202 2-2x8 2-2x8 Beam Width in 3.000 3.000 5.500 1.500 1.500 3.000 3.000 Beam Depth in 7.250 7.250 7.500 11.250 11.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 50.00 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 85.0.0. 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 2.37 1.150 1.150 1.000 1.000 1.000 1.150 1.150 Member Type 1.25 Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 90.4 No No No No No No No Center Span Data Span ft 2.50 3.50 5.50 4.50 4.00 2.50 3.50 Dead Load #/ft 20.00 20.00 165.00 165.00 165.00 130.00 20.00 Live Load #/ft 53.30 53.30 440.00 440.00 440.00 50.00 53.30 Dead Load #/ft 130.00 130.00 130.00 Live Load #/ft 50.00 50.00 50.00 Start ft End ft 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 Reactions @ 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 in -0.001 -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 L/Defl Ratio 28,183.6 10,271.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 Center LL Defl in -0.001 -0.003 -0.036 -0.018 -0.011 -0.000 -0.003 L/Defl Ratio 40,924.8 14,914.3 1,831.4 3,077.7 4,382.2 84,550.7 14,914.3 Center Total Defl in -0.002 -0.007 -0.050 -0.024 -0.015 -0.001 -0.007 Location ft 1.250 1.750 2.750 2.250 2.000 1.250 1.750 L/Defl Ratio 1 16,689.8 6,082.3 1,331.9 2,238.4 3,187.0 23,486.3 6,082.3 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Soflware 10014.ecw:Calculations Description BLDG C: L3 Framing (2 of 2) Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR El GR E2 GR E3.5 GR E4 Timber Section 5.00 2-2x8 2-2x12 3-2x12 2-2x8 Beam Width in 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade 300.00 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 42.37 1.150 1.150 1.150 1.150 Member Type 2.50 Sawn Sawn Sawn Sawn Repetitive Status 669.6 No . No No No Center Span Data Span ft 2.50 5.00 7.50 3.00 Dead Load #/ft 150.00 150.00 150.00 150.00 Live Load #/ft 400.00 400.00 400.00 400.00 Dead Load #/ft 280.00 280.00 280.00 280.00 Live Load #/ft 300.00 300.00 300.00 300.00 Start ft 1,412.50 2,825.00 4,237.50 1,695.00 End ft Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl Results Ratio = 0.3436 0.6850 0.9341 0.4948 Mmax @ Center in 10.59 42.37 95.34 15.25 @ X = ft 1.25 2.50 3.75 1.50 fb : Actual psi 403.1 669.6 1,004.4 580.5 Fb : Allowable psi 1,173.0 977.5 1,075.3 1,173.0 ft 1.250 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 79.4 94.4 70.1 Fv : Allowable psi 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 537.50 1,075.00 1,612.50 RIM 645.00 LL lbs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL lbs 1,412.50 2,825.00 4,237.50 1,695.00 @ Right End DL lbs 537.50 1,075.00 1,612.50 645.00 LLlbs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL lbs 1,412.50 2,825.00 4,237.50 1,695.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.013 -0.044 -0.006 LIDO Ratio 9,831.5 4,591.7 2,040.8 5,689.5 Center LL Defl in -0.005 -0.021 -0.072 -0.010 L/Defl Ratio 6,039.3 2,820.6 1,253.6 3,495.0 Center Total Defl in -0.008 -0.034 -0.116 -0.017 Location ft 1.250 2.500 3.750 1.500 L/Defl Ratio 3,741.2 1,747.3 776.6 2,165.0 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)19B3-2003 ENERCALC Engineering Software Description BLDG C: L2 Framing Title : Dsgnr: Description Scope : Timber Beam & Joist Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined '12 2.00 1st D GR 3 GR D E GR 4 GR 5 JST 4-6 Timber Section 45.00 165.00 45.00 435.25 20.00 2-2x12 3-2x12 6x8 6x12 5.125x13.5 202 Beam Width in 3.000 4.500 5.500 5.500 5.125 1.500 Beam Depth in 11.250 11.250 7.500 11.500 13.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade 1,682.94 Hem Fir, No.2 Hem Fir, No.2 Douglas Fir- Douglas Fir- Douglas Fir, 24F- Hem Fir, No.2 Ratio = 0.5131 0.9035 0.6258 Larch, No.2 Larch, No.2 V4 Mmax @ Center 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 436.1 1.000 1.000 1.000 1.000 1.000 1.000 Member Type 850.0 Sawn Sawn Sawn Sawn Glul-am Sawn Repetitive Status Bending OK No No No No No No Center Span Data '12 2.00 Span ft 5.50 18.00 4.00 18.00 17.50 4.00 Dead Load #/ft 20.00 45.00 165.00 45.00 435.25 20.00 Live Load #/ft 53.30 120.00 440.00 120.00 315.00 53.30 Dead Load #/ft #/ft 165.00 Live Load #/ft 1,080.00 440.00 Start ft lbs 19.76 End ft 1,485.00 6,564.68 Cantilever Span Span '12 2.00 2.00 Uniform Dead Load .11t500.00 -126.82 405.00 660.00 405.00 3,808.44 20.00 Uniform Live Load #/ft 650.00 1,080.00 1,760.00 1,080.00 2,756.25 53.30 Point #1 DL lbs 19.76 1,485.00 2,420.00 1,485.00 6,564.68 326.70 LL lbs 1,236.82 405.00 660.00 405.00 3,808.44 120.00 @ X ft 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 2.000 Results Ratio = 0.5131 0.9035 0.6258 0.7350 0.9225 0.4640 Mmax @ Center in -k 0.03 80.19 29.04 80.19 344.65 0.00 @ X = ft 0.26 9.00 2.00 9.00 8.75 0.00 Mmax @ Cantilever in -k -27.60 0.00 0.00 0.00 0.00 -12.48 fb : Actual psi 436.1 844.8 563.2 661.5 2,213.9 394.4 Fb : Allowable psi 850.0 935.0 900.0 900.0 2,400.0 850.0 0.014 -0.561 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 55.2 39.4 60.5 31.6 124.1 46.7 Fv : Allowable psi 150.0 150.0 180.0 180.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs -126.82 405.00 660.00 405.00 3,808.44 -133.35 LL lbs 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 Max. DL+LL lbs 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 @ Right End DL lbs 1,236.82 405.00 660.00 405.00 3,808.44 580.05 LL lbs 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 Max. DL+LL lbs 2,919.76 1,485.00 2,420.00 1,485.00 6,564.68 999.90 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.006 -0.153 . -0.006 -0.095 -0.486 0.005 UDefl Ratio 10,335.4 1,410.6 7,812.7 2,266.6 432.5 9,931.3 Center LL Defl in 0.007 -0.408 -0.016 -0.254 -0.351 0.001 L/Defl Ratio 9,242.9 529.0 2,929.8 850.0 597.5 34,153.1 Center Total Defl in 0.014 -0.561 -0.023 -0.349 -0.837 0.006 Location ft 3.278 9.000 2.000 9.000 8.750 2.400 L/Defl Ratio 4,880.7 384.7 2,130.7 618.2 250.9 7,722.1 Title: Dsgnr: Description Scope : Job # Date: 9:45AM, 25 FEB 10 User: KW -0602997, Ver 5.8.0,1-Dec-2003Timber Beam &Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations ; Description BLDG C: L2 Framing Cantilever DL Defl in -0.016 -0.020 Cantilever LL Defl in -0.020 -0.008 Total Cant. Defl in -0.036 -0.028 UDefl Ratio 1,321.2 1,725.4 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: Deck Framing Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ft 5.00 #/ft 20.00 #/ft 53.30 3.00 20.00 53.30 jst jst bm Timber Section 42.00 2x10 2x10 6x8 Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Mmax @ Center Hem Fir, No.2 Hem Fir, No.2 Douglas Fr - 38.07 @ X = ft 2.40 Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor -0.001 1.000 1.000 1.000 Member Type fv : Actual Sawn Sawn Sawn Repetitive Status Fv : Allowable Repetitive No No Center Span Data Span Dead Load Live Load ft 5.00 #/ft 20.00 #/ft 53.30 3.00 20.00 53.30 8.50 98.00 261.00 Cantilever Span @ Left End DL lbs 42.00 16.67 Span ft 2.00 2.00 1.50 Uniform Dead Load #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Results Ratio = 0.1131 0.0880 0.8203 Mmax @ Center in -k 2.51 0.76 38.07 @ X = ft 2.40 1.32 4.22 Mmax @ Cantilever in -k -1,76 -1.76 -6.18 fb : Actual psi 117.5 82.2 738.3 Fb : Allowable psi 1,075.3 935.0 900.0 -0.001 -0.099 Sending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 1.416 4.250 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 42.00 16.67 399.96 LL lbs 133.25 79.95 1,109.25 Max. DL+LL lbs 175.25 96.62 1,509.21 @ Right End DL lbs 98.00 83.33 620.54 LL lbs 261.17 222.08 1,652.82 Max. DL+LL lbs 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.001 0.000 -0.034 L/Defl Ratio 44,186.7 562,653.4 3,029.8 Center LL Defl in -0.006 -0.001 -0.099 L/Defl Ratio 10,295-6 47,664.8 1,029.4 Center Total Defl in -0.007 -0.001 -0.133 Location ft 2.460 1.416 4.250 L/Defl Ratio 8,360.048,711.9 768.4 Cantilever DL Defl in 0.000 -0.001 0.017 Cantilever LL Defl in 0.001 -0.003 0.046 Total Cant. Defl in 0.002 -0.004 0.063 L/Defl Ratio 27,379.8 12,992.4 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations Ss and S 1 Ss and S 1 = 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 SMI SMs =Fax Ss and SMI = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.467 (SMs, Site Class D) 1.0 0.757 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 x SMs and SDI = 2/3 x SMI 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) a 2006 IBC SEISMIC OVERVIEW Page 1 SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT #: 10014-,Osterly>:Park Building::B Step # 2006 IBC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE =11.: ` < `:. Table 1604.5 Table 1-1 2. IMPORTANCE FACTOR IE= :1.00 '.::- - Section 1613.1 -> ASCE Table 11.5-1 3. Site Class - Per Geo. Engr. S.C. = D' Section 1613.5.5 Section 11.4.2 / Ch. 20 Table 1613.5.5 Table 20.3-1 4. 0.2 Sec. Spectral Response Ss 1.,:47 Figure 1613.5.1 (1) Figure 22-1 5. 1.0 Sec. Spectral Response S, 0.51 Figure 1613.5.1(2) Figure 22-2 Latitude =:.47.47':N Longitude =_422°29..:.: W http://earthguake.usgs.gov/research/hazmaps/ hftp://earthquake.usgs.gov/research/hazmaps/design 6. Site Coefficient (short period) Fa =:.I . 0100 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 Ms = Fa Ss SMS = 1.47 EQ 16-37 EQ 11.4-1 SM, = Fv S, SM, = 0.76 EQ 16-38 EQ 11.4-2 SDs = 2/3 ' SMs SDs = 0.98 EQ 16-39 EQ 11.4-3 SD, = 2/3 " SM, SD, = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1..0s SDC, D :: Table 1613.5.6(2) Table 11.6-2 10_ Seismic Design Category SDC D Max. Max. 11. Wood structural panels , ; _.:: -- - N/A Table 12.2-1 12. Response Modification Coef. R= :65 N/A Table 12.2-1 13. Overstrength Factor Oo = 3.0 _. N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4 0 N/A Table 12.2-1 15. Plan Structural Irregularities --- `No N/A Table 12.3-1 16. Vertical Structural Irregularities - ::No..N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT #: 10014 - Osterly Park - Building B (kips) Roof SDS = 0.98 h n = 26.00 (ft) 3.78 Sol = 0.51X = ;75 ASCE 7-05 (Table 12.8-2) 10.72 R= 6.5 Ct = .0:020 ASCE 7-05 (Table 12.8-2) EFi � w, [E= 1.0 T = 0.230 ASCE 7-05 (EQ 12.8-7) (kips) Sj = 0.51 k =: " I, ASCE 7-05 (Section 12.8.3) FPX Min. 31.5 TL _ `. 6 ASCE 7-05 (Section 11.4.5: Figure 22-15) CS = SDS / (R/IE) 12.32 0.150 W ASCE 7-05 (EQ 12.872) CS = Sol / (T" (R/IE)) (for T< TL) 0.337 W ASCE 7-05 (EQ 12.8-3) (MAX.) Cs = (SDS * TL)/ (T2`(R/(E)) (for T> Ti) 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) CS = 0.01 wi 0.010 W ASCE 7-05 (EQ 12.8-5) (MIN.) Cs = (0.5 Sl)/(R/IE) SUM 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if St> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.150 W (sqft) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 Fi E Fi LEVEL (kips) (kips) Roof 5.04 5.04 3rd (uppr) 3.78 8.82 (EQ 12.8-11) 1.89 10.72 1st (base) E wi FPX = EFi � w, 0.4' SDS* IE. WP 0.2 * SDg IE, WP (kips) (kips) (EQ 12.8-12) Ewi FPX Max. FPX Min. 31.5 31.5 6.16 5.04 12.32 6.16 34.1 CVX = 6.67 4.59 DIAPHR. Story Elevation Height AREA DL wi wi *hik wX .hXk DESIGN SUM LEVEL Height (ft) hi (ft) (sqft) (ksf) (kips) (kips) Ew; "h k Vi DESIGN Vi Roof2,6..00 26 00 1575 0:020. 31.5 819.0 0.47 5.04 5.04 3rd...Oopr) 8.00 18:00 18.00. 1364 0.025 34.1 613.8 0.35 3.78 8.82 2nd,(man') 9.00 9:00: 9 00 1364 0.:025 34.1 306.9 0.18 1.89 10.72 1st (base).. 9.00 :0.00 SUM - 99.7 1739.7 1.00 10.72 E = V = 15.00 E/1.4 = 10.72 DIAPHR. Fi E Fi LEVEL (kips) (kips) Roof 5.04 5.04 3rd (uppr) 3.78 8.82 2nd (main) 1.89 10.72 1st (base) E wi FPX = :E 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = Wi E wi FPX = EFi � w, 0.4' SDS* IE. WP 0.2 * SDg IE, WP (kips) (kips) (kips) Ewi FPX Max. FPX Min. 31.5 31.5 6.16 5.04 12.32 6.16 34.1 65.6 6.67 4.59 13.34 6.67 34.1 99.7 6.67 3.66 13.34 6.67 Page 2 LLQ N M Mv N a(qr a N U) J c f - U7 � vcLD�la u to O r LQ N N N N N 3 t` (D (fl O CD M CD C O IyJ N O d N d O (D (D CD o (D tiV)LM U _- U 7 7 7 7 U a 2) m m 2) o) m LLi W W W Q IL Ill (!J I..L LL LL LL LL 0 - tL - - - - U Cn O co 1` _ Z p CA cDrM 11 Q LD It n > w a r rn r 7 m a E D a � Y � � C r O z a 3 "o 2 o C F Cl? N _E a mri'IT W rn m o U T w o m CL g M co v,0o0 w Q r Q lT C3 N m v } N U- Q� O CO r (D cn U Q Q r M co m r- co I Q U mt `O.: Z L1 nn a n a a a a H e x E -,r h o. o 0 o n': mo .: v v M aY v o :: o r Cl CD 0 0 > O O In �. CO': '; D V N" O N O :o CT 00 N O o vo0o Oct I -- m T W v W Y r oCDvcD U `m _ Q T n Q Q' a o; O o o LO. -m .O o to V Co-' o di v C9,74- v o .0 .,1T� d' N '�O N o ,..0. r 0 0 0 0 O) m N O p > m W ZLLM, oo ice' m v NM m. T co o r= Q Q z . ..f:�. ZO m a I Q Q LLQ N 11 If 11 II II II 11 II 11 11 If II II 11 If II 11 II 11 Z • F CD 2 3 a) a o 0 o o— n a O • Y a m U O N c >, a n a a n o p 3 n n n n Ds Y �O LA x .LL� C) Cl o r- L > C� W '6 W - co co D) _N 6 - W O Y N r Xk O n (1) Ir co U) W •o •o � C) F W II n O o 0 0 0 F- O U n CD co D) o M N w� O W W ca O Ooo U)U = O o 0 LLQ CD Cl - cc N M Mv N a(qr a U) J w p 3 vcLD�la u Z Lb V co M 3 > o Cl) O O Ln _ (qr-: Lo LD a) [Y .2 - 'V Y Cn O co 1` _ Z p CA cDrM 11 Z Z LD It n > > r rn r 7 m a E Lo NM a � Y � � C r z a 3 "o m a C Or - O Cl? N _E a mri'IT r Y o m CL o v,0o0 L-) r Q lT N m v N r O CO r (D II U Q Q r M co m r- co I Q m `O.: OOO o O m 7:r Q Q W -,r m a Q r y� Q Q v Ij N r r o vo0o CD .C)w r Q v M r oCDvcD u _ Q T n Q v c Lin r N N O (D O o O v� o m of Q Q z . v r m a I Q Q LLQ N Q m r r Cl O ((7 O r 7 M Q) L r Ln C) Cl o r- L OOO W - co co D) U C N r Q � O O O O O LU O o 0 0 0 n > n CD co D) o M N O O W O Ooo = O o 0 H o ,m co (7) Oi W N � � 2 d' Jn'C m `p 2 W a m z Q w -i �°"a n O a ❑ C y 2 M N r CD Cl - cc ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-05 & SEAW RAPID SOLUTION CT PROJECT * - IWIA _ n,fod,, D—L- D,,;lA; ,,. o METHOD 2 base shear METHOD 1 base shear = 0.2 0.3 ratio ratio Page 4 SHEET TITLE: 2003 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT #: 10014 - Osterly Park - Building B 0 SHEATHING THICKNESS tsheathing = 7/16': NAIL SIZE nail size= OA 31'1"dla X 2.5" long STUD SPECIES SPECIES = H. F:or SPF SPECIFIC GRAVITY S.G. = 0.43` 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 SHEARWALL TYPE Table 2306.4.1 7/16" w/8d common V allowable (15/32" values per (PER 2003 IBC) footnote d) Seismic Wind V s allowable v w allowable modify per S. G. modify per S. G. inc. 40% per 2306.4.1 --- 0 1 1 P6TN, 150 150 150 P6 260 242 339 P4 380 353 495 P3 490 456 638 P2 640 595 833 2P4:760 707 990 2P3 980 911 1276 1280 1190 1667 N.G. 10000 9300 13020 GYPSUM THICKNESS tsheathing =1/2" NAIL SIZE nail size= 1 1 1./4" long No:6:Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2" w/ 1 1/4" screw V allowable V s allowable v w allowable (PER 2003 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed SHEET TITLE: LATERAC-N-S (front io back) CT PROJECT #: 10014 - Osterly Park - Building B Diaph. Level: Roof Panel Height = 8 ft. Seismic V 1 = 5.04 kips Design Wind N -S V I = 6.60 kips Max. aspect =;' '3:5 2006 IBC Table 2305.3.4 Sum Seismic V I = 5.04 kips Sum Wind N -S V 1 = 6.60 kips Min. Lwali = 2.29 ft. per 2006 IBC Table 2305.3.8.2 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwail LOLefr. Co wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unel Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p Of) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 1.2-0- .1:00 6:15. 1.65 0.00 1.26 0.00 1.00 1.00 105 P6TN P6TN 138 10.09 9.72 0.03 0.03 13.20 7.20 0.53 0.53 0.53 Ext. A; _. 0. 5.5 `_'a 8.0.' 7.1:00 .0:15 0.00 0.00 0.00 0.00 1.00 1.00 0 --• -•• 0 0.00 2.97 -0.61 -0.61 0.00 2.20 -0.46 -0.46 •0.46 G.0 :. - 0.0 . 1.00 ; .0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:; 0 0 ? 0 0 .1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0." `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. a o „ i:bo o:oo 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 G- 395' 12.0 -; 16 0` '1:.00 0.15. 1.65 0.00 1.26 0.00 1.00 1.00 105 P6TN P6TN 138 10.09 12.96 -0.25 -0.25 13.20 9.60 0.32 0.32 0.32 party C+ : 395 12 0 ` 16.0 1:00 0.15 1.65 0.00 1.26 0.00 1.00 1.00 105 P6TN P6TN 138 10.09 12.96 -0.25 -0.25 13.20 9.60 0.32 0.32 0.32 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 ab ,.:, 0.0 1.60 0.00 0.00 0.00 0.00 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 :`.0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.E: ` 395' 12:0 -,':12.0 `..1.00. 0.15 1.65 0.00 1.26 0.00 1.00 1.00 105 P6TN P6TN 138 10.09 9.72 0.03 0.03 13.20 7.20 0.53 0.53 0.53 Ext., 'E.. 0. 5.5 8.0; 1.00: 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0 --- 0 0.00 2.97 -0.61 -0.61 0.00 2.20 -0.46 -0.46 -0.46 ;. 0 ` 0.0 0.0 _ .1.00 `_ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-• --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 ` 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0:." 0.0 <:1.00 .:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0, ' 0.0 -' :1.00 ' 0:00 0.00 0.00 0.00 0.00 1.00 o.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0 6.0:: 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 : 6.0. 1.00 ,.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ` 0.0 1.00.: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ••. -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 - 0.0 -':1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0` 1.00 , 0:0o 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 <: 0.0. 1.00 ;' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 . 0.0 1.00`, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0.:x1.00, '-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 b:0 0 0 ` :1 00 - .0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,. 0 0.0' 0.0. 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1580 59.0 59.0 = L eff. 6.60 0.00 5.04 0.00 EVwlnd 6.60 EVeO 5.04 O 2 ',w O O O O M M 0 0 o a m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C. 0 0 E a rn t 0 0 0 o n In 0 0 0 m a o 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'a ? 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U7 ��U):O O,O'.U7 U7 O:O O 0 C:),o O:0 O 0 O�O O O O N C co , cN O O ,O,:O' N N -o O O,N N O-, O .O O.O. O O O O b O b.0 0:0.0 -O N L v d 'a U ao 3 .Y... O.c, O O-o:O O:o'0 O O'O O O:O-b O O O O 0 6:6.6.0 O O 0`6 O. J rre^f 117 UJ C) Uj II 0.000 O.;O OOo 000000.0 O 0000 0000.00 O O.b O Z a3 z O D O o C..10:0:C. 0,.0 0 0..o o'o n o o O:.o 0 0.0 0 0 0 0 o b o 0 0.0 0 0 N N O N r r r r r qJ a 0 0 0 0 C7t0 O Co 'O O b O O b 0 0 0 0 O 6-d 0 0 0 O'O O OO O W ~ O ~ tD it7 O b o::O (D O O O O b 117 O O:'O O O ;O 0 0 0 0 0 O':O O O :O O J0 ° O O o 0:.0. O O CO .O O O 'O 0 0 0 0 0 0 0 0 0 0:0 0 O' 0 0,:(:) 0 0 0 _ E9 v N(A O O, OO N N ;O OO:N 1D O �O, o O O ,O O O O O O O:b O O.O:O co J it m N *2 E 0. 0 0 oto"o o o.. ' 0 0 0 .0 0 0 '0 o o o o 6:6 C 0 0 0 o. v J U M N O} d' m "" (O .. N C c M coC7 H O N W Z II W a > m U+ . WW U S !- - cn- 07 J > L1 C X C X: x W'. n n W' W i d SHEETTITLE: :LATEt2ALt- W.`(side to side) 197 3 3' .8 ,0 ' CT PROJECT # : 10014 - Osteriy Park - Building B 0.55 0.00 0.63 Diaph. Level: Roof 1.00 0.81 Ext. 1` Panel Height 8 ft. Seismic V I = 5.04 kips Design Wind N -S V I = 4.42 kips Max. aspect =° `s' <35:; 2006 iBC Table 2305.3.4 Sum Seismic V i = 5.04 kips Sum Wind N -S V I = 4.42 kips Min. Lwall = 2.29 ft. 0.81 0 0.00 0 010 :: .00 per 2006 IBC '1.00 _.0100 0.00 0.00 Table 2305.3.8.2 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. Wali ID T.A. Lwall LDL eff. CO w dl V level V abv. V level V abv. 2w/h v i Type Type Vi OTM ROTM Unet (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plo (plo (kip -ft) (kip -ft) (kip) Ext 1' 197 3 3' .8 ,0 ' ,1 00 :,.'0,15 1.27 0.55 0.00 0.63 0.00 1.00 0.81 Ext. 1` 197 3 3;': 86 :1 00 0:15 0.55 0.00 0.63 0.00 1.00 0.81 0 0.00 0 010 :: .00 0.00 '1.00 _.0100 0.00 0.00 0.00 0.00 1.00 0.00 (Ext 2 ` 0 0.0 : 0.0", 1 0.0 . 0,00 0.00 0.00 0.00 0.00 1.00 0.00 Ext. 2' ;0 00 0.0 .1:00 ` 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 Ext 2: 0 10;_ 0.0. '!1.00 0;00 0.00 0.00 0.00 0.00 1.00 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 'Ext 1'. 197 3:3'' 8.0-100 238 P6 0:.95 0.55 0.00 0.63 0.00 1.00 0.81 Ext. 1., 197 3`3: 8.0 1 00 :`. 0.15 0.55 0.00 0.63 0.00 1.00 0.81 0.00 0.00 0 OA. 0.0:. 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 Ext. L1 2 "' 0 0.0.. 0.0 . 1.00 [' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext L1 :'2 0 0,0'. 0 0..:1:00 _.: 0:00_ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.0'.0 0 ;:;1.00 0.00 ' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 .Ext. Li 2 0 0.0. 0.0 ':; 1; '00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext U. <2 0 :`0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 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 int Li 3 0 0.0` . 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 int. 3 0 0:0 ` 0.0 1m. .. - 0:00 0.00 0.00 0.00 0.00 1.00 0.00 Int . :::3 0 0:0> 0,0 . 1.00 ' . 0.00 0.00 0.00 0.00 0.00 1.00 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 8.40 0.01 0.01 0.01 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext ,.:4A 378 ;10.5 16.0 1.00 :0.15 1.06 0.00 1.21 0.00 1.00 1.00 Ext .4C 0 0 0, 0:0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 Ext 4E 0 0.0 0.0> 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 160 P6 P6TN 0 0.0 0.0, 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 Ext 5 103.5 2.9: 6.0 ; 1.00: . 0.15 0.29 0.00 0,33 0.00 1.00 0.72 Ext 5 103.5 29 6,0 1.00 - 0.15 0.29 0.00 0.33 0.00 1.00 0.72 2.64 1.16 0 0.0 0:0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext 5 103:5 2:9- 6.0:. 1.00 015 0.29 0.00 0.33 0.00 1.00 0.72 Ext. 5 103:5 29 6.0 1.00 0:15 0.29 0.00 0.33 0.00 1.00 0.72 1580 35.0 35.0 = L eff. 4.42 0.00 5.04 0.00 EV,Ind 4.42 EVEo 5.04 E.Q. Wind Wind Wind Wind Max. Usum OTM ROTM Unet Usum Usum HD (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115 P6TN PGTN 101 9.65 11.34 -0.17 -0.17 8.46 8.40 0.01 0.01 0.01 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 m tT N C a_ •o 9) om CD Y O 0 IL W J 0 9 I-- p gF Lli U W F- O W w W a co U I E 1- r- O O O O O r- n O O O O O O O O m Cn 00 m 0 0 0 0 0 0 0 0 X sy N N O O O O O N N O 0 0 0 0 0 0 0<< O O N O O O N N O N N IQ j[ M M O O O O O M M O O O O 00 O O N N O O O O O O< r O r -0 E 7 7 0 0 0 O 0 7 7 0 0 0 0 0 0 0 0 Cl) co 0 0 (D 0 0 0 0 0 0 0 Cb C N p_ 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0) G O O N 0 0 0 r r O r Y M co O O O O O M M O 0 00 0 0 0 0 r r 0 0 0 0 0 0 r< O<< M M O O O O O M M O O O o 0 0 0 0 M M 0 0 M 0 0 0 N N O N N C a 47 00000000 CO O O OO OO o o O) 0) (D O N o 00 U) LQ 0 U')(D v r r O o 0 0 0 r r 0 0 0 0 0 0 0 o r- 0 0 0 0 0 0 0 0 0 0 0 1w m m n n Y Y m N r m M 0 T 7 ri 0 Cl) 0) co co U m (D O a� N 1 N N Cl) > U II J N �O = m CJ d 0 I m cu c_ '0 0) z z z c Q F- F- CO (D . 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Lo 0 71 j X X X X'X X rX J C 'C- J X: X X 'X 'X �X W W W W W W W Tc W_ W_,.W _{ .C_ _. - C W:W W .W L1J111 w 00000000000000000MM000000 (n(no(O(n j 0 Y > MMOL 09C r Moo00000ol�P-:CD 0OMchOchM r r o o o o 'o r r O O o O O o O o O O O O N o o O r r O< r 7 7 0 0 0 0 0'-*- 7 O O o 0 0 0 0 0 N N 0 0 r` 0 0 0 (n (n 0 (f) 0 00C: 0C 0 00000000o0U?Ppmo00MMOMr� o L M (0 0 0 0 0 0 (D 0 0 0 0 0 0 0 0 0 (O (D 0 0 0 0 0 0 C`) M 0 M M r r-00000 I -r- O O 0000000) m0 0 (D 00000000 j d a N N O O 09 O N N O O O O O O O O r r O O 0 O O O N O N N N LLI v cc) M 0 0 0 0 0 M M 0 0 0 0 0 0 0 0 N N O (D 0 0 C. 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W co a s ; a a : a a a aa- a s CL z z z W F 77 as as i E i as i: a E E a- IL ; as I'- I` 0 0 0 0 0 I- I- 0 0 00 0 0 0 0 O O CO O O O I- r` 0 (- r- d w NN N N d M co co co N N W O O o O 0 r O O O O O O O O N N O 0 0 0 0 0 0 0 0 0 0 O a 0 CO O O O O O C O O O O O O O O O O 0) 0 0 0 0 0 0 0 0 0 0 O O O 3 O O O O O O O O O O O O O O o 0 0 0 0 0 0 r O o O r r O r r _ N 0 00 0 0 0 0 0 0 0 0 00 0 0 0 00 0 0 0 0 C. 0 0 0 0 0 0 0 Q Q o 0 0 o O b o 0 o b O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl j M M O O O O O M M O0 0n 0 0 0 0 0 0 0 0 O O O M m o M M 7 N d •0 a (D (D 0 0 0 0 0 O- O O O O O O O O O O O O N O O O M M O M M O O U.I (� v c o o CD 0 C7 0 0 0 0 0 0 o O o 0 0 0 0 0 0 .- O o O o 0 0 0 0 M M N 7 7 0 0 0 0 0 7 7 0 0 0 0 0 0 0 0 LO U7 0 0 U) 0 0 0 (n U) O U) U) O 0 C3 > Q N N O O O O O N N O 0 00 000 0 (3) O) O O co O O O r r O r r r` W Y O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M > W w U) LO 0 0 0 0 0 Ui U) 0 0 0 0 0 0 0 0 0 0 O O CD O O O 0) 0) O O 0) N O C a Q (n (n O O O O O U') U') O O O O O O O O O O O O O O O O N N O N N 7 O } (E, Y O O O O O O O O O O O O O O O O O O O O O< O O O O O O O O V r -- 0) - N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O OM M O C2 (2 O a C > d N N O O O O O" N O 0 0 0 O O O O M CO 0 0 (M O O O r r C, r r N 3 °) v o 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 o o 0 o 0 0 m > w to (n 0 O .o 0 0 :(a In o 0 0 0 0 0 O O (O ui O o (n 0 0 0 .Lo U7 0: Lo IO N -p t--.0'00:0-0T-rO:.O. O O O O O O'r . r. OH O r' O O O7 r O r r Q) U 0 3 v 0 0 0 0 0-o 0.0 0 0 0 0 0'0 0 0 0 0 0 0 0 0 0 0.0 0 0 0 0 o J m of .. 11 uj 0'O' 0 0 0 0 0 0 -O O O O .0 O O o -O.O O c)-.0 b' O O O' O :O :O O'O CO 0 0 O o 0 o;O::o o;o o_o 0 0 0 0 o O O o 0 (PP.!? ` 0 0 0:0 0 0 0.o ro C, co Ur 7 N N .. . a,p 00.000'OOO•;000000 Ob OO:O 00000.0 :000'OO m CO 0000 0.00 CO,00J 00 0:000 007 a'OO OHO C) C) (D C:) (D (D J w CI). CO. OO:O O co-c)(D C)000 C) Or-.�OO.6 OO O-U)Lq C7 LO: LO CO 3 v Y7.c'b0 O O`;O O'M(9 O.O .O O O -c. c) O co M O O/O:O O c5: 4" 70.7.V' c6 J - olii'000.O0.0LOio0000000o o0ioo0o: ,7 C) CT M co Cl) H 0 N�N;(V • C14 04 , N N M M. Q:U W :Sri to i. Lo 0 71 j X X X X'X X rX J C 'C- J X: X X 'X 'X �X W W W W W W W Tc W_ W_,.W _{ .C_ _. - C W:W W .W L1J111 SHEET TITLE: LATERAL E -W (side to side) CT PROJECT #: 10014 - Osterly Park - Building B Diaph. Level: 2nd (main) Panel Height =', :: 8.ft. Seismic V I= 1.89 kips Design Wind N -S V I = 3.45 kips Max. aspect = 3:5' 2006 IBC Table 2305.3.4 Sum Seismic V I = 10.72 kips Sum Wind N -S V I= 11.13 kips Min. Lwall = 2.29 ft. per 2006 IBC Table 2305.3.8.2 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2 w1 v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unel Usum Usum HD (sqft) (ft) (ft) (klo (kip) (kip) (kip) (kip) p (plf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) Ext 1 : ; 0 6-6 ;: !bb :' 1 00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• ••. 0 0.00 0.00 0.00 3.27 0.00 0.00 0.00 3.04 3.27 Ext 1 0` 0.0 6.a ':1..00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 3.27 0.00 0.00 0.00 3.04 3.27 0' 0.0 :' 6:6 x;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 x: 02 3.3 0. 0 1 00 .' 0.00 0.23 0.67 0.13 0.93 1.00 0.81 401 P3 P6 278 8.46 0.00 3.28 3.28 7.22 0.00 2.80 2.80 3.28 Ext. 2': 78- _ 2.8 4.0. `.'. •t 00: 0..00 0.20 0.57 0.11 0.79 1.00 0.69 475 P2 P6 279 7.19 0.00 3.45 3.45 6.14 0.00 2.95 2.95 3.45 Ext.::::' 2. 78 2.8 0.0 ._.:1_00 ` 0.00 0.20 0.57 0.11 0.79 1.00 0.69 475 P2 P6 279 7.19 0.00 3.45 3.45 6.14 0.00 2.95 2.95 3.45 Ext. 2` 92 3.3 :: 0:0 1.00_:.0.00 0.23 0.67 0.13 0.96 1.00 0.81 412 P3 P6 278 8.70 0.00 3.37 3.37 7.22 0.00 2.80 2.80 3.37 Ext " . , :1:. 0 Q.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 3.27 0.00 0.00 0.00 3.04 3.27 Ext. 1 0 0.0,.`. 0.0-; 1.00. , o.6o 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -•- 0 0.00 0.00 0.00 3.27 0.00 0.00 0.00 3.04 3.27 0.0 9.00 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: L1 .2 0 0.0 : 0.0 < 1.00 OA0 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 Li , _.2' 0 0.0 0.0.. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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. Li .:2 0 0.0 , 0:0: 1.00 ; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext L1 .2 ,' 0 0.0 0.0 `. 1.00 ' 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Iiit Li 3= 250 11:0:- 12.0 , :1.00 0.15 0.63 0.00 0.35 0.00 1.00 1.00 32 P6TN P6TN 58 2.77 8.91 -0.59 -0.59 5.06 6.60 -0.15 -0.15 .-0.15 Int 3 91 . 3.7 4.0 -,1.00 0.15 0.23 0.81 0.13 0.95 1.00 0.92 318 P4 P6 285 8.57 0.99 2.52 4.71 8.36 0.73 2.54 4.47 4.71 Int 3' 91 3.7 A.0 •`:1.00 0.15 0.23 0.81 0.13 0.95 1.00 0.92 318 P4 P6 285 8.57 0.99 2.52 4.71 8.36 0.73 2.54 4.47 4.71 Int L1 :3-"250 11,0 12 0..:,1.00 0.15' 0.63 0.00 0.35 0.00 1.00 1.00 32 P6TN P6TN 58 2.77 8.91 -0.59 -0.59 5.06 6.60 -0.15 0.15 -0.15 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 44 1.65 3:8 16.0.. 1.00 '. 0.15 0.42 1.21 0.23 1.68 1.00 0.94 543 P2 P4 434 15.27 4.05 3.64 3.58 13.02 3.00 3.25 3.51 3.58 :Ext., . 4C ;' 88 20 16.0:: 0.15 0.22 0.65 0.12 0.89 1.00 0.50 1012 2P2 P4 436 8.10 2.16 4.45 4.45 6.98 1.60 4.04 4.04 4.45 Ext.::, - 4E 88 2.0 16.0 .-i.00:1 015 0.22 0.65 0.12 0.89 1.00 0.50 1012 2132 P4 436 8.10 2.16 4.45 4.45 6.98 1.60 4.04 4.04 4.45 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 5 0 0,0`; . 0,0.: 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 1.20 0.00 0.00 0.00 1.18 1.20 >.Ext 5 0 010:' . 0:0` 1.00 - 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --• 0 0.00 0.00 0.00 1.20 0.00 0.00 0.00 1.18 1.20 0 0 0:0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.. : 5 ....O 0.0 0.0' f.00. 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 1.20 0.00 0.00 0.00 1.18 1.20 .Ext. 5 A 0.0 0.0 %1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 1.20 0.00 0.00 0.00 1.18 1.20 1363 49.1 49.1 = L eff. 3.45 6.62 1.89 8.82 EV wind 10.07 EV EQ 10.71 SHEET TITLE DEAD, LOAD SUM MARY CT PROJECT # : 10014 - Osterly Park- Building B ROOF :Roofing ashphbit<sh ndl6s .:.: 3.5 psf Mist 0;9 psf 578" plywood;(Q S.B.):. 2.2 psf Trusses at 24" o.c. 3:0 psf Insulation ; : 1 '0: psf (1)5/8" ;gypsum ceiling 28 psf .Mist /Meth. " 16 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2`0. psf NO gypsum concrete ' 0:0; psf 314" plywood {O S 8 ).. 2.7. psf 2210 at'12". avg 4.3.. psf Insulation 1 0 psf (1:) 5/8" gypsum'.:ceiling 2.8 psf MistZ722 psf FLOOR DEAD LOAD 15.0 PSF 2006 IBC SEISMIC OVERVIEW Page 1 SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT # : 10014,_ Osterly Park.- Building'C Step # 2006 IBC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE =.II Table 1604.5 Table 1-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 -> ASCE Table 11.5-1 3. Site Class - Per Geo. Engr. S.C. = D . ;.::; Section 1613.5.5 Section 11.4.2 /Ch. 20 Table 1613.5.5 Table 20.3-1 4. 0.2 Sec. Spectral Response Ss 1.147 Figure 1613.5.1 (1) Figure 22-1 5. 1.0 Sec. Spectral Response S, 0.5.1 Figure 1613.5.1(2) Figure 22-2 Latitude =47.47 N Longitude = .=92229 ''. W http://earthquake.usgs.gov/research/hazmaps http://earthquake_usgs.gov/research/hazmaps/design/ 6. Site Coefficient (short period) Fa=':1:00 '; :, z' Figure Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv x'5.0 Figure 1613.5.3(2) Table 11.4-2 SMs = Fa ' Ss SMS = 1.47 EQ 16-37 EQ 11.4-1 SM, = Fv S, SM, = 0.76 EQ 16-38 EQ 11.4-2 SDs = 2/3 ' SMS SDs = 0.98 EQ 16-39 EQ 11.4-3 SD, = 2/3 SM, SD, = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs =D , < .:' ;` Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC = D Max. Max. 11. Wood; structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R = 6:5 N/A Table 12.2-1 13. Overstrength Factor Do =:3..O ': N/A Table 12.2-1 14. Deflection Amplification Factor CD =:4.0 ... N/A Table 12.2-1 15. Plan Structural Irregularities --- No. N/A Table 12.3-1 16. Vertical Structural Irregularities --- No ' N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force, -- Table 12.6-1 Page 1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT # : 10014 - Osterly Park - Building C 0.337 W SDs= 0.98 h„ = 26.00 (ft) SDI = 0.51 X:.0.751 ASCE 7-05 (Table 12.8-2) R = 6.5 C, _' ; : ,. 0:0.20 ASCE 7-05 (Table 12.8-2) IE = 1.0 T = 0.230 ASCE 7-05 EQ 12.8-7 Sj = 0.51 k = 1 ASCE 7-05 (Section 12.8.3) CS = SDS / (R/IE) CS = SDI / (T*(R/IE)) (for T< TL) CS = (SD1 * TL)/ (T2*(R/IE)) (for T> TL) Cs = 0.01 Cs = (0.5 S1)/(R/IE) CONTROLLING DESIGN BASE SHEAR = TL=:1s.:-: 6 ASCE 7-05 (Section 11.4.5: Figure 22-15) 0.150 W ASCE 7-05 (EQ 12.8-2) 0.337 W ASCE 7-05 (EQ 12.8-3) (MAX.) 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) 0.010 w ASCE 7-05 (EQ 12.8-5) (MIN.) 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if Si> 0.6g) 0.150 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.10-1) (EQ 12.8-11) Design Fp,, = DIAPHR. F; (EQ 12.8-12) w; E w; FPX = EF; * w, 0.4 * SDs* IE * WP 0.2 * SDs* IE * WP LEVEL (kips) (kips) (kips) CV; = (kips) Ew; DIAPHR. Story Elevation Height AREA DL w; w; *hi wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew; *hi- Vi DESIGN Vi 10.41 33.5 26:00 26.00 1494 ; :...0.020 29.88 776.9 0.46 4.81 4.81 3rd yppr). 8.00 4-8.;0.0 18.00 1340 `: 0025 33.5 603.0 0.36 3.73 8.54 2nd (main) 9.00 9:00 9-00 1340 0025 33.5 301.5 0.18 1.87 10.41 9st..'(base) 9.00 :0.00. SUM = 96.9 1681.4 1.00 10.41 E=V= 14.58 E/1.4 = 10.41 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,, = DIAPHR. F; E F; w; E w; FPX = EF; * w, 0.4 * SDs* IE * WP 0.2 * SDs* IE * WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. Fp, Min. Roof 4.81 4.81 29.9 29.9 5.84 4.81 11.69 5.84 3rd (uppr) 3.73 8.54 33.5 63.4 6.55 4.52 13.11 6.55 2nd (main) 1.87 10.41 33.5 96.9 6.55 3.60 13.11 6.55 1st (base) Page 2 I ASCE 7-05 1- .,iOD 1 WIND SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 1 PER ASCE 7.05 CT PROJECT # : 10014 - Osterly Park - Building C Areas (N -S) N -S E -W F -B S -S 2006 IBC ASCE 7-05 Ridge Elevation (ft) _ ;>37:00::. 37.00ft. Roof Plate Ht. = 26.00 26.00 Roof Mean Ht. = 31.50 31.50 ft. --- --- Building Width 4`0 30.0 ft. 10 psf min. Basic Wind Speed 3sec.cast - 85 85.mph Figure 1609 Figure 6-1 Exposure='..:,B B,. Story Iw . ;1ii ,0 ,. :.:1.0 Ref. ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type Gabie Gale Ac Ps30A -:14.4. 14'.4. psf Figure 6-2 PS30a ,'2 3 ., : ' 2.3psf Figure 6-2 Ps30 c 1b4 10.4; psi Figure 6-2 PS30D 24 2.4 psf Figure 6-2 X T:00 1.00 Figure 6-2 Kn=> .:_ ..1.00. . :1.00 Section 6.5.7 ,\`Kn'1 1 1 11.0 Ps = X Kzt' I ' ps3a = 0 396 (Eq. 6-1) PSA = 12.90 12.90 psf (Eq. 6-1) Pse = 8.80 8.80 psf (Eq. 6-1) Psc = 10.20 10.20 psf (Eq. 6-1) Ps D = 7.00 7.00 psf (Eq. 6-1) Ps A and c average = 12.4 12.4 psf 0 PS 9 and D average = 2.4 2.4 psf 6.02 a = 3 3 (Eq. 6-1) 3rd (uppr) 2a= 6 6 8.5 width - 2'2a = 36 18 102 0 MAIN WIND - METHOD 1 PER ASCE 7-05 Areas (N -S) Areas (E -W) (N -S) (N -S) Wind (N -S) Wind (E -W) 1.00 1.00 1.:00 it;00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA Aa Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) per 6.1.4.1 per 6.1.4.1 Vi (N -S) V (N -S) Vi (E -W) V (E -W) 37.00 11.0 0 132 0 396 0 132 0 198 Roof --- 26.00 26.00 4.0 48 0 144 0 48 0 72 0 7.2 4.5 6.02 6.02 3.90 3.90 3rd (uppr) 8.00 18.00 18.00 8.5 102 0 306 0 102 0 153 0 4.1 2.6 4.44 10.46 2.88 6.78 2nd (main) 9.00 9.00 9.00 9.0 108 0 324 0 108 0 162 0 4.3 2.7 4.70 15.16 3.05 9.82 1 st (base) 9.00 0.00 AF= 1560 AF= 975 15.6 9.8 V (n -s)= 15.16 V (e -w)= 9.82 kips kips kips kips Page 3 ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-05 & SEAW RAPID SOLUTION CT PROJECT # 10014 - Osterly Park - Building C SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND - METHOD 2 PER ASCE 7-05 DIAPHR. Story Elevation Height Wind (N -S) DESIGN SUM Wind (E -W) DESIGN SUM i Mi /Method 1 (Max.) in/Method 1 (Max.) Wind (E -W) DESIGN SUM EF-4( LEVEL Height (ft) hi (ft) Vi (N -S) V (N -S) Vi (E -W) V (E -W) Vi (E -W) V (E -W) Roof - 26.00 26.00 1.;00 1.00 1.00 1.00 7.20 7.20 3.90 3.90 3rd (uppr) 8.00 18.00 18.00 1.00 2.00: .. 1.00 2.00 4.08 11.28 2.88 6.78 2nd (main) 9.00 9.00 9.00 1.00 3.00 1'.00 3.00 4.32 15.60 3.05 9.82 1st (base) 9.00 0.00 V (n -s)= 3.00 V (e -w)= 3.00 V (n -s)= 15.60 V (e -w)= 9.82 kips kips kips kips METHOD 2 base shear METHOD 1 base shear = 0.2 0.3 ratio ratio Page 4 n SHEET TITLE: CT PROJECT # 2003 IBC SHEARWALL VALUES PER 2306.4.1 10014 - Osterly Park - Building C SHEATHING THICKNESS tsheathing = 7/16'"_' NAIL SIZE nail size = 0 131;" dla X 2 5" lo.rig STUD SPECIES SPECIES = H E or SPF; SPECIFIC GRAVITY S.G. = 0.43` 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dia. =.:O.625 . SHEARWALL TYPE Table 2306.4.1 Seismic Wind 7/16" w/8d common V allowable V sallowable V wallowable (15/32" values per (PER 2003 IBC) modify per S. G. modify per S. G. footnote d) inc. 40% per 2306.4.1 --- 0 1 1 P6TNI- ... ............ 150 150 P6 260 242 339 P4 380 353 495 P3 490 456 638 P2 640 595 833 2P4 760 707 990 2P3 980 911 1276 2P2 1280 1190 1667 N.G. 10000 9300 13020 GYPSUM THICKNESS tsheathing —;1?2n NAIL SIZE nail size = 11/4",;long No:6 Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2" w/ 1 1/4" screw V allowable V s allowable V w allowable (PER 2003 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed SHEET TITLE: LATERAL;*S (front to'back) CT PROJECT # : 10014 - Ostedy Park - Building C Diaph. Level: Roof Panel Height 28 ft. Seismlc V i = 4.81 kips Max, aspect.3.5:2006 IBC Table 2305.3.4 Sum Seismic V i = 4.81 kips Min. Lwall = 2.29 ft. per 2006 1 BC Design Wind N -S V I = 7.20 kips Sum Wind NS V I = 7.20 kips p= 1.00 E.Q. E.Q. Wind Table 2305.3.8.2 Wind Wind E.Q. E.Q. Wall ID T.A. Lwall LDLeff. Wind CO w dl V level V abv, V level V abv. Wind (sqft) (ft) (ft) v i Type (klf) (kip) (kip) (kip) (kip) :Ext A_, 374 300:: 300: 1._00:, 025 1.80 0.00 1.20 0.00 Ext -ft) (kip 0.0,(00 (kip) (kip) (kip 0.00 0.00 0.00 0.00 0.00 1.00 '0 0:0:' 0.0 1.00 __ 0:00'- 0.00 0.00 0.00 0.00 -2.07 0 0,0 :: 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 Inc...,B. A 0.0 0.0 :1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.0 .-- 0:0 - 1.00 `0:00- 0.00 0.00 0.00 0.00 party C-: 373 5.0:_:30.0: --- 1.00 0:25 1.80 0.00 1.20 0.00 Party,: C..+:..".:.,373 0.00 50: 30.0: .:1.00 1.00 0.25 1.80 0.00 1.20 0.00 0.00 0 0.0 0.0 ' i:00 0:00 0.00 0.00 0.00 0.00 Int D 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0.0 0.0 :;::1.00-' 240 P6 0.00 0.00 0.00 0.00 0.00 Ext E 0 0.0-: 0 0 :.,1 00 .0.00 0.00 0.00 0.00 0.00 Ext E 374 30.0' 30.0. 1.00 0.25 1.80 0.00 1.20 0.00 1.00 0 0.0. 0.0 `'1.00::.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 0.00 0 0.0 0.0' 1:00.; 0.00 0.00 0.00 0.00 0.00 0 --- 0 0:0 - 0:0 ::. 1._00 ` 0.00 0.00 0.00 0.00 0.00 0.00 0 00 . 0.0 1 001 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 0.00 60 0 0.0: 0:0: , 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0:0 - 0.0 ; .1.00 . 0.00 0.00, 0.00 0.00 0.00 0.00 0 0-0, 0.0 1:00 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 0 --- 0 0:0 0 .0 `' 1:00 0.00 0.00 0.00 0.00 0.00 0.00 0 "0.0 00'-.,.100:;:0.00 0 --- --- 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ` , 1..00. 0.00 0.00 0.00 0.00 0.00 0 0 0:0 0.0 : 1,00 `- . 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 00.:: ,0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. . 0.0. 1.00`, 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 b.0 1.00 ' 0.00. 0.00 0.00 0.00 0.00 0 --- 1494 70.0 0.00 70.0 = L eff. 7.20 0.00 4.81 0.00 0.00 0.00 1.00 0.00 0 --- --- EV wind 7.20 EVao 4.81 Design Wind N -S V I = 7.20 kips Sum Wind NS V I = 7.20 kips p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. 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N N O O O O O N N O O O O O O O O O O O O O O O N O N O O O M p d > a (D 10 O O O O O 0 (D 0 0 0 0 0 0q 0 0 0 0 0 0 0 R N O (N V O O n W N v O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M > w > W D>—m m O o 0 o O m m o 0 0 0 0 0 0 0 0 0 0 0 0 o m m o m m 0 0 0 0 C -0 Q It V' O O O O O ',t V O Cl O O O O O O O O O Cl O O V' V O 'V V' O Cl m n j (0 v 0 O o O o 0 0 0 0 0 0 o Cl 0 0 0 0 0 o O o o O O o 0 O 0 0 O M (O > co co 0 0 0 0 0 0o 0 0 0 0 0 0 0 0 0 0 O O O O O n O n r 0 0 O a C d t- V O O O O O V I- O O 0 0 0 0 0 0 0 0 0 0 0 0 M r 0 O O O S� N y O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N > W 'LO LO 0 O,O O - LO: (b 0'O O O.O O.O O O O O o 0 O (O (!'1 O (b (O:.O C) 4-- N 'D C r, .- O: fi-O 'O O.OOrr-0.0,00.0'. 0 000 .00.0 O q 7 O r �-O C 3 6.00000 0 .0 0 C) CD C) 0 0 0 0 0 0 .O 0 0 0 0 0 .0 O O o. O. -O J m m n LO O:O OO O.:O..000'OOO.O ;O OO, O.O CDO. O O O O.O.O -O OOOO 'O 'O O Oo OHO O 00;0':0.0 OOO 'O : 0 0 0 O O O O O:"O O O OR :O _O .O r O N N U v- V N �C a) 0 0 0 0 0 O O C) a O O' 0 0 0 0 .O O 0 0 0 0 0 0 'O O O O tzca°' f- JO 00`03 OO O O aD '[D O OHO 66 O.O O'O O O O.O O O0 OO 0D co.O O - -'-' J (D i2 0 0 0 io O Lo, Lo o 6' CD 0 0 0 O o 0 0 0 0 0 0 (b o 0 o ib" o: o O 3 v v' o o'o:o o .4 v o 0 '0. o 0 o 66.0 o 0 0:o' o vdo rte; o>ci J O iW O O O.�O O OS- c0 O OO' O O O.O 0 0 �O O O O.,O m co:O m m 'O. O. O U O D r r N N',N , r r F"), 6-5 t 'S <4 1- .i (b (b (b O 0 ?. (D O . ww.w ww C�C�C7�.,." www ww.'w -Ww SHEET TITLE: LATERAL E -W (side to side) CT PROJECT # : 10014 - Osterly Park - Building C Diaph. Level: 2nd (main) Panel Height:: ;'..::a$' ft. Seismic V I = 1.87 kips Max. aspect 35 2006 IBC Table 2305.3.4 Sum Seismic V I = 10.41 kips Min. Lwall = 2.29 ft. per 2006 IBC Table 2305.3.8.2 Wind Wind E.Q. E.Q. Wali ID T.A. Lwall LDL W CO w dl V level V abv. V level V abv. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) Ext 1 o _ Notes: denotes with shear transfer denotes iSB Shear Panel Design Wind N -S V i = 3.05 kips Sum Wind N -S V 1 = 9.82 kips P= 1.00 E.Q. E.Q. Wind 11.0,.: .: o p .;1.00 E.Q. 0.00 0.00 0.00 0.00 0.00 Wind Max. 0. !: 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 - ROTM 0'. 0.0 : _ 0.0 :1:00. 0.00 0.00 0.00 0.00 0.00 Ext 2:r: 132 7.5 , 12.0= 1.00 :0.15 0.30 0.70 0.18 0.89 Ext., 2: "_4015.1 '2310 ., 23.0' '1`00 `0.1.5' 0.92 2.16 0.56 2.72 Ext.2' ;` _132 7.5 .:12 0 00,:- 0.15 0.30 0.70 0.18 0.89 2.54 1.00 0.. 0.0 00 .:1.00.::0.00 0 0.00 0.00 0.00 0.00 0.00 EXt. 1 0; 0 0..:: 0 0 -1.00 0.00 0.00 0.00 0.00 0.00 Ext 1> 0" 00 ; 0.0 ::1.00 . 0.00 0.00 0.00 0.00 0.00 134 26.27 35.71 -0.42 0.0 ,,.'1.0.0 -, 0.00 0.00 0.00 0.00 0.00 ;Irit. 3: 0. Q.0;.? 0 0 1.00 . 0.06 0.00 0.00 0.00 0.00 0.51 0.51 0` 0.0 :. 0'6 1. 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 0.00 0.00 0. 0.0 0.0 .1.00 0:00 0.00 0.00 0.00 0.00 Gar, 4' 168: 3.0. 3.0 .100 -0.00 0.38 0.85 0.23 1.07 Gar. 4" 168 3.0'? 3.0 1.00 0.00 0.38 0.85 0.23 1.07 Gar 4" 168.3.0 1.00 3.0: 1.00 0.00 0.38 0.85 0.23 1.07 G'ar ,4 `- 168 3.0 : 3.0 100 ' 0.00 0.38 0.85 0.23 1.07 0.00 0.00 0 0.10` " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 Ext.,5,. --- 0 0.0 0.0:.1:00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. _:5. 0 0.0 ', 0.0. .1.00 .0.00 0.00 0.00 0.00 0.00 Ext. 5 0 6.0 :o.o ` 1.o0 ' 0.00 0.00 0.00 0.00 0.00 4.47 4.47 0 0:0`' 01;01: 1.00 '0.00 0.00 0.00 0.00 0.00 Ext. 6 0 0:0 0:0 1.00 0.00' 0.00 0.00 0.00 0.00 Ext 6' 0 0.0 , OA `':1.00 0.00 - 0:00 0.00 0.00 0.00 0.00 4.22 4.47 .0 0:0 0.0-. 1.00 - 0.00 0.00 0.00 0.00 0.00 Ext 6 0 0:0: 0.0` ..1.00 0.00 0.00 0.00 0.00 0.00 Ext 6 0 :0.0 0.0.. 1.00: 0:00 0.00 0.00 0.00 0.00 --- 0 '-0 0:0: '0.0 1.00 :.0,00 0.00 0.00 0.00 0.00 1.00 - ".0 6.0 - 0:0 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1341 50.0 0.00 50.0 = L eff. 3.05 6.96 1.87 8.78 0.00 0.00 0.00 0.00 0.00 0.00 1.00 EV w)nd 10.01 EVEQ 10.65 Notes: denotes with shear transfer denotes iSB Shear Panel Design Wind N -S V i = 3.05 kips Sum Wind N -S V 1 = 9.82 kips P= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. 2w1h v i Type Type v 1 OTM ROTM U�et Usum OTM ROTM Unet Usum Usum HD P (pif) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 2.54 0.00 0.00 0.00 2.10 2.54 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 2.54 0.00 0.00 0.00 2.10 2.54 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 1.00 143 P6TN P6TN 133 8.59 6.08 0.37 0.37 8.00 4.50 0.51 0.51 0.51 1.00 1.00 143 P6TN P6TN 134 26.27 35.71 -0.42 -0.42 24.64 26.45 -0.08 -0.08 -0.08 1.00 1.00 143 P6TN P6TN 133 8.59 6.08 0.37 0.37 8.00 4.50 0.51 0.51 0.51 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 --- --- 0 0.00 0.00 0.00 2.54 0.00 0.00 0.00 2.10 2.54 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 2.54 0.00 0.00 0.00 2.10 2.54 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 --- --- 0 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 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 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.75 580 P2 P4 411 10.43 0.00 4.47 4.47 9.85 0.00 4.22 4.22 4.47 1.00 0.75 580 P2 P4 411 10.43 0.00 4.47 4.47 9.85 0.00 4.22 4.22 4.47 1.00 0.75 580 P2 P4 411 10.43 0.00 4.47 4.47 9.85 0.00 4.22 4.22 4.47 1.00 0.75 580 P2 P4 411 10.43 0.00 4.47 4.47 9.85 0.00 4.22 4.22 4.47 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 --- --- 0 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 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 --- --- 0 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 1.07 0.00 0.00 0.00 0.94 1.07 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 1.80 0.00 0.00 0.00 1.53 1.80 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 --- --- 0 0.00 0.00 0.00 1.80 0.00 0.00 0.00 1.53 1.80 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 1.07 0.00 0.00 0.00 0.94 1.07 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 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SHEET TITLE: DEADLOAD MIVIARY CT PROJECT # : 10014 - Osterly Park -Building C ROOF Roofing=ashphalt shingles 3:5 psf Misc 0:9 psf 5%8"plywood (O:S B.) 22 psf Tussesat 24' o c 30. psf Insulation 1:0: psf (1;) S/8" gypsum ceiling' 2.8 psf M s Wech. 1;r6 psf ROOF DEAD LOAD 15.0 PSF FLOOR ;floor I finish 2:0 psf NO gypsum concrete 0.0 psf 3/4"plywood (OSB.),., 2.7 psf 2x10 at 12" avg ; 4 3. psf Insulation' 1:0 psf (1)s5/8"gypsumceiling' 2:8. psf Misc " 2;2psf FLOOR DEAD LOAD 15.0 PSF r For allowable holes, see 562 and SBI 1 on . page 12 Pre-cut wiring chase 376" gap brace and concrete Single Portal PORTAL FRAME ASSEMBLY 3ps Yz" from both sides ce (4 straps race) sQao, roti Column base with a minimum uplift 3pacity of 1,000 lbs Concrete design is the responsibility of the design professional of record PORTU DESIGIN 111111FORMAT1O Using Shear Braces in Portal Frame Assemblies Use one strap on each side with a minimum uplift capacity of 500 lbs per strap For allowable holes, see SB2 and SBl l on page 12 The portal shear braces listed in the Allowable Design Loads—Portal on Concrete Foundation table on page 9 require the brace -to -header connection details shown throughout this guide. Increased shear capacity due to the portal acting as a system has been accounted for in the Allowable Shear values. When designing portals using braces not shown on page 9, use the Allowable Shear values from the Allowable Design Loads—Stand-Alone Brace on Concrete Foundation table on page 6. To achieve the Attached to (leader 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. Pre-cut wiring chase Double Portal aps 16' from both sides ce (4 straps )race) Concrete design is the responsibility of the design professional of record Portal Header resign ■ Header width must be 3/e" minimum and 5%z" maximum. ■ Header depth must be 9Yn" minimum and 18" maximum. Induced Forces Portal straps Yi" from edges on both sides of the brace (4 straps total per brace) A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR -2652 for more information. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 8 ALLOWABLE DESIGN LOADS -PO IAS. FRAME Allowable Design Loads -Portal on Concrete Foundation y�1a>a a t,4 i3iA11nk Hu'�w tal g g "• rti. D:.-­­11111:t ' a , $'s ?t �. �Mn �(3i r, l -r a "{r ,Verttcal�"� r `,�`Dr�ft�at#�r �Ho d'ownU�lift PaYtala$race x% W,tdth� i hi k f j Driftat � L�Holdown� = s Uphfi �" Coad ers �Asserotil eh erg * p y rFr ' Brace ,'bllowahle Alltiwahler to rShearr attAHowabie r ,`Allowable Sheartrl Allpwables ,t t AlIolvAble ,- a +� ; Shearr'1 + Sbearf�1 Shearnl �- "' _ . _, 12' 78" 8,000 k,�tS6+12x°`7 � 2,730 0.29 j 8,520 3,000 t 0.31 9,370 F9,480 ' d13�2z85 12" 93%' 8,000 2,310 0.35 8,620 2,540 0.39 ;0:59 9;310 ,tSB$zl 18` 1 78' 1 8,000 1 5,600 1 0.30 1 12,285 1 6,160 1 0.33 1 13,515 ;8536" ;:8`AOD.: ..5;380.... . `.:0.34 ` • .:12,925 ; :;5`910 fl.37..' .; ::214;220 n'ftS6;18x8rFk 18" 93%" 8,000 :y 5,150 0.31 13,510 5,665 , 0.40 14,860 saS6 18z9ray . 98"• , i105r�" 8;006. ;3;810, :: 0:43 ::::12;530 `: 4;180:> ::.:0.51 13750 .: T SBdz1 24' 78' 8,000 L 10,300 1 0.29j 18,260 10,400 1 0.30 1 18,435 y= 5S$��8 :9;760' sj,fS - 4z9ja?: 24' 105'/" 8,000 7,810 0.42 18,680 8,590 0.47 20,550 ``�,pSf1,41z '12', 18":.: 8;000.' .' :1;300 :0:27 ;.S;ilS'" ::; :.;•.1430: ;'0:33` 12' 85'x" 8,000 1,200 1 0.31 1 8,220 1,320 1 0.38 9,040 1;100..j.:. -.:J35 8;210 ...: .11210 iSB2z9r;? 12' 105'/x' 8,000 790 0.43 j 8,315 890 j 0.59 j 9,370 m =is.6;18x1'h•:.`18":'': :',:>$;D00'`;'`-:2;800':. `iD.31 .. ":..12;285 3;080: 0.36:. -':13;515 y$B 3'ek7!5!r 18' 85W 1 8,000 1 2,625 0.33 12,625 2,885 0.40 1 13,890 S678z8; ; . 18'.• °.93'/4'.. 8;A00 '`:'2450 0.36 : •: 12;855 :.: - 2;695. 0.43 1 4;140 iSBi8x9�a`, 18' 105'/+' 8,000 1,905 0.43 12,530 2,090 0.51 13,750 3 ��jS6'2�z� 24 � ,28.:.'t :;'8,000;•' :' :: '.� :11.29 '-18,260..::::;'.. . � 5,200 .. '18 435 :g;aS6?9i8 24 93'/"' 8,000 .3;150' 4,435 0.37 18,800 4,880 0.42 20685 ` 404 9("A 24'.<. .=105'/.': 8;000:; .:3;905 " .:0.42 18;680 4,'295 :: 0.47 =:..:?20550 .' (1) Interpolation of Allowable Shear and Drift at Allowable Shear values is allowed; use the values for the two closest heights. For braces less than 78' tall, use the values for a 78' tall brace. (2) DO NOT interpolate Holdown Uplift at Allowable Shear values; use the value for the shorter brace. (3) 12' wide braces 005W tall or less) and 18' wide braces (141 YV tall or less). are allowed in prescriptive applications. (4) The portal kit must be ordered separately when specifying braces over 100' tall. General (dotes Allowable shear loads (lbs) ■ Allowable Design Loads table is based on: - No further increases for duration of load are permitted. - ASTM A449 or ASTM A193 -B7 threaded rod for anchorage; I" diameter for 24' wide braces, 7/e' for all others. See page 18 for anchorage options. - Portal header clear spans of 8' (minimum) to 18'-6' (maximum). ■ Allowable Shear and Drift at Allowable Shear are for the entire portal assembly. ■ Portal frame assemblies are not for use on RFKs. ■ For shimming and furring requirements, see details on page 15 and 17. ■ Portal braces may be used in 2x4 or 26 wall framing. See SB5 (page 15) and S812 (page 12) for header framing options. Allowable Out -of -Plane Lateral Loads(1)(2) (PSE) -Portal on Concrete Foundation Brace,,.+ "r :a- o 'r x�.rxPor3a1)3 ace Het ht i.•$ � �. t� =t - �;ttllh 275 255 1 230 205 1 150 110 85 g rttachedto > z "�Ir�'18 �`l125':': ,I10 140 115 105 95 85 75 (1) Table values based on using iLevel® Portal Kit to resist header overturning. (2) Use a load reduction factor of 0.88 for 16" deep headers; 0.78 for 18" deep headers General Notes ■ Allowable Out -of -Plane Lateral Loads table is based on: - No further increases for duration of load are permitted. - Braces used in a portal application and installed according to the details in -- this guide r - Wall deflection of L/240. - Header depth of 14" in a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 9 Vertical loads (may be located any where) (lbs) �Y Vertical loads (lbs) Side View Front Yiew Out -of -plane lateral loads (psf) City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director May 09, 2016 MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0059 OSTERLY PARK - LOT 5 - 14405 34TH LANE S Dear MIKE OVERBECK, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. The site plans provided do not show the buildings as Lot 5 or Lot 6. Provide all site plans for these buildings referencing the correct buildings. Circle or mark for clarification the specific buildings for these two permits. 2. Throughout the plans, notes and code number references refer to 2006 building codes and UMC codes. 2012 is written in in some plan notes but the details or notes are not consistent with current codes and shall not be acceptable for plan review. All code language to include code number referenced shall be consistent with current 2012 IBC, IMC, WSEC, UPC etc. Also Washington State Ventilation and indoor quality codes are referenced. These energy codes have long since been discontinued. Revise all notes, code references to include energy codes to be consistent with current 2012 international and local codes. Details and tables shall also be consistent with current 2012 codes. "Construction documents shall be of sufficient clarity to indicate the location, nature and extent of the work proposed and show in detail that it will conform to the [provisions of this code] and relevant laws, ordinances, rules and regulations, as determined by the building official." Please provide updated plans and documents. (2012 IBC [A] 107.2. 1) 3. Each new and separate permit shall be accompanied with a copy of the geotechnical report for that site. Please provide the geotech report. 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4. The owner shall engage and designate on this building permit application a registered design professional who shall act as the registered design professional in responsible charge. The registered design professional in responsible charge shall be responsible for reviewing and coordinating submittal documents prepared by others, including phased and deferred submittal items, for compatibility with the design of the building. Also note, the Building Official shall be notified in writing by the owner if the registered design professional in responsible charge is changed or is unable to continue to perform the duties. Please provide this signed documentation from the owner, the name of the registered design professional in responsible charge and to include all necessary contact information i.e. email address, business phone and location. This documentation shall be presented to the building official prior to approval of construction plans and related permit documents. (IBC [A] 107.3.4) PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • A landscaping plan consistent with the landscape plan approved during design review for the Osterly Park Townhomes was not submitted as part of this permit. Please provide a landscape plan showing plantings and irrigation that will be provided, consistent with the approved design review. Please notate on the landscape plan any planting substitutions proposed. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • On your site plan please circle the building that this permit will cover. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four 4 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, c Bill Rambo Permit Technician File No. D16-0059 6300 Southcenter Boulevard Suite #100 • Tukwila Washin etnn 98188 • Phnn.e 206-4.31-.3670 • Fax 206-431- 3665 T 7196 OUTSIDE EASEMENT No. - INSIDE APPLICATION FOR REPAIRS SIDE SEWER PERMIT RECEIPT "°. ��S 14 8 DEPOSIT $ /C70 VALLEY VIEW SEWER DISTRICT DATE 3" 13- 15 3460 South 148th Street, Suite 100 • Seattle, Washington OWNER." i fGt' f/ �i/Sr C,e CONTRACTOR: SG /_114 HOUSE ADDRESS 3 V 7— 1 91' el!V 77%x/ '5Z' BASEMENT: YES NO NAME SUB -DIVISION LOT No. BLK. No. TAX LOT No. O 0 a C7 SCALE .`T ....- - -... .. _ , — I �2 :1 _ _ -- _ - _ ; I i � I _• ! 7 77-7- _ - - I : - -- please add I I 1 Oft south of _ - t_at,- _ property line by - ' ; 53ft west of property line - - I� p I , a _F" 1- i�77o�n _ • T' T DISTRICT APPROVAL BY DATE Z3 2o�S TEST RESULTS 1Pi 4 1111 I HEREBY CERTIFY THAT THE ABOVE CONNECTION HAS B/EE�N1/MADE AS SHOWN, PRIOR TO BACKFILL ' t BY l' �DATE r PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0059 PROJECT NAME: OSTERLY PARK - LOT 5 DATE: 05/10/16 SITE ADDRESS: 14405 34 LN S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division Fire Prevention ❑ Planning Division Jk�.S A-t,� Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 05/12/16 Not Applicable ❑ Structural Review Required ❑ (no approval/revienv required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/09/16 Approved ❑ Approved with Conditions Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY'. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0059 DATE: 03/17/16 PROJECT NAME: OSTERLY PARK - LOT 5 SITE ADDRESS: 14405 34TH LANE S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Pd coa Building Division PuT3iic Works PRELIMINARY REVIEW: Not Applicable ❑ (no approvallreview required) REVIEWER'S INITIALS: Revision # before Permit Issued Revision # after Permit Issued AK Awc Fire Prevention Structural ❑ Planning Division Permit Coordinator ❑ DATE: 03/22/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/19/16 Approved ❑ Corrections Required (corrections entered in. Reviews) Notation: REVIEWER'S INITIALS: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only �p CORRECTION LETTER MAILED: ,�/� Departments issued corrections: Bldg j� Fire El Ping erPW le Staff Initials: h6 701 12/18/2013 f y V City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tuhwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. -lJate:#1kN Plan Check/Permit Number: D16-0059 ❑ Response to Incomplete Letter # Z Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Osterly Park — Lot 5 Project Address: 14405 34 Ln S RECEIVE. 0 CITY Of TUKWILA MAY 10 .2016 PERMIT CENTER Contact Person:�j �(iP (�]/P�I�C'GjL Phone Number: 2-o Vr 70 ?' d 25q Summary of Revision: rM` `0 Gn' l Niro r— `7e e r6y .Q' —7 17 'e 4!�'crc1 e. e, r\., 0(A---, 5 Sheet Number(s): "Cloud" or highlight all areas of revision including date o revisio, c Received at the City of Tukwila Permit Center by: �—Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila ^r 4 eta ent ojC0MMU114 Deve, E I �' 6300 Sauthceiifer Boulevard, Suite #100 .+�ukwtla'Cfi!asliington .98188 ',- Phone::206-431.3670 'Web sit httn://www.TukwilaWA.gov Site address (attadh map and legal description showing hydrant location and size of CERTIFICATE OF WATER AVAILABILITY PERMIT NO.: NJ 1`S - I �f is .Name: .1''l .Sf Tee /1MMtr+S` Name: �MIM over etk- Address: 13 75.PrvlB�h/ Jf S, i✓� W' Address: 4 i Plionef .. wn- ZD�i Phone: 97. OZ-5-7gBI6S This certificate, is for :the purposes of; �' Residential Build'uig.Permit'., ❑ Preliminary Plat Short Subdivision ❑ Comm'avialMdusirial Building Permit. ❑ Rezone Other w65 fe(M;(- Estintated numbee.,ol'service: connections and: water meter slze(s): pin r Vehicular distance from. nearest hydrant to the closest point of structure is ft, Ai -en is served by (Water Utility District): 1.2r Stv / riA ti aturc Date I rart is: rro De completea uy water utility district I. The -proposed project is within 1< i (City/County) 2 Q. No. improvements required. 1. 'The improvements required to upgradethe water system to bring it into compliance with the utilities' comprehensive plan or to meet ihe minimum tlow requirements of the project before connection and'to meet the State ross connection control requirements: (Use se.pa,hic sheet ifnibre'room is needed) 4. Bascd upon the improvenients:listedabove, water can be provided and will be avail ble at the site with a flow of 1 ZDo gpm at 2D psi residual, fora durationof2 hours at a veiocity of %(.6 fps as documented the attached calculations. ?. Water availability: LAcceptable'servio cat b. a lirovidtd! this project . Acceptable service catitiot be prov.i*d to this project unless the improveme its in item B-2 are met. System is not oapable of providmgservice to this project. I hereby certify that the above information is true and correct. ( l 27 -13 By Date exPiaus Ci1-7-7—Iq) RECEIVED CITE' OF TUKWILA PE ooFq M Certificate Of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole 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 the necessary permits, approvals and authorization from the City or any other 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 the 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, tho 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 Date A2 ' -� District Represent<,itive�, „ _ t�-� __. Date RECEIVED CITY OF TIJKWILA I4AR 0 8 2016 PERMIT CENTER D 1 -00 5M01 JMO Contracting LLC Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of 4j Labor & Industries JMO Contracting LLC Owner or tradesperson Overbeck, Michael David Principals Overbeck, Michael David, PARTNER/MEMBER Overbeck, Julia Dee, PARTNER/MEMBER Doing business as JMO Contracting LLC 13975 Interurban Ave S. #102 SEATTLE, WA 98168 206-787-0259 KING County Page 1 of 2 Search L&I ——I1 A-'LIndex Help MyL&I Workplace Rights Trades & Licensing WA UBI No. Business type 603 345 256 Limited Liability Company License no. Governing persons JMOCOCL865C4 MIKE Effective — expiration OVERBECK License Expiration date Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor _....................................... Active. .................................. Meets current requirements. License specialties $2,000,000.00 GENERAL License no. JMOCOCL865C4 Effective date Effective — expiration 05/27/2015 02/24/2014— 03/08/2018 Expiration date Bond 05/27/2016 Ironshore Indemnity Inc $12,000.00 Bond account no. SUR40005200 Received by L&I Effective date 05/27/2015 05/22/2015 Expiration date Until Canceled Bond history Insurance Arch Specialty Ins Co $2,000,000.00 Policy no. AAU1506701 Received by L&I Effective date 05/27/2015 05/27/2015 Expiration date 05/27/2016 Insurance history Savings ................... https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 5/27/2016 JMO Contracting LLC No savings accounts during the previous 6 y( Aod. Lawsuits against the bond or savings 46-6, lawsuits against the bo'rnd or ia"v'i savings accounts during the previous 6 year period. L&I Tax debts .........................................ts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ........................................................ No license violations during the previous 6 year period. Workers' comp No active workers' comp accounts during the previous 6 year period. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. 0 1 Washington State Dept. of Labor& Industries. Use of this site is subject to the laws of the state of Washington. Page 2 of 2 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 5/27/2016 ` E i it x Lv 1 L11VL+'kS Lot lines shall be established on site and made visible to FOOTING INSPECTION k. w verify distance of building setbacks the from lot lines, at (RE: Geotech report .prepared for this site.) ' time of footing/foundation inspection, prior to pourin Over excavation requiring structural (engineered) fill shall g ,,. concrete. A survey may comply with recommendations as :.r� y y be required to verify lot lines. out.;rs..._ in the geotechnical ' p t report. PLEASE NOTE: Setback(s) shall be calculated and Prior to requesting a footinginspection, the Geotech measured from the buildings finish { face or corner of the engineer of record shall verify soils thcondition and provide f building nearest the property line inspection e and not necessarily an report prepared and signed by the Geotech i measured from the exterior foundation. engineer. Geotech E r r report shall verify that soils conditions s: including � -- — — - — -- ding compacted fill shall satisfy specifications as outlined forlfootinu/fnnnrint;.,,, ..._�._ �. s i i .:'. i,'. '. I ..c I .i t I . � It I I � i � ,j i I I . , i ..": I I q�� I I - I H �,�- , i 10 I a "I . 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STRUCTURAL NOTES , , .A & ABBREVIATIONS 0 01000: GENERAL REQUIREMENTS 02000: SITE CONSTRUCTION 06071: PRESERVATIVE TREATED WOOD PRODUCTS 06104. SHRINKAGE OF WOOD FRAMING & AND IN. INCHES) THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR; SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO a AT INFO. INFORMATION 00 DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND ON T FEET(FOOT) INT. INTERIOR j {45�2��CttfS�{�,z�� • AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL 01300) AND IN SUBSEQUENT DIRECTIVES. ALL WOOD THAT FORMS THE STRUCTURAL SUPPORT OF THE BUILDING, BALCONIES MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHAM BE DESIGNED AND BUILT INCH (INCHES) CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF M Lo PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES THAT ARE EXPOSED TO TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE. THE USE OF KILN DRIED # POUND(S), NUMBER JST. JOIST • THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO 02260: EXCAVATION SUPPORT AND PROTECTION THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO = EQUAL(S) JT. JOINT 0 o a ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. a NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER -EXCAVATED AT JOINTS BETWEEN MEMBERS. A.B. ANCHOR BOLT K KIPS(1000) 0 AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL w ABV. ABOVE THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR 06160: WOOD SHEATHING ADD. ADDITIONAL LAT. LATERAL CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE ADJ. ADJACENT LB. POUND(S) ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. NOT BE GREATER THAN THE LIMITS EXCAVATION SLOPES SHALL BE SAFE AND SHALL N SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C -D INT APA ALUM. ALT. ALUMINUM ALTERNATE L.B.LAG LG. BOLT(S) ( ) LONGITUDINAL) CL CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; WITH EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE APPRX. APPROXIMATE(LY) LGTH. LENGTH w 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 FASTENING UNLESS NOTED OTHERWISE PER PLAN: ARCH. ARCHITECT URAL ARCHITECT(URAL) LGMF LIGHT GAUGE METAL FRAMING 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 EDGE FIELD ASSY ASSEMBLY LLH LONG LEG HORIZONTAL SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE NAILS NAILS B. BOTTOM LLV LONG LEG VERTICAL UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 02300: BACKFILL AND COMPAC11ON BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY BARRIER. ROOF: 7/16" 40/20 C -D APA CDX T&G Bd AT 6" 8d AT 12° BEL BELOW 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 OSB 40/20 T&G 10d AT 6" 10d AT 12' BEN B.F. BOUNDARY EDGE NAILING BRACED FRAME LT. WT. L.W. LIGHT WEIGHT LIGHT WEIGHT PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE SHEARWALL:-7 16' C -D W XTERIOR GLUE SEE SCHEDULE SHEET S1.1 / BLDG. BUILDING 01100: CODE REQUIREMENTS CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN BL.K. BLOCK MAS. MASONRY ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL IMPERVIOUS MOISTURE BARRIER. ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN BLKG. BLOCKING MASN. MASONRY RESIDENTIAL CODE WITH COMPONENTS AS REQUIRED SUBJECT TO 2012 INTERNATIONAL 02832: SEGMENTAL RETAINING WALLS PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE BLW. BELOW MAT. MATERIAL BUILDING CODE AS ADOPTED BY THE CITY OF 1UKWILA, WASHINGTON. SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILIZED EARTH (MSE) 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 BM. BEAM MAX. MAXIMUM WALLS SHALL BE DESIGNED BY OTHERS. IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BMU BRICK MASONRY UNIT M.B. MACHINE BOLT BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE BN BOUNDARY NAILING MBM METAL BUILDING MANUFACTURER 03000: CONCRETE 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR BNDRY. BOUNDARY MECH. MECHANICAL 01200: DESIGN LOADS LIVE LOADS CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE CONCRETE OR MASONRY WALLS BELOW GRADE. B.O. BOTTOM OF M.E.J. MASONRY EXPANSION JOINT ROOF (SNOW) 25 PSF STANDARD ACI 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION 06176: METAL PLATE CONNECTED WOOD TRUSSES PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND B.O.E. B.O.F. BOTTOM OF EXCAVATION BOTTOM OF FOOTING MEZZ. MFR. MEZZANINE MANUFACTURER FLOORS (RESIDENTIAL) 40 PSF 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 (ANSI/TPI 1-2002, NA11ONAL DESIGN BRDG. BRIDGE(ING) MIN. MINIMUM APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND IBC SECTION BRG. BEARING MISC. MISCELLANEOUS SNOW LOAD DESIGN DATA: 3.6. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT 2303.4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER THE BTM. BOTTOM MTL METAL Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON BTWN. BETWEEN ION SHALL NOT BE USED. PER ASTM A153 OR STAINLESS STEEL THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: (N) NEW WIND DESIGN DATA: ROOF C CAMBER N.L.B. NON -LOAD BEARING BASIC WIND SPEED: 110 MPH (ULT.) - 85 MPH (ASD) THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL TOP CHORD LIVE LOAD SEE SECTION 01200 CAME. CAMBER(ED) NO. NUMBER WIND IMPORTANCE FACTOR: = 1.0 FOUR WEEKS PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR 06100: ROUGH FRAMING TOP CHORD DEAD LOAD 10 PSF CANT. CANTILEVER(ED) N.S. NEAR SIDE E WIND EXPOSURE: EXPOSURE B = TOPOGRAPHICAL FACTOR: Kzt 1.0 CONFORMANCE TO IBC SEC11ONS 1904 AND 1905. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCUB) TOP CHORD DRAG LOAD SEE PLAN CF CUBIC FOOT N.T.S. NOT TO SCALE INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 "GRADING AND DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S TOP CHORD NET WIND UPLIFT 7 PSF (NET) C.I.P. CAST IN PLACE N.W.C.NORMAL WEIGHT CONCRETE COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER BOTTOM CHORD DEAD LOAD 5 PSF SEE MECHANICAL C.J. CONSTRUCTION JOINT O.C. ON CENTER 28 DAY MAX. MAX. AIR SPECIAL LOCATION360 FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE HVAC LIVE LOAD DEFLECTION L/360 CL CLG. CENTER LINE CEILING O.D. OUTSIDE DIAMETER EARTHQUAKE DESIGN DATA: STRENGTH W/C SLUMP ENTRAINMENT INSPECTION ANDCLR. WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER CLEAR O.F. OUTSIDE FACE SEISMIC IMPORTANCE FACTOR: le = 1.0 SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.49 S1 = 0.56 f c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS COL COLUMN O.H. OPNG. OPPOSITE HAND OPENING SITE CLASS: SITE CLASS D 3000 0.45 4±1 0±1 NO FOOTINGS U.N.O. PER PLAN/SCHEDULE: E 06185: STRUCTURAL GLUED LAMINATED TIMBER GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION CONC. CONN. CONCRETE CONNECTION OPP. OPPOSITE SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.99 SD1 = 0.56 SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D 3000 0.45 4±1 5±1 NO FOUNDATION WALLS Fb Fv Fcp Fc USE/LOCAl10N SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) AITC IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END ( ) CONST. CONT. CONSTRUCTION CONTINUOS ORNT. OSB ORIENTATE(ION) ORIENTED STRAND BOARD BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM 3000 0.45 4±1 5±1 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 CTSK. COUNTERSINK O.W.J. OPEN WEB JOIST DESIGN BASE SHEAR: Cs = 0.150 W DRIVEWAYS 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN CTR. CENTER(ED) RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHT FRAME WALLS) 2500 0.45 5f1 Oft NO ALL OTHER CONCRETE 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 MATERIAL PROPERTIES SHALL BE AS FOLLOWS: CY CUBIC YARD PAR. PARALLEL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE USE COMBINATION SYMBOL SPECIES CAMBER P/C PRECAST ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR WALL PLATES 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 SIMPLE SPAN BEAM 24F -V4 DF/DF STANDARD d PENNY(NAILS) PEN PANEL EDGE NAIL 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 CONTINUOUS BEAM 24F -V8 DF/DF ZERO DB DROPPED BEAM PERP. PL PERPENDICULAR PLATE TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME CANTILEVER BEAM 24F -V8 DF DF ZERO / DBA DEFORMED BAR ANCHORS SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR DBL DOUBLE PL PROPERTY LINE INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR JOISTS 2X, 3X HEM -FIR NO. 2 850 150 405 1300 1.3E6 UNEXPOSED GLUED -LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS DEW DEMAND CRITICAL WELD PLMBG. PLYWD. PLUMBING PLYWOOD 01300: GEOTECHNICAL INFORMATION OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH NOTED OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS DEPT. DET. DEPARTMENT DETAIL PSF POUNDS PER SQUARE FOOT EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL 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. DF DOUGLAS FIR PSI POUNDS PER SQUARE INCH COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED BELOW THE SPECIFIED STRENGTH. 2X, 3X DOUGLAS FIR -LARCH N0. 2 900 180 625 1350 1.6E6 4X DOUGLAS FIR -LARCH NO. 1 1000 180 625 1500 1.7E6 DIA. DIAMETER P.T. PRESERVATIVE TREATED GEOTECHNICAL ENGINEER. CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING 06190: MANUFACTURED WOOD BEAMS DIAG. DIAGONAL PT POST TENSION(ED) AT NO ADDITIONAL EXPENSE TO THE OWNER. BEAMS AND POSTS MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON DIAPH. DIAPHRAGM QTY. QUANTITY CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SEC11ON 4.6. SUBMIT 4X DOUGLAS FIR -LARCH N0. 2 900 180 625 1350 1.6E6 THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, DIM. D. DIMENSION DOWN ALLOWABLE BEARING PRESSURE 2000 PSF PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 6X DOUGLAS FIR-LARCHDITTO(REPEAT) FIR -LARCH NO. 1 1200 170 625 1000 1.6E6 ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM D.O.O R. RADIUS ACTIVE EARTH PRESSURE (YEILDING) 35 PCF AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR RAD. RADIUS ACTIVE EARTH PRESSURE (AT -REST) 50 PCF CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT ENGINEER OF RECORD APPROVAL SHOP DRAWINGS SHALL BE SUBMITTED PER THE DP. D.S. DEEP DRAG STRUT RE: REFERENCE PASSIVE EARTH PRESSURE 350 PCF SPECIFIED BY THE ARCHITECT. REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: DWG. DRAWING(S) REF. REFERENCE COEFFICIENT OF FRICTION 0.35 SOIL PROFILE SITE CLASS D 06101: STRUCTURAL FINGER JOINTED LUMBER MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) DWL DOWEL(S) REINF. REINFORCEMENT(ING) STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED LVL = MICROLAM 1.9E6 2600 750 285 REQ. R.F. REQUIRED RIGID FRAME ALL FOUNDATION INSTALLA11ONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INTERCHANGEABLY WITH SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. PSL = PARALLAM 2.OE6 2900 650 290 (E) EXISTING R.O. ROUGH OPENING INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER. STRUCTURAL FINGER JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER LSL = 1.75" TIMBERSTAND 1.55E6 2250 750 400 EA. EACH R.S. ROUGH SAWN 03100: REINFORCING STEEL STANDARD COMMITTEE 'PRODUCT STANDARD PS 20-99". LUMBER CLASSIFIED AS STUD LSL RIM = 1.5" TIMBERSTAND RIM BOARD E.E. EACH END REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11. USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS ONLY. LUMBER WITH CERTIFIED E.F. EACH FACE SCH. SCHEDULE REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. E.J. EXPANSION JOINT SCL STRUCTURAL COMPOSITE WOOD ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY 06102: FRAMING NOTES EL ELEV. ELEVATION ELEVATOR SHT. SHT. SCHEDULE SHEET FASTENING SCHEDULE 01330: SHOP DRAWING SUBMITTAL PROCESS ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND EMBD. EMBEDMENT) SIM. SIMILAR SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE EN EDGE NAIL S.J. SHRINKAGE CONTROL JOINT FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE ROUGH FRAMING NAILING SCHEDULE (IN LIEU OF IBC TABLE 2304.9.1) ENG. ENGINEER SKW. SKEW(ED) DESIGN DRAWINGS NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS CONNECTION FASTENING EQ. EQPT. EQUAL EQUIPMENT S.O.G. SPC. SLAB ON GRADE SPACE(S) (ING) THE SHOP DRAWINGS TO THE APPROPRIATE JURISTICTION FOR APPROVAL PRIOR TO FIBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE TOGETHER PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE � SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER - 1. JOIST TO SILL OR GIRDER (3) 0.131 X 3 TOENAILS E.W. EACH WAY SPEC. SPECIFICATION(S) FABRICATION. SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR 2 BRIDGING TO JOIST (3) 0.131" X 3' TOENAILS EA. END EXP. EXT. EXPANSION EXISTING SQ. SQUARE SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO 3. 1X6 OR LESS SUBFLR. TO JST. (2) 0.131 X 2.5 FACE NAIL EXT. EXTERIOR STD. STANDARD SHOP DRAWINGS ARE REQUIRED FOR PREFABRICATED WOOD TRUSSES. 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 NAIL STGR. STAGGER CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE 5. 2' SUBFLOOR TO JST./GIRDER (2) 0.161' X 3.5' BUND & FACE NAIL FAB. FABRICATION STIFF. STRUCTURAL ENGINEER SHALL BE SUBITTED ALONG WITH THE SHOP DRAWINGS FOR CONCRETE CAST AGAINST EARTH NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 6. SOLE PLATE TO JST. OR BLKG. 0.131' X 3' AT 8' O.C. TYP. FACE NAIL FB FLUSH BEAM STIR. STIRRUP(SS) ) PREFABRICATED PLATED WOOD TRUSSES. ALL BAR SIZES 3" FOLLOWS: 'AT BRACED WAIL PANEL (4) 0.131' X 3' AT 16' O.C. FACE NAIL FDN. FOUNDATION SIL STEEL .............. FORMED SURFACE EXPOSED TO EARTH OR WEATHER 7. TOP PLATE TO STUD (3) 0.131" X 3' END NAIL F.F. FINISH FLOOR STRUC. STRUCTURAL AND LARGER 2" NAIL SIZE DIAMETER LENGTH . 8. STUD TO SOLE PLATE (4) 0.131 X 3 TOENAIL FIN. FINISH(ED) STRUCT. STRUCTURAL #6 .............. #5 AND SMALLER .... 1 1/2" 8d 0.131 " 2.5" (OR) (3) 0.131' X 3' END NAIL FLG. FLANGE SUSP. SUSPENDED(TION) 01400: INSPECTIONS AND SPECIAL INSPECTIONS ........ CONCRETE NOT EXPOSED TO EARTH OR WEATHER 10d 0.148" 3.0 » 9. DOUBLE STUDS 0.131' X 3' AT 8' O.C. FACE NAIL FLR. FLOOR SYMM. SYMMETRICAL THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED WALLS AND JOISTS 12d 0.148 3.25 10. DOUBLE TOP PLATES 0.131' X 3' AT 8' O.C. TYP. FACE NAIL FN FIELD (FACE) NAIL BY THE LOCAL BUILDING DEPARTMENT. #14 AND #18 BARS .......... 1 1/2" 16d 0.162" 3.5" DOUBLE TOP PLATE LAP SPLICE (20) 0.131- X 3- FACE NAILS F.O. F.O.C. FINISHED OPENING FACE OF CONCRETE T. T.&B. TOP TOP AND BOTTOM SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS #11 BARS AND SMALLER ......... 3/4" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS ANCHOR BOLTS AT 11. JOIST/RAFTER BLKG. TO PLATE (3) 0.131 X 3' TOENAILS F.O.M. FACE OF MASONRY TEMP. TEMPORARY OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. SLABS AND JOISTS . SILL PLATES SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES MINIMUM EMBEDMENT INTO 12. RIM JOIST TO TOP PLATE 0.131 X 3' AT 6' O.C. TOENAIL ■ F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE #14 AND #18 BARS .......... 1 1/2 CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BEA 13. TOP PLATE LAP INTERSEC11ONS (3) 0.131 X 3 FACE NAIL F.O.W. FACE OF WALL THK. THICK(NESS) 01401: STRUCTURAL OBSERVATION #11 BARS AND SMALLER ........ 1 MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 14. DOUBLE 2X JOIST/HEADER 0.131' X 3' AT 12' FACE NAIL EA. EDGE FRM. FRAME(ING) 1HRD. THREADED STRUCTURAL OBSERVATION IS NOT REQUIRED. BEAMS, COLUMNS INCHES NOR LESS THAN 4.5 INCHES FROM EACH END OF THE PIECE A GALVANIZED 15. CEILING JOISTS TO PLATE (5) 0.131' X 3' TOENAIL F.S. FAR SIDE TN TOE NAIL PRIMARY REINFORCEMENT ....... 1 1/2" 3'X3"X1/4" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSUNK 16. CONTINUOUS HEADER TO STUD (4) 0.131■ X 3' TOENAILS FT. FEET(FOOT) T.O.S. TOP OF SHEATHING(SLAB) TIES, STIRRUPS, AND SPIRALS .... 1 1/2" PLATE WASHERS SHALL NOT BE ALLOWED). 17. CLG. JST. LAP AT PARTITIONS (4) 0.131' X 3' FACE NAIL FRTW FIRE RETARDANT TREATED WOOD T.O.W. TOP OF WALL 01700. EXECUTION REQUIREMENTS 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 19. RAFTER TO PLATE (3) 0.131 X 3 TOENAIL FTG. FOOTING TRANSV. T.O.S.. TRANSVERSE TOP OF STEEL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT 06103: JOIST AND BEAM HANGERS GA. GAUGE TYP. TYPICAL CODES. AS NOTED IN THE DESIGN DRAWINGS. WELDING 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 ' ' GALV. GALVANIZE(D) 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. BRG. (2) 0.131 X 3FACE NAIL GB. GRADE BEAM U.N.O. UNLESS NOTED OTHERWISE ON THE DESIGN 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 GLB GLUE LAMINATED BEAM U/S UNDERSIDE MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE 23.BUILT-UP CORNER STUDS (3) 0.131■ X 3' AT 16' O.C. FACE NAIL GRD. GRADE PER PLANS OR DETAILS: 24.BUILT-UP GIRDERS AND BEAMS 0.131' X 3' AT 12' EA. EDGE STAGGERED GWB GYPSUM WALLBOARD V. VERTICAL RECEIVED MEMBER SIZE HANGER GYP. GYPCRETE VERT. VIF VERTICAL VERIFY IN LTDy OF T U K VV I L Al SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE STRUCTURAL DRAWING SHEET INDEX H. HORIZONTAL I 3.125" WIDE GLULAM BEAM GLT3 HD HOLDOWN W. WIDE(WIDTH) t4AR 0 8 2016 5.125" WIDE GLULAM BEAM GLT5 H.D.G. HDR. HOT DIPPED GALVANIZED HEADER W/ WITH PERMIT CENTER SHEET DESCRIPTION DATE 6.75" WIDE GLULAM BEAM GLT7 W/0 WITHOUT 8.75" WIDE GLULAM BEAM HGLTS 'I" "IUS" 'I" S1.0 STRUCTURAL NOTES 06/26/14 HGR. HORHORZ HANGER HORIZONTAL WD. W.H.S. WOOD. WELDED HEADED STUDS H MANUFACTURED WOOD JOIST SERIES TO MATCH JOIST SIZE 1.75" WIDE PSL OR LVL BEAM "L.BV" SERIES TO MATCH DEPTH S1.1 STRUCTURAL NOTES 06/26/14 S1.2 SHEARWALL SCHEDULE AND DETAILS 03/08/10 HR HORIZONTAL HEADER W.P. WORK POINT "LBV" W.S. WELDED STUD 2.69" WIDE PSL BEAM SERIES TO MATCH DEPTH "GLTV" DEPTH S1.3 HOLDOWN SCHEDULE AND DETAILS 03/08/10 H.S.B. HIGH STRENGTH BOLT WT. WEIGHT M 3.5" WIDE PSL OR LVL BEAM SERIES TO MATCH HT. HEIGHTf-+-1 W.W.F. WELDED WIRE FABRIC 5.25" WIDE PSL OR LVL BEAM °GLTV" SERIES TO MATCH DEPTH S2.0 BLDG. 81 - 84 FDN. & L2 FRMG. 03/08/10 !I�' 7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH S2.1 BLDG. B1 & 83 L2 & ROOF FRMG. 03/08/10 I.D. INSIDE DIAMETER X-STG EXTRA STRONG S2.2 BLDG. B2 & B4 L2 & ROOF FRMG. 03/08/10 I.E. INVERT ELEVATION XX-STG DOUBLE EXTRA STRONG I.F. INSIDE FACE S3.0 BLDG. C FDN. & L2 FRMG. 03/08/10 S3.1 BLDG. C L2 & ROOF FRMG. 03/08/10 YD YARD H S6.0 TYPICAL CONCRETE DETAILS 03/08/10 S6.1 TYPICAL SHEAR BRACE DETAILS 03/08/10 lob OOS7 S9.0 TYPICAL FLOOR FRAMING DETAILS 03/08/10 S9.1 TYPICAL ROOF FRAMING DETAILS 03/08/10 C/1 , , .A & T 0 e �r N \\\ co 0 0 N 0 0 0 O cn N in 0 rn 0 y40 CD o 00 ,, P�"tr�, O ON T 03 4 j {45�2��CttfS�{�,z�� • , f�yliv�t�gt � M Lo N d. co\ on O f �X f{Six d } � • � co z o cn o w ¢ 0 o a C/1 , , .A & T 0 e �r N \\\ co 0 0 N 0 0 0 O C/1 0 F A �r N \\\ co 0 0 N 0 0 0 O cn N in 0 rn 0 CD o 00 d w O r --a 00 03 4 .� � M Lo N d. co\ on O cn �+ o � co z o cn o w ¢ 0 o a t� a 0 � w w o LLJ a CL W w w U d d C7 W z C/1 00 r --a 00 03 4 .� � � N on O cn �+ RIM/BLOCKING TO TOP PLATE--"- CONN. PER SHEARWALL SCHEDULE A35/LTP4 W/(12) 0.131' DIA. X 2 1/2' SHEARWALL PER PLAN SCALE. NONE TYPICAL EXTERIOR SHEARWALL CONNECTION 0 P61 P4 & P3 z RIM JOIST FOR JOIST SPANS UP TO PLATE SIZE CL EXTERIOR LATE RE: 1/S1.1 FOR ADJACENT SINGLE JOISTS GARAGE BALANCE* OF.... 2X6 16'-0' ADD ADDITIONAL SECTION SHEARWALL PER PLAN 2X4 HEAD OUT. BOTTOM PLATE NAILING PER P.E.N. --L I SHEARWALL SCHEDULE N PER SCHED. -1-- I RE: 14/S1.1 & 10/81.1 a TOP PLATE FIRST 0::N 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL PEN FLOOR SHEATHING o Q I RE NOTES SECTION 06160 d SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR THE PLATE NAILING. FLOOR DIAPHRAGM EDGE NAILING o � RE NOTES SECTION 06160 I I 2x I I I I I I I I I I I uj ONE SIDE 2x BLKG. W/.148'DIA.x3 0 YOC I I BLOCK TO RIM C NOT REQUIRED FOR P6) co 3x I I I I I I I I P6 I I 6' O.C. z I SHEARWALL PANEL EDGE NAILING ....................... .... 2x CONT. RIM PER SCHEDULE 2x 2x RIM/BLOCKING TO TOP PLATE--"- CONN. PER SHEARWALL SCHEDULE A35/LTP4 W/(12) 0.131' DIA. X 2 1/2' SHEARWALL PER PLAN SCALE. NONE TYPICAL EXTERIOR SHEARWALL CONNECTION 0 P61 P4 & P3 z RIM JOIST HEAD -OUT FOR PLUMBING, MECH., ETC. 2x10 �- U210 HANGER EA. END U210 HANGER --- 2x10 JOIST PER PLAN (16' O.C. U.N.O. PER PLAN) �- 2x10 FOR JOIST SPANS UP TO PLATE SIZE CL EXTERIOR MAY BE HEAD OFF TO 2X6 ADJACENT SINGLE JOISTS GARAGE FOR JOIST SPANS BETWEEN 11'-0' AND 2X6 16'-0' ADD ADDITIONAL INTERIOR 2x10 JOIST ADJACENT TO 2X4 HEAD OUT. II 9 --L I ---------- ---- - -1-- I 2X4 2X4 0 16' PARTY FIRST 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL I m I • 2X4 0 16' SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR THE PLATE NAILING. 4' O.C. I I � N/A I I 2x I I I I I I I I I I I N ONE SIDE I I I I I I I I I I 2. SECURE SILL PLATES TO CONCRETE WITH 5/8' DIA. ANCHOR BOLTS WITH 7' EMBED, AT 48' ON CENTEI C I I I I I I I I I I co 3x I I I I I I I I P6 I I 6' O.C. 12' O.C. I 2 I 24` O.C. 16' O.C. 2x 2x 48' O.C. ONE SIDE3x I I I I I I I I I I � 1'-4' I I i I I I I I I I I A l VJ FOR CORROSION PROTECTION REQUIREMENTS FOR CONNECTORS. Z I I I I I I I I I I I I r4 II I{II� I I I I I I I I I I I I 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE. PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS m I I � I 32� O.C. I m I SCALE 3/4! = 1'-0' (2) I CL 16' O.C. 12' O.C. 2 2x OR 3x () CONDITIONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. ® ANCHOR BOLT PLACEMENT DETAILS 09 WALL STUD SCHEDULE 1 1. EXTERIOR BEARING SUPPORT I o m ° I P3 I 3' O.C. 12' O.C. (2) 4' O.C. N/A 12' O.C. 10' O.C. (2)2x OR 3x HEAD -OUT FOR PLUMBING, MECH., ETC. 2x10 �- U210 HANGER EA. END U210 HANGER --- 2x10 JOIST PER PLAN (16' O.C. U.N.O. PER PLAN) �- 2x10 PLAN - JOIST HEAD -OUT SCALE: 3/4° = 1'-0" ❑7 JOIST HEAD -OUT DETAILS SIM. 0 (2) 2x FRAMING AT ADJOINING PANEL EDGES. SCALE: NONE 10 (1) 1 1/2' CONT. RIM BELOW (2) 1 1/2' CONT. RIM PLUS BLOCKING BELOW (1) ROW CENTERED ON RIM BELOW P6TN, P6 RE 1/81.1 FOR BALANCE OF SECTION (3) ROWS RE 14/S1.1 & 1O/S1.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE (EITHER LTP4 OR A35) CONT. 4x RIM PEN P.E.N. 1 RIM JOIST PER SCHED. I' OR PONY WALL SHEATHING MUDSILL SHEARWALL PER PLAN ;ALE: NONE LAP SHEATHING SCALE: NONE TYP. EXTERIOR AT FLOOR LINE SHEARWALL CONNECTION 1A DETAILING 0 2P41 2P31 2P2 PROVIDE 3X3XO.229' PLATE WASHER 0 EA. ANCHOR TYP. FOUNDATION SILL PLATE AND STUDS U.N.O. - PER SHEARWALL SCHEDULE TYP. A.BOLT PER SHEARWALL SCHEDULE FOUNDATION PER PLAN SCALE: 3/4' = 1'-0' ❑5 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2" OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. z 0 1 1 o' w C_3u Of u d N 0 w V)w a� 1) Z 0 RE 1/S1.2 FOR BALANCE OF SECTION (3) OR (4) ROWS RE 14/81.1 & 10/S1.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE (EITHER LTP4 OR A35) CONT. 4x RIM PEN SHEATHING (2) SIDES SHEARWALL PER PLAN SCALE: NONE TYP. EXTERIOR SHEARWALL CONNECTION ❑3 2P4, 2P3, 2P2 f�I ILL\ 71Tr LILU V►LI\ Jllll1111\V SCALE: NONE © TYPICAL SIMPSON LTP4 WALL TYPE FOR JOIST SPANS UP TO PLATE SIZE A SINGLE JOIST EXTERIOR MAY BE HEAD OFF TO 2X6 ADJACENT SINGLE JOISTS GARAGE FOR JOIST SPANS BETWEEN 11'-0' AND 2X6 16'-0' ADD ADDITIONAL INTERIOR 2x10 JOIST ADJACENT TO 2X4 HEAD OUT. II NOTE: JOIST HEAD -OUT 2X4 IS FOR UNIFORMLY LOADED I_.-•-� FLOOR JOISTS ONLY PLAN - JOIST HEAD -OUT SCALE: 3/4° = 1'-0" ❑7 JOIST HEAD -OUT DETAILS SIM. 0 (2) 2x FRAMING AT ADJOINING PANEL EDGES. SCALE: NONE 10 (1) 1 1/2' CONT. RIM BELOW (2) 1 1/2' CONT. RIM PLUS BLOCKING BELOW (1) ROW CENTERED ON RIM BELOW P6TN, P6 RE 1/81.1 FOR BALANCE OF SECTION (3) ROWS RE 14/S1.1 & 1O/S1.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE (EITHER LTP4 OR A35) CONT. 4x RIM PEN P.E.N. 1 RIM JOIST PER SCHED. I' OR PONY WALL SHEATHING MUDSILL SHEARWALL PER PLAN ;ALE: NONE LAP SHEATHING SCALE: NONE TYP. EXTERIOR AT FLOOR LINE SHEARWALL CONNECTION 1A DETAILING 0 2P41 2P31 2P2 PROVIDE 3X3XO.229' PLATE WASHER 0 EA. ANCHOR TYP. FOUNDATION SILL PLATE AND STUDS U.N.O. - PER SHEARWALL SCHEDULE TYP. A.BOLT PER SHEARWALL SCHEDULE FOUNDATION PER PLAN SCALE: 3/4' = 1'-0' ❑5 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2" OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. z 0 1 1 o' w C_3u Of u d N 0 w V)w a� 1) Z 0 RE 1/S1.2 FOR BALANCE OF SECTION (3) OR (4) ROWS RE 14/81.1 & 10/S1.1 RIM/BLOCKING TO TOP PLATE CONN. PER SHEARWALL SCHEDULE (EITHER LTP4 OR A35) CONT. 4x RIM PEN SHEATHING (2) SIDES SHEARWALL PER PLAN SCALE: NONE TYP. EXTERIOR SHEARWALL CONNECTION ❑3 2P4, 2P3, 2P2 f�I ILL\ 71Tr LILU V►LI\ Jllll1111\V SCALE: NONE © TYPICAL SIMPSON LTP4 WALL TYPE LOCA11ON 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" II SECOND 2X4 2X4 0 16" I_.-•-� THIRD 2X4 2X4 0 16' PARTY FIRST 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 0 16" P6TN THIRD 2X4 EA. WALL 2X4 0 16' 1. RIM TO BLOCKING .1WDIA.x3' NAILS 3 = 0 300C TYPICAL aN 1 (2) ROWS CENTERED ON RIMS BELOW P4 & P3 3 1/2' SOLID RIM q (3) ROWS CENTER ON RIM BELOW P21 2P31 2P41 2P2 BOTTOM PLATE NAILING PATTERN "4z FIELD BOTTOM PLATE U7 RIM OR BLOCKING TO TOP PLATE CONN. FRAMING FOUNDATION ANCHOR BOLT TYPEEDGE SHEATHING _cZ NAILING NAILING Iaaj LTP4 DIRECT II AT ADJOINING BEARING WALL NOTES I � � I I_.-•-� SPACING 1. SEE SHEARWALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, ADDITIONAL PLATE AND STUD 1 3/4" MIN. 1 3/4" MIN. 1 3/4" MIN. 1 3/4" MIN. " 1 3/4MIN. REQUIREMENTS, BLOCKING AND PLATE NAILING. SEE 06100 'ROUGH FRAMING' STRUCTURAL NOTES 2" MAX. 2" MAX. 2" MAX. 2" MAX. SHEET S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME 7' EMBED 0 P6TN 7/16' SHT. 6' O.C. " MAX. SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR THE PLATE NAILING. 4' O.C. 4' O.C. N/A N/A 2x 2x 48' O.C. ONE SIDE 2. SECURE SILL PLATES TO CONCRETE WITH 5/8' DIA. ANCHOR BOLTS WITH 7' EMBED, AT 48' ON CENTEI rob�tt, co 3x 48' O.C. P6 7/16' SHT. 6' O.C. 12' O.C. (1) TYPICAL UNLESS NOTED OTHERWISE. REFER TO SHEARWALL AND HOLDOWN SCHEDULE FOR ADDITIONAL N/A 24` O.C. 16' O.C. 2x 2x 48' O.C. ONE SIDE3x ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED, REFER TO THAT SECTION Z � o a 03 A l VJ FOR CORROSION PROTECTION REQUIREMENTS FOR CONNECTORS. L ,I = III r4 II I{II� R Pt 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE. PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS m m 32� O.C. INDICATED ON THE PLANS. 2x4, 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDES 24, 3x6 PLY ONE SIDE 26, 3x6 PLY TWO SIDES 4° O.C. SCALE 3/4! = 1'-0' (2) 6' O.C. 4. TOP FLOOR INTERIOR WALLS ARE NON-BEARING. INTERIOR GARAGE WALL BETWEEN GARAGE AND 16' O.C. 12' O.C. 2 2x OR 3x () CONDITIONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. ® ANCHOR BOLT PLACEMENT DETAILS 09 WALL STUD SCHEDULE 1 1. EXTERIOR BEARING SUPPORT I RIM TO BLOCKING .1WDIA.x3' NAILS 3 = 0 300C TYPICAL aN 1 (2) ROWS CENTERED ON RIMS BELOW P4 & P3 3 1/2' SOLID RIM q (3) ROWS CENTER ON RIM BELOW P21 2P31 2P41 2P2 BOTTOM PLATE NAILING PATTERN SCALE: NO qE 11 ROOF/FLOOR SHEATHING NOTES 1, BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. PANEL EDGES (B.N.) 2. EDGE NAILING (P.E.N.) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS 3. INTERIOR FIELD NAILING (F.N.) 12' O.C. AT BEARING SUPP01 4. SEE PLANS FOR PLYWOOD THICKNESS & NAILING SCHEDULE 5. LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. 6, MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8' 7. MINIMUM PLYWOOD SHEET SIZE 2'-0' X 4'-0' 8. NAILS SHALL NOT BE OVER DRIVEN ROOF/FLOOR SHEATHING LAYOUT SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/ HEM -FIR STUDS AND HEM -FIR PLATES WALL "4z FIELD BOTTOM PLATE U7 RIM OR BLOCKING TO TOP PLATE CONN. FRAMING FOUNDATION ANCHOR BOLT TYPEEDGE SHEATHING _cZ NAILING NAILING 0.148 x3.25 LTP4 DIRECT II AT ADJOINING I � I I � � I I_.-•-� SPACING I'j .. , .. I°I NAILING ® TOENAIL TO FRAMING A35 ONLY 10 SCALE: NO qE 11 ROOF/FLOOR SHEATHING NOTES 1, BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. PANEL EDGES (B.N.) 2. EDGE NAILING (P.E.N.) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS 3. INTERIOR FIELD NAILING (F.N.) 12' O.C. AT BEARING SUPP01 4. SEE PLANS FOR PLYWOOD THICKNESS & NAILING SCHEDULE 5. LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. 6, MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8' 7. MINIMUM PLYWOOD SHEET SIZE 2'-0' X 4'-0' 8. NAILS SHALL NOT BE OVER DRIVEN ROOF/FLOOR SHEATHING LAYOUT SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/ HEM -FIR STUDS AND HEM -FIR PLATES WALL PANEL FIELD BOTTOM PLATE U7 RIM OR BLOCKING TO TOP PLATE CONN. FRAMING FOUNDATION ANCHOR BOLT TYPEEDGE SHEATHING _cZ NAILING NAILING 0.148 x3.25 LTP4 DIRECT 0s AT ADJOINING SILL PLATE SPACING 5/8' DIA. ROWS SPACING I'j .. , .. I°I NAILING ® TOENAIL TO FRAMING A35 ONLY 10 PANEL EDGES 1) 0 7' EMBED 0 P6TN 7/16' SHT. 6' O.C. 12' O.C. (1) 4' O.C. 4' O.C. N/A N/A 2x 2x 48' O.C. ONE SIDE rob�tt, co 3x 48' O.C. P6 7/16' SHT. 6' O.C. 12' O.C. (1) 4' O.C. N/A 24` O.C. 16' O.C. 2x 2x 48' O.C. ONE SIDE3x Z � o a 03 A l VJ � U7 48' O.C. r4 7/16' SHT. N m m 32� O.C. P4 4° O.C. 12' O.C. (2) 6' O.C. N/A / 16' O.C. 12' O.C. 2 2x OR 3x () 3x 40 O.C. ONE SIDE o m ° v P3 7/16' SHT. 3' O.C. 12' O.C. (2) 4' O.C. N/A 12' O.C. 10' O.C. (2)2x OR 3x w w ONE SIDE v n. CL E7 3x 22" O.C. P2 7/16° SHT. 2' O.C. 12' O.C. (3) 6' O.C. N/A 10' O.C. 10` O.C. (2)2x OR 3x 2x 3x 18' O.C. 24' O.C. ONE SIDE 2P4 7/16' SHT. 4' O.C. 12' O.C. (3) 5' O.C. N/A 10' O.C. 10' O.C. (2)2x OR 3x 3x r 20' O.C. BOTH SIDES 2P3 7/16' SHT. 3° O.C. 12' O.C. (3) 4' O.C. N/A 8° O.C. 8° O.C. (2)2x OR 3x 12` O.C. BOTH SIDES 3x 16' O.C. 2,2 7/16' SHT. 2' O.C. 12' O.C. (3) 3' O.C. N/A 6' O.C. 6" O.C. (2)2x OR 3x 3x 82"OO C. BOTH SIDES SHEARWALL SCHEDULE NOTES: 1. STUDS SHALL NOT BE SPACED MORE THAN 16' O.C.. 2. RE: S1.0 SECTION 06100 'ROUGH FRAMING' FOR REQUIRED WALL STUD AND PLATE SPECIES AND GRADE. 3. RE: S1.0 SECTION 06160 'WOOD SHEATHING' FOR REQUIRED SHEAR WALL SHEATHING, THICKNESS AND GRADE ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. 4. SHEATHING PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY WITH ALL PANEL EDGES BACKED/BLOCKED WITH 2' NOMINAL OR WIDER FRAMING. SEE NOTE 5. 5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3' NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT 'P6'. 6. WHERE PANELS ARE APPLIED ON BOTH FAGS OF A WALL AND NAIL SPACING IS LESS THAN 6' O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3' NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FIELD NAILING SHALL BE 8d COMMON (0.131' X 2 1/2'). 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.148' X 3.25'). 9. FLOOR DIAPHRAGM NAILING SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAILING. DO NOT OVER NAIL THE BLOCKING. 10. ANCHOR BOLTS SHALL BE GALVANIZED 5/8' DIAMETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. 11. GALVANIZED 3' X 3' X 0.229' (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT - SEE DETAIL 8 THIS SHEET FOR PLACEMENT DETAILS. RECESSING PLATE WASHERS IN PLATES IS NOT ALLOWED. 12. LTP4 FRAMING PLATES SHALL BE INSTALLED WITH 12-8d X 1 1/2' (0.131' X 2 1/2') NAILS. RE: DETAILS 1, 2, 3 & 6 THIS SHEET. 13. A35 FRAMING ANGLES SHALL BE INSTALLED WITH 12-8d X 1 1/2' (0.131' X 1 1/2') NAILS. RE: DETAILS 1, 2 & 3 THIS SHEET. 14. ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL 15. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. 16. WHERE BOTTOM PLATE NAILING SPECIFIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OFFSET 1/2 INCH AND STAGGERED. 17. GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS. 18. 2-2x'S IN LIEU OF 3x'S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/51.2 SIM. AND BOTTOM PLATE NAILING. 14 O 19 WHERE BUILDING OFFICIALS ALLOW, OSB SHEATHING MAY BE APPLIED OVER 1/2' OR 3/8° GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED WITH 10d NAILS (0.148' DIA X 3' LONG) SHEARWALL SCHEDULE - -----i -----1----- F----- ---- ILIL I I I I I I FRAMING AT 3 5 I�1.'........'I'I'.I� i'I I 1 I'I I'I I PANEL EDGESI.�.'.'.'.'.'.'.. • .. . 11 'Ty I.1':•:•:•:':':•:•:':I,I:-I- 1I II II II II I II I..........•j;I� ......... �I 11 II II I I II II II I'I I i I �I II NOTE: I I MINIMUM SIZE OF SHEATHING PLYWOOD FLOOR SHEATHING RE: NOTES 06160 O BOTTOM PLATE CONNECTION RE 1,2&10/81.1 DIAPHRAGM EDGE NAILING - SHALL BE 2'-0' X 4'-0' BLOCK ALL PLYWD. EDGES NOT SUPPORTED BY FRAMING MEMBER. i PLYWOOD ROOF SHEATHING DIAPHRAGM EDGE NAILING TRUSS/JOIST BLOCKING BLOCKING CONNECTION TO TOP PLATE 1'-4' 10- <1 o IZI -DEDICATE STUD BAY AT z END OF SHEARWALL FOR .j _cZ HOLDOWN. ... .''.'.'.' 'I•I':I' .' '' j:'.' ..' . . .'.' ADD'L STUDS FOR HOLDOWN 0s y PER SCHEDULE. i.'..'.'.'.'.'.. I'. 0 � CONT. 2x RIM I'j .. , .. I°I W/BLOCKING IF REQUIRED .. I I I I I I I I FRAMING AT 3 5 I�1.'........'I•I f. I'I I 1 I'I I'I I PANEL EDGES :::::::::::::::' �I 11 II II I I II II II I'I I 1 I I FIELD'.'.'.'.'.'.'.'.LI.;I: NAILING 4 I I..�. I I I'I'.'... ..i. . II II II II II I II II I�I I�I I•I II II II II II II II II I -JL-------1-1--- L---- - a. I. • ^ d. n I • � II � Lia�.� -•a INA• - n' SCALE. NONE :a t> >r � ri I U TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) BLOCKING OR CONT. RIM CONNECTION TO TOP PLATE 10 HOLDOWN RE 11-17, 19/S1.2 PROVIDE PANEL AT NAILING AT END OF WALL STUDS THAT ATTACH TO HOLDOWNS TYPICAL . AT ADJOINING PANEL EDGES PROVIDE PANEL EDGE NAILING AND FRAMING PER SHEARWALL SCHEDULE (STAGGER NAILS) Q BLOCK ALL PLYWOOD EDGES NOT SUPPORTED BY FRAMING MEMBERS AND NAIL W/PANEL EDGE NAILING (3 )5 GALVANIZED ANCHOR BOLT RE 5/S1.1 W/ 3 X 3 X 0.229" GALVANIZED WASHER DIA./SPACING PER SHEARWALL SCHEDULE. 1© PROVIDE MINIMUM OF TWO BOLTS PER PLATE WITH ONE BOLT NOT LOCATED R E C E I V E D MORE THAN 12 INCHES OR LESS Tk!¢�lY O F TU K �V I L A (7) BOLT DIAMETERS FROM THE Epp' - SEE DETAIL 8 THIS SHEETAR 0 $ 2016 FOUNDATION SILL PLATE STAGGER NAILING MIT CENTER RE SHEARWALL SCHEDULE FOR SI HOLDOWN ANCHOR PER PLAN RE 1, 2/S1.2 CONCRETE FOUNDATION 10- <1 o IZI o _,::� z fir`? _c�. _cZ I o 0s y 0 O 0ai 0 � t` 40 .. ct o d O 0 w rob�tt, co 5WI.14 o Imo' co F --I 00 0000 I-II ct n E/1 0 5 10- <1 o IZI o _,::� z fir`? _c�. _cZ `� o 0s y 0 O 0ai 10- <1 o IZI o _,::� A_c�. _c�. _cZ `� o 0 0 0 O 0ai 0 � ct o d O 0 w Q co o Imo' co F --I 00 0000 I-II ct n E/1 0 5 Z � o a 03 A l VJ � U7 w r4 C�l1 N m m w o m ° v r w w w v n. CL E7 0 ct U Q F --I 00 0000 I-II ct n E/1 00 CIIII, d c 03 A l VJ � U7 � r4 C�l1 N HOLDOWN PER PLAN HOLDOWN r PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER o PLAN AND HOLDOWN o SCHEDULE o HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER roo PLAN AND HOLDOWN SCHEDULE 4X x ii a..a FOOTING SIZE AND �- REINFORCEMENT PER PLAN HD TYPE SCALE: 3,/4" = 1'-0" © INTERIOR HOLDOWN ADDED STUD FOR HD TYPE HOLDOWI (COUNTERSINK) PER PLAN )ISTS/RIM ABUTTING iWALL )OD CONTINOUS JTTING WALL .,.... ►RWALL RE: PLAN HOLDOWN PER PLAN #4 CONT. -. t HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE u ADDED STUD FOR HD TYPE HOLDOWI (COUNTERSINK) I PER PLAN :R PLAN PL5X5X3/8" 12 TYP. HOEDOWN TO BEAM SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. CONTINUOUS STRAP DRAG STRUT PER PLAN JOIST PER PLAN - TYP. BLOCKING OR BEAM PER PLAN SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. CONTINUOUS STRAP DRAG STRUT PER PLAN WALL BELOW WALL ABOVE SCALE. 3/4" = 1'-0" TYP. U.N.O. TYP. ABUTTING WALL 17 DRAG STRUT DETAILS a W En W _ cn ni STRAP STRAP SW PARTIAL PLAN: SHEARWALL WITH FORCE TRANSFER SCALE: 3/8" = 1'-0" —I r WOOD MEMBER/POST FASTENER ROD DIAMETER ANCHOR I II II II HEADER PER PLAN II II II II II II CS22 X 48" HEAD/SILL II I I) W/ (36) 10d NAILS I I I I I II II II U.N.O. PER PLAN II II II BLKG. W/ EDGE NAILING II II II II PER SHEARWALL SCHED. II II I II DGE NAILING AT SILL, I II II (2) 2X6 HEAD, KING & TRIM STUDS I II II it I II II II III II I I II II II I --�I-- i II I I I III I II II II II I --JL-JL- - II I I II I --1I-- (2) 2X4 r__ - -i T_ r- _1 -T - 1 F7 N.A. - N.A. III II IIVZ HEADER PER PLAN II II III III II II CS22 x 48' HEAD/SILL II III III II W/ (36)10d NAILS I II III II II U.N.O. PER PLAN II III III BLKG. W/ EDGE NAILING II III III II PER SHEARWALL SCHED. N.A. III II II GE NAILING AT SILL, I II III II HEAD, KING & TRIM STUDS II �II II III II III II II II III MI " II II III II I I I III M I II I JL, I II II 11 II 1 --JLJL- 1 II 1 L_ STRAP TYPE HOLDOWN PER PLAN �3) 1 O TYP.) JOISTS PER PLAN (TYP.) BEND STRAP UNDER MOLT. JOIST/BEAM U.N.O. PER PLANS m FRAMING AT PANEL EDGES PER SHEARWALL SCHEDULE PANEL EDGE NAILING (P.E.N.) ALL EDGES OF ALL SHEETS PER SHEARWALL SCHEDULE PLACE EDGE NAILS INTO POST PER PLAN OR (2) 2X STUDS AT ENDS OF SHEAR WALLS. POST & HOLDOY PER HOLDOWN SCHEDULE HOEDOWN PER PLAN STAGGER NAILING AT PLYWOOD JOINTS PLYWOOD SHEATHING PER SHEARWALL SCHEDULE - TYPICAL FIELD NAILING (F.N.) - TYP. HOLDOWN S FASTENER SCHEDULE: HF STUDS HARDWARE TYPE WOOD MEMBER/POST FASTENER ROD DIAMETER ANCHOR EMBEDMENT STEM (MINIMUM) DETAIL 2X4 WALL 2X6 WALL STEM THICKENED FOOTING STEM THICKENED SLAB CS16 2X4 2X6 (28) 8d N.A. N.A. - N.A. - N.A. 131415 MST37 (2) 2X4 (2) 2X6 (16) 16d N.A. N.A. - N.A. - N.A. MST48 (2) 2X4 (2) 2X6 (28) 16d N.A. N.A. - N.A. - N.A. "I 00 l V C) 00 HPAHD22 (2) 2X4 (2) 2X6 (21) 16d N.A. N.A. N.A.- - 10" 14" - - 8" g" 1 2 1. 1. STHD14 (2) 2X4 (2) 2X6 (38) 12d N.A. a z o HDU2-SDS2.5 (2) 2X4 (2) 2X6 (6) SDS " 1/4X2 1/2 5/8" ROD & PL 1 /2"x3"SQ. W/NUT T&B RE: 15/S6.0 8" RE: 15/S6.0 6" 6 11 12 HDU4-SDS2.5 (2) 2X4 (2) 2X6 1 /4X (4X SDS2 1 /2" 5/8" 9" 6" HDU5-SDS2.5 (2) 2X4 (2) 2X6 (14) SDS 1/4X2 1/2" 5/8" 11" 6" HDU8-SDS2.5 4X4 4X6 (20) SDS 1/4X2 1/2" 7/8" 11" 8" c � w EL A U POST & HOLDOWN PER HOLDOWN & FASTENER NOTES: HOLDOWN SCHEDULE 1. HOLDDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY. 10 1 9 2. 16D = .162" DIA. X 3 1/2" LONG. L HOLDOWN BOLT - SEE 3. USE HALF THE REQUIRED NAILS IN EACH MEMBER BEING CONNECTED. HOLDOWN SCHEDULE 4. SCREWS ARE SDS 1/4" X 2 1/2" MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. 5. HOLDDOWN ANCHORS SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. ANCHOR BOLTS -SEE SHEARWALL 6. ANCHOR BOLT NUT SHOULD BE FINGER -TIGHT PLUS 1/3 - 1/2- TURN WITH HAND WRENCH. PLYWOOD/O.S.B. SHEAR PANELS SCHEDULE FOR SIZE, SPACING, AND EMBEDMENT CARE SHOULD BE TAKEN TO NOT OVER -TORQUE THE NUT. IMPACT WRENCHES SHOULD NOT BE USED. SCALE 3/8" = 1'-0" 7. HDU HOLDDOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH OF THE ATTACHED POST. 8. RE: NOTES SECTION 06100 "ROUGH FRAMING" FOR THE REQUIRED POST SPECIES AND GRADE. TYPICAL DETAIL FOR SHEARWALL FORCE TRANSFER AROUND WINDOW OPENINGS 10 HOEDOWN & FASTENER SCHEDULE SHEARWALL SHEARWALL RE: PLAN RE: PLAN SAW CUT IN PLY STRAP TO ACCEPT STRAP RE: PLAN OVER AT INTERIOR HOLDOWN NAILING SHEATHING HOLDOWN NAILING RE: HOLDOWN RE: HOLDOWN J SCHEDULE J SCHEDULE < � 0 w w cn = cn LH C= Q a Fr= u cn J LKG. 0 WALL LINE BUNDLED STUDS F� w ,---BUNDLED STUDS uj RE: HOLDOWN SCHEDULE STRAP RE: PLAN OVER SHEATHING SHEARWALL RE: PLAN [!HEANTHING NOT RE: HOLDOWN SCHEDULE OWFOR FOR ADDITIONAL INFOARITY HOLDOWN DETAIL141 INTERIOR HOLDOWN ALT. LOCATION BOLT T`""" STRAP TYPE �� STRAP 1 O 0 6"0. C. STAGGERED (.148 -DIA. X 3" LONG) 18 TYP. MULTIPLE STUD ATTACHMENT -BOLT TYPE - ALT. LOCATION ALT. LO NOTE:- SEE OTESEE 20 THIS SHEET FC NAILING DETAILS -STRAP TYPE r BOLT TYPE NOTE HOLDOWNS AND STUD BE PER PLAN AND SCI HOLDOWN PLACEMENTS RE: HOLDOWN SCHEDULE SHEARWALL RE: PLAN P.E.N. PLN. P.E.N. IT OF T U K W I L. A F.N. _� ADD STUD IF NO PLN. :fAAR O 8 2016 EXTERIOR A.P.A. SHEATHING EK M NAILING NOTATIONS: E MIT C E N T E f P.E.N. = PANEL EDGE NAILING f PLN. = PLATE NAILING F.N. = FIELD NAILING F.N. F.N. F.N. P.E.N. P.E.N. M—I I I PLN. -� I PLN. I 1 PLN. P.E.N. I P.E.N. NOTE.- NAILING OTE:NAILING TO BE PER PLAN AND SHEARWALL SCHEDULE SCALE 3/4" = 1'-0" TYP. U.N.O. 20 STRUCTURAL WALL INTERSECTIONS �q: � ft O o d- 0 t g9 i lits+' s ao 4J 0 �q: � ft O o d- 0 � O o d- 0 a3 ao 4J 0 "I 00 l V C) 00 E -I 00 +-' 00 CC3 a z o O M� 0 5 o a _ m m w c � w EL A U w tnx w a z w a3 4J "I l V C) 00 E -I 00 +-' 00 CC3 O M� 1 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON WOOD PANEL 0 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL STRONG -TIE. • ---® FLUSH BEAM FB SHEARWALL OVER FRAMING BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 �-- - - -•� DROPPED BEAM aki SEE 11/S1.1 AT ROOF FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. pg - 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. HR -� HEADER -SEE 10/S9.0 HOEDOWN PER SCHEDULE ........... SLOPING FRAMING SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST�- GLB --® GLUED -LAMINATED BEAM MST48 MST48 SEE 10/S1.2 AT DECKS TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. ®- • -Z GIRDER TRUSS PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE GT BEARING WALL ; i F JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS INDICATES NO. OF PER SCHEDULE % BLOCKED FLOOR SHALL BE DOUBLED U.N.O. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) SEE 9/S1.1 ' 1 DIAPHRAGM KING STUD AT EACH END FOR BRACING U.N.O. BUNDLED STUDS , ��, 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE PROVIDE (2) TYP. U.N.O. BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER �} ATTIC ACCESS EACH BEAM, TYP., U.N.O. POST TYPE PER PLAN AT CEILING SCREENED/HALFTONE. CONTINUE TO FOUNDATION 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL 15. AT SAWN LUMBER JOISTS, SOLID BLOCKING OR SQUASH OR BEAM BELOW BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH ® ATTIC ACCESS BE DESIGNED AND BUILT TO ACCOMMODATE 1/4- PER FLOOR HOEDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. AT WALLS WOOD SHRINKAGE (ACCUMULATIVE). 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD ABOVE U.N.O. PER PLAN. CONSTRUCTION. SEE 8/S9.0 FOR BUILT-UP BEAM OtG� CONSTRUCTION. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR ALL SECTION CUTS 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING TYPE 304 OR 316 STAINLESS STEEL ARE TYPICAL LOCATIONS. 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER REQUIREMENTS. STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. FOUNDATION NOTES FOUNDATION SCHEDULE FOUNDATION LEGEND 1. ALL SOIL BEARING SURFACES ARE SUBJECT TO INSPECTION AND APPROVAL BY THE GEOTECHNICAL ENGINEER PRIOR TO REINFORCING AND CONCRETE PLACEMENT. MARK DEPTH WIDTH LENGTH REINFORCING DETAILS F1 SEE FOOTING TYPE THIS SHEET - - - - - - WOOD PANEL 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS TYPICAL U.N.O. F1 8" 1'-4" CONT (2) #4 CONT TURNED DOWN SLAB EDGE 6,7,8/S6.0 (-3'-0") BOTTOM OF FOOTING ELEVATIONSHEARWALL P6 PER SHEET S1.2 3. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. FS 12" 1'-6" CONT (2) #4 CONT TYP. THICKENED SLAB FOOTING 9/S6.0 T.O.C. TOP OF CONCRETE ELEVATION HOEDOWN 4. SEE ARCHITECTURAL PLANS FOR WALL LOCATIONS. 20'-0 PER SCHEDULE PAHD22 HPAHD2 SHEET S1.3 5. CONCRETE WALLS ARE 8" THICK TYPICAL U.N.O. F2 12" 24" 24" (2) #4 EA. WAY POST FTG.: 4/S6.1 S.J. SHRINKAGE CONTROL JOINT PER DETAIL 5/S6.1 IL 1 6. SEE DETAIL 20 SHEET S6.0 FOR STEPPED FOOTING DETAIL14 o (e■ " C.J. CONSTRUCTION JOINT PER DETAIL 6/86.1 ALL SECTION CUTS 7. SEE SHEET S2.1 FOR WOOD FRAMING LEGEND, NOTES, AND SCHEDULES. F16 8" 1 �-4 CONT (2) ,#4 CONT FTG. W/ STEM WALL: 16,17,18/S6.0 ARE TYPICAL SB 12" 2'-0` 3'-0` (2) #4 CONT. SHEAR BRACE FTG.: SBA -3/S6.1 N r MEN 0 r - F_ A B C D E 40' 0" 20'-0" 1 1. 20'-0" 8'-2 4/4" 8'-� 3/4- 21-9m /4" 2 -9 6 -9 6'-9" II IJ°.� I +o- +o Lj .O C F - +0�`` ; F1 ; I __1I FI SSTHD14 STHDI4 1 THD14 I F1 STHI (-2'-0") (-2'-010) 6 S6 Vo S6.0 F1 t2l-On) i FS S6.0 10 SI.2 z - i 9C , y i1 [- t,•, _- -S6.Q- ; , FS , I 1 I "I , I " I I � 3 3 56.0` T.O.C. _ T.O.C. a r a 4'-3 1/2" 1. 3'-10 1/4r 1. 4'-10 1/4! [ 4'-3 1/2m TYP. 2'-9" _ ;/_ a 1 1 P2 1 �. 2 2 T.O.C. +0" 6 S6.0 a F1 N (-2 -ol) r 3 3 A/ B C D E 1 inch =4 ' 4' ft. ISIM' PT2X10 RIM PT2X10 RIM 9C6' :: - :: - :: : : ... .'... F .:.;C 3+� 6' ..:.:.:.:.:.:.:.:.:.:.:.:.:..:.:.:.:.:.:.:.:.:.:.:.: :.Q... :..; .:.:.:. :.:.:::.:.: Q. 14 10 .PT•' X8'0 P. AM...'.'.'.. .'.PT X8• OR• EAM.. .... 59.0 S1.2 P2 : : •::: :-:• : : P2 P2 X .... . T48 '.' 7. co .. ST: MST4 • • H • ' I':: f:::: .... : '. CONT 2X12 RIM :. :: PT X1 . D.. ...'.:. ....:.:........:. o.. ; ,... 1 R : CONT. 2X12 RIM _ fl IIIV. P .4X1 _TIF -- II =a1 II,. ,.,,R�=-I�' 1 fI 2 2X8 HDR -� 2X8 HDR I __Iu''''" ' I'll lI ! I1%'! III " slliII��'III ` II I IIf' -1(� iii ofll C �6� ' (j H HimII:` II III ,;''ll II flyLA C3 A y------ - ,- o _ - - - C5 "" DBL 2X12 JST DBL 2X12 JST =2X12 ffZo_c_ - _ � _ `I I' - M2 -&-w 0-c. cn N = _ _ _ _ = I 1 _ _ _ _ _ = N N N .............................. P6 = =D 2X1 = _ - __ 'I I,_ - - _ ,� i i - - S9.0 I I r S9.0 ;... - - - - - - - �e F1 I r , " CLF, o r 2 -0) 00 n P6P6 n 2'-0 (_ ) 7 1"7. k `_ T,- 04 _ S6 0 � `. Ss.O � x P N 6 m o i T.O.C. { TO.C. T.O.C. +D" I I +0" I +0" FFl HDU8 Fl HDU DU8 (-2'-0°) +s" (-25-0n) -4` +s" a $2P2 2P2 1, 6 0 5 5 S6.P-0s) • 16'-3" 9" 16'-3" / 20'-0" 20'-0" 40' 0" Foundation an REF. A C SCALE: 1/4" = 1'-0" 1 E -- - -2X1 2 JST y DRIL 2X12 IT S9.0 EE- - --� -- IM. it P4 MST37 3i ST37 P4 P4 ; P4 = CID v 2 2X12 0 16" O.C. _R = = P6 Q _ j2)_2X12 0 16" O.C. cn r - t En W........ .-.....-_._.,. ._-..,. E 36 - - - . 1 X12 -f---- - --�I - ---- -GL 3.1 UM -i P - . ---- -=� - ---- - - - - � / J r _// 1 ff E c•5 N Jif .IIS ! Imo, II!" �Il/ I `� //111, �''S1 1' `:f IN ! IIFF11 % 11 ��11 . SII - - _ ' a_ - 0' ILl,.. x m;. ... , - CONT. 2X12 MST37 MST37 J NT. 2X12 RIMC3 C3 MST37 MST37 I\4ST37 MST37 1 2 3 U 0 sss.o in O o Ile) N ml O �I 4 i RECEIVED ITY OF TUKWILA m MAR 0 8 2016 ll h� PERMIT CENTER E--�i 4 2 W 5 d O o Ile) N ml O �I 111mb w mm t• � a �► • 0 ������t"��tt4Y ` • t� S'rr;l ca 1Z d O o Ile) N ml O O O w � 0 ca 1Z 0 z � 5 � a m V) w F_ '" iQ LU CL U LAJ N ¢ s La ft F. a o i z z w 1 2 I 4 5 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES ® 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. A B C D E - - - - - - - - - - - - - - - I I 1 IIi S9.0 MS 1737 I MST37 I I ST37 I S (2) 2X8 H R I - (2 2X8 HDR / j 2-2X8 HDR (2_X8 HDR I v ! X f =_ __ __ m ! I N N! illiCC N Uo = _ = DBL 2X12 JST = = 1�3 i � I = = DBL 2X12 JSI _ �� 1 co_ 2X12 A I ff n -c- - - ! - - 2x1 c- W CLC. - - - m I C*4 - DBL MZ -BL - I ! - - DBL 2X12 JSI - I 2' cm DBL 2X12 JST _ - ! - I I --,..... DBL 2X12 JSI 00 00 N -?I _ N 2X12ST2BL '1. -DBL2X12 _JST IMI - N I P4 ;' al l`r' P4 i I oa _ _ _I to 1, Lo C3 ( -- Q s2 - -- -- - -- - - - = - - -- N 04 N c' II '' 6." - 2X12 ®16' O.C.11 -_ __(2) 2X12 0 16" O.C. - - �2J N - _ - 2 2X8 H 2X8 HDR -2 2X8 HDR 2 2X8 HD / '\:Z MST3I S9.0 gT37 MST37 MST37 7 S9.0 Third Floor Framin an REF. A C SCALE: 1/4" = 1'-0" N CE 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. 15. AT SAWN LUMBER JOISTS, 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. --� FLUSH BEAM WOOD PANEL FB SHEARWALL OVER FRAMING DB -� DROPPED BEAM P6 SEE 11/S1.1 AT ROOF HR -� HEADER - SEE 10/S9.0 HOLDOWN PER SCHEDULE SLOPING FRAMING ®- GLB • --o GLUED -LAMINATED BEAM MST48 MST48 SEE 10/S1.2 AT DECKS �- GT GIRDER TRUSS BEARING WALL PER SCHEDULE I`'�� BLOCKED FLOOR INDICATES NO. OF l SEE 9/S1.1 ;1 DIAPHRAGM BUNDLED STUDS f �f y f 3 PROVIDE (2) TYP. U.N.O. %` ATTIC ACCESS POST TYPE PER PLAN AT CEILING DO CONTINUE TO FOUNDA11ON OR BEAM BELOW ® ATTIC ACCESS AT WALLS ote: ALL SECTION CUTS ARE TYPICAL A B C D E DS11'2 16 TYP. S9.1 a (2) 8 HDR I (2) 2X8 DR 2 2 =_ __ __ __ __ _= 2 2 2X8 HD 2 2X8 HDR CU O -- �.. I..I... IEn I � SII III=����� ���������� ����•�III IIS IN 112 ...�- ...ede. n�...� �,.�. �ne �.�� I I coN N 6' Q N - - TRUSSES AT 24' O.C. - - h �_�d� I (4�®__ _I - - TRUSSES AT 2 r O.C. . . . . . . r 3 3 ; . . :. 3 ...... .. ....... > ....... .. ...... . . III= ......... ......... =III co 1 CA N IIIA ........ nlll . N ...I? �. -_ .910.._- E I/ P6TN 'P6TN N X 94 N - - - - - - ... ... - - - - - - RECEIVED S9•0 m . . CITY OF TUKWILA 7 o P _6T I 6TN MAR 082016 ss.t PERMIT CENTER - - - - (2) 2X8 HDR - - - (2) 2X8 HDR 4 4 4 5 5 (2) 2X 3 HDR - - - - (2) 8 HDR - - 5 � GO I S1.2 9 ! 1Framing tT► SCALE: 1/4" = 1'-0" E e. A O rn N N -4" 0 o 0 I- t t ct w O 0 L , 3,CWIN\b?,lti 00 r �"r ,�s nk4 •• �► 0 e. A O rn N N -4" 0 o 0 I- e. A O rn N N -4" 0 o 0 • rl ct w O 0 °®` 00 �► 0 • •E © --I 00 06 PL� ct 0 z oC~ 5 _jo a tV cn E-+ M �w N AQ of w CL U w d w w z r ---q • rl ct °®` �► 0 • •E © --I 00 06 PL� ct 00 AsIbL CA tV cn E-+ 2 3 9 I I I B t ) D IIS 1. ROOF FRAMING — PRE ENGINEERED PLATED WOOD TRUSSES 0 24. ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4- PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT—UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. E II I i V P 4i 's k I � I � O ? N I� I " 0 o N inI m d- o .ti P..4 L 0 1. ROOF FRAMING — PRE ENGINEERED PLATED WOOD TRUSSES 0 24. ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9/S1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4- PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/S9.0 FOR BUILT—UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. E II I i V P 4i 's k I � I � O ? N I� I " 0 2 3 J t SCALE: 1/4" = 1'-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 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. �— FLUSH BEAM WOOD PANEL FB SHEARWALL OVER FRAMING DB —� DROPPED BEAM FP-61JSEE 11/S1.1 AT ROOF HR —� HEADER — SEE 10/S9.0 I HOLDOWN PER SCHEDULE • • ...... • • • SLOPING FRAMING ®— GLB —® GLUED—LAMINATED BEAM MST48 MST48 SEE 10/S1.2 AT DECKS �— GIRDER TRUSS GTBEARING WALL INDICATES N0. OF PER SCHEDULE I / BLOCKED FLOOR JL BUNDLED STUDS / SEE 9 S1.1 � =`�'� ��� :� DIAPHRAGM } �� ; 3 PROVIDE (2) IYP. U.N.O. i a POST TYPE PER PLAN ATTIC ACCESS CONTINUE TO FOUNDA11ON AT CEILING OR BEAM BELOW ® ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL RECEIVED CITY OF TUKWILA t4AR 0 0 2016 PERMIT CENTER ©1 o N inI m d- o P..4 L 0 aaK • 0 I► O ° '1 2 3 J t SCALE: 1/4" = 1'-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 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. �— FLUSH BEAM WOOD PANEL FB SHEARWALL OVER FRAMING DB —� DROPPED BEAM FP-61JSEE 11/S1.1 AT ROOF HR —� HEADER — SEE 10/S9.0 I HOLDOWN PER SCHEDULE • • ...... • • • SLOPING FRAMING ®— GLB —® GLUED—LAMINATED BEAM MST48 MST48 SEE 10/S1.2 AT DECKS �— GIRDER TRUSS GTBEARING WALL INDICATES N0. OF PER SCHEDULE I / BLOCKED FLOOR JL BUNDLED STUDS / SEE 9 S1.1 � =`�'� ��� :� DIAPHRAGM } �� ; 3 PROVIDE (2) IYP. U.N.O. i a POST TYPE PER PLAN ATTIC ACCESS CONTINUE TO FOUNDA11ON AT CEILING OR BEAM BELOW ® ATTIC ACCESS AT WALLS Note: ALL SECTION CUTS ARE TYPICAL RECEIVED CITY OF TUKWILA t4AR 0 0 2016 PERMIT CENTER ©1 d� A o N inI m d- o P..4 0 aaK • 0 I► O ° '1 0 T co d� A o N inI m d- o P..4 0 aaK • 0 d� A o N inI m d- o P..4 0 0 0 w O 0 T co Cf� WI I 0 • • o 00 00 o 00 5 � a r --a m w N H � w au A w V) s w � f- a z �W ct I P..4 hl M 4114 T Cf� WI I • • 0 E-•1 00 00 00 r --a ct BAR SIZE LAP CLASS F'c = 3000PSI Fc = 4000PSI • �I ct TOP BARS OTHER BARS TOP BARS OTHER BARS (2) #4 CONT. #3 A B 17:. 23 14 17 15 20 12 15 FINISH GRADE w #423 B 23 30 18 23 20 26 16 20 i� U) �' #5 A B 29 37 22 29 25 32 19 25 >Cb #6 A B 35 45 27 35 30 39 23 30 0 DO MINES 47, In- 2" 2' CL F7 11,;,11 1= �z 2" CL . 11,;,111= �z cON O M 1. LENGTHS SHOWN ARE IN INCHES. 2. TENSION LAP SPLICES SHALL BE CLASS B UNLESS ONE HALF OR LESS OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN THE REQUIRED LAP LENGTH. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 4. TENSION LAP SPLICE SHOWN'ABOVE ARE FOR CONCRETE COVER GREATER THAN OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING eREATER THAN TWO BAR DIAMETERS (SPACING AND COVER CASE 1). 5. INCREASE LAP SPLICE LENGTH BY 1.5 FOR EPDXY COATED REINFORCEMENT. 6. INCREASE LAP SPLICE LENGTH BY 1.3 FOR LIGHT WEIGHT CONCRETE. 7. COMPRESSION LAP SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS UNLESS OTHERWISE SHOWN ON THE DRAWINGS. ® LAP SPLICE SCHEDULE SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL z SCHEDULE SEE PLAN FOR 1/8" X 1 1/2" PREMOLDED SLAB THICKNESS CONTINUOUS MAS11C JOINT AND REINFORCING STRIP OR PREMOLDED (1Y'•) CONSTRUCTION JOINT (MAY BE SAWCUT AT CONTRACT- OR'S OPTION). a a ° -----6----- °• d. . a' O �� �a n.�:9,0cp CUT ALT. WIRESCOMPACTED SUBGRADE AT JOINT It AND GRANULAR FILL PER SOIL ENGINEER'S RECOMMENDATIONS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SCALE: 3/4" = 1'-0" TYP. U.N.O. CONTROL JOINT SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL Z SCHEDULE SECOND POUR SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP.) —\ FIRST POUR BURKE "KEYED KOLD" JOINT. STOP REINF. CLR. OF JOINT EACH SIDE -- -- --------- • • •. a .. 0,, 1 COMPACTED !SUB GRADE AND GRANULAR FILL PER SOIL ENGINEER'S RECOMMENDATIONS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. P.T. SILL PLATE � . P.T. SILL PLATE • �I ct i P.T. SILL PLATE— (2) #4 CONT. m (2) #4 CONT. m(2) � #4 CONT. FINISH GRADE I w FINISH GRADE w p CD O FINISH GRADE FLOOR 0'-0" ! i� FLOOR 0'-0' i� U) �' FLOOR 0'- 0' z CD - Z � >Cb 0 ® 0 DO MINES 47, In- 2" 2' CL F7 11,;,11 1= �z 2" CL . 11,;,111= �z cON U FOUNDATION DRAIN • RE: CIVIL #4 ® 24- (2) #4 CONT. ® TYP. EXTERIOR FOOTING 11 P.T. SILL PLATE SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE (2) #5 CONT. FINISH GRADE Q �i11111111 11,;,111= :2 — 0 #4 ® 10" O.C. Z =111 :2 'A I—I FOUNDATION 117 DRAIN - • RE: CIVIL #5 0 16" ALT. HOOK 8 0 (2) #5 CONT. 0 FOUNDA11ON DRAIN • RE: CIVIL #4 ® 24- (2) #4 CONT. ® TYP. GARAGE FOOTING 1� P.T. SILL PLATE (2) #5 CONT. FINISH GRADE - z 00 X Q 00 t I FOUNDATION DRAIN RE: CIVIL #5 ® 16' ALT. HOOK — (2) #5 CONT. SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE r —III—I 'il.; III #4 ® 10" O.C. ■ 8" 1'-4" CONSTRUCTION JOINT SHEATHING, NAILING AND ANCHOR BOLTS /z__PER SHEARWALL SCHEDULE LIJ0 n - w i ii V) . . 2" CL . =1 11= IJ U ^OST PER PLAN - LOCATE ER ARCHIT 'OST BASE 'ER PLAN 2" SQUARE ;ONC. PUN' #4 BOTTC WAY 1 �_0�> UUN 1. POST AT SPREAD FOOTING POST AT THICKENED FOOTING SCALE: 3/4" = 1'-0" (2) #5 (2) #5 TYPICAL POST BASE SHEATHING, NAILING SHEATHING, NAILING AND ANCHOR BOLTS AND ANCHOR BOLTS PER SHEARWALL PER SHEARWALL SCHEDULE SCHEDULE P.T. SILL PLATE P.T. SILL PLATE #4 ® 48' O.C. I #4 ® 48" O.C. FLOOR 0'-0' FLOOR 0'-0' FL( I I -� 11 � III— � � -� 11_ + ► I I— � r U U (2) #4 CONT. (2) #4 CONT. (2) #5 CONT. FINISH GRADE LF �z Q J n ° ° lip � co �r- i #4 @ 10" O.C. o z FOUNDATION DRAIN • RE: CIVIL #5 0 16' ALT. HOOK'8 (2) #5 CONT. 1'-4" M IG 1181 S.O.G. PARTY WALL —SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE LAP + H LAP + H -CORNER BARS = CORNER BARS = TO MATCH HORIZ. + TO MATCH CROSS + REINFORCEMENT a WALL REINF. (ALT. c- [HOOKS) g (2) #5 41 •I(. •II 'a ,M{ v STD 90 DEGREE HOOK DOWN LA Ifi TYP. SINGLE CURTAI11 WALL REINF. PLACEMENT SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE STEP PER PLAN �'_O. #4 048' O.C. FLOOR 0'-0 .... ....... I I ...... 0 III—� III - U U (2) #4 CONT. 1'-6" C: SINGLE WALL W/ STEP D: PARTY WALL W/ STEP TYP. INTERIOR THICKENED SLAB DETAILS THREADED ROD HOLDDOWN THREADED ROD W/NUT T&B OF 1/2" PL 2'-0' I _ -1 RE: 4/S6.0 FOR REINF. ® STEP S �S = STEP 15 TYP. HOLDO N AT FOOTING z n n z Q a_ w 1.5 H � RE CFIVPn CIT OF TUKWI(_ xa IMAR 0 E 2016 o PEF MIT CENTER N #4 AT B.O. WALL�- (2) #4 AT FTG. T SCALE: 3/4" = 1'-0" TYPICAL STEPPED FOOTING CIO � . .A • �I ct i way � ,�,.� • i+ • o � A rn r\ CD p CD O 4 w � 0 ® 0 DO MINES 47, In- /00� W ct U co CIO � . .A • �I ct i way � ,�,.� • i+ • o CIO • �I ct co o � A rn r\ CD p CD O �t O •- w � 0 ® 0 DO 47, In- /00� W ct U co cON O M [� 0 z 5 d 0 a �w w CL U W U x w a oC) I w z CIO • �I ct ® 0 DO In- /00� W ct U cd cON O M [� SB -1 I STANDARD iLEVEL® SHEAR BRACE INSTALLATION Two top plates or as specified For trim zones, see below. Verify brace is plumb Hardened nut Washer Anchor bolt spacer OPTION B Application 6Y" lag screws, provided, installed from the top • 6 with 12" brace • 8 with 18" brace • 12 with 24" brace Standard or Portal iSB 12x— Optional OSB shim, 8 8 %" maximum 13 12 iSB 18x- 7/8 Do not install screws 9 in electrical chase 12 from either side. Optional OSB shim, maximum OP110N A 6Y" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) Start screws 3Y2" (±V) from bottom of Aouble Ltop plate or header Optional OSB shim, %" maximum i Countersink (Y4" deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws Y2" front to back to avoid interference. Do not install screws An installation template is in electrical chase available from youriLevel'D from either side. representative. Install nut finger -tight plus Ys turn, minimum Hold-down Threaded rod �- Ensure concrete is level and smooth beneath brace. Grind and fill as necessary. Foundation system design is the responsibility of the designer or specifier For trim zones, see below. • Trim height from the top of the brace only. Do not trim the sides or bottom. • DO NOT trim the bottom brace in a stacked brace application. • 3Y" maximum allowable trim for portal braces. • 12" and 18" standard braces taller than 93Y" may be trimmed down to a minimum height of 78". • 24" braces may be trimmed down to a minimum height of 89Y4". SB -1 STANDARD iLEVEL SHEAR BRACE INSTALLATION BA- ANCHORAGE FOR STEM WALL OR BASEMENT WALL Tie threaded rod to footing reinforcement (recommended) Double nut and washer assembly iLevel Anchor Bolt Spacer iLevel Anchor Bolt Holder Jam nut Threaded rod ALLOWABLE SMALL HOLES - ALL BRACES EDGE DRILL Middle of brace thicl HOLES • Maximum three in face and thre edge • -" dia. holes m • 6" o.c. minimurr to holes allowed i top 8" of brace ACE DRILL ZONE laintain %" minimum edge istance from chase and utside edge, typical o holes allowed t lower 40" of race SB -2 ALLO ABLE SMALL HOLES - ALL BRACES B-1 ALLOWABLE LARGE HOLES - STANDARD AND STK BRACES (in addition to Small Holes above) M 0 HOLES • 4%" dia. holes, maximum • Maximum two A" dia.holes or one 4 Y" x 12" hole o • No minimum on -center spacing required o Vertical faces To install Shear Brace flush to the outside face of wall, align Bolt Holder's vertical faces with inside face of formwork. Grooves To install Shear Brace centered under a 5X2" header or beam, align Bolt Holders grooves with inside face of formwork. 100, 0 I �® 0 p 0 No holes allowed in top 8" of brace FACE DRILL ZONE Center of brace as shown Minimum 12" 0 above existing hole 0 31 PORTAL FRAME SHEAR BRACE INSTALLATION For trim zones, see below. Verify brace is plumb Hardened nut Washer Anchor bolt spacer 3V wide x 9Y4"-18" deep header as specified. See SB5 for other header widths and allowable furring. Optional OSB shim, maximum Portal straps (provided): Maintain minimum edge distance. Attach with (16) 0.148" x 2%" (minimum length) nails, (8) into the header and (8) into the brace. Connect header to brace with 6-Y4" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) Start screws 3Y2" (±V) from bottom of double top plate or header Optional OSB shim, W maximum M Countersink (Y4" deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws " front to back to avoid interference. Do not install screws An installation template is in electrical chase available from your iLevel' from either side. representative. Install nut finger -tight plus X tum, minimum Hold-down T'-readed rod Ensure concrete is level and smooth beneath brace. Grind and fill as necessary. Foundation system design is the responsibility of the designer or specifier PORTAL TRIM ZONES • Trim height from the top of the braces only. Do not trim the sides or bottom. • 3V maximum allowable trim for portal braces. SB -3 PORTAL FRAME SHEAR BRACE INSTALLATION Cracked Concrete Embedment Depths and Footing Dimensions for Threaded Rod (IX2X3) Application Brace Anchor Bolt Dia. (in.) Minimum Footing Width in. ( ) Embedment Depth & (in.) Minimum Footing Dimensions, (in.) Wind / SDC A -B SDC C -E Ci C2 C3 Standard or Portal iSB 12x— 7/8 22 8 8 9 13 12 iSB 18x- 7/8 28 9 9 12 16 12 Two-story Stacked iSB 18x- STK7/8 w 36 13 13 16 20 18 a c Standard iSB 24x- 1 32 10 11 14 18 16 Two-story Stacked iSB 24x- STK 1 35 10 12 16 19 16 Additional Notes for Anchorage - Appropriate for use in areas governed by IBC or IRC - Anchorage embedment Is based on ACI 318 Appendix D - Concrete assumptions: - minimum fe of 2,500 psi; phi = 0.85 (condition A) - to Is measured from the top of the washer to the top of the footing - for expanded tables and additional information, see ICC -ES 2652 Table Footnotes ')Anchor bolts are ASTM A449 or ASTM Al 93 B7 threaded rod and are applicable for any brace loaded to its maximum allowable shear with combined vertical load. (2)ASTM A307 threaded rod may be substituted for all 12" wide brace applications MASTM A307 threaded rod may be substituted for braces where holddown uplift at allowble design shear is less than the following: Allowable Uplift for A307 Threaded Rod Anchor Bolt Dia. (In.) Wind Seismic 7/8 14,200 lbs. 11,500 lbs. 1 19,900 lbs. 14,900 lbs. PORTAL FRAME SHEAR BRACE w/ 5Y" or 5Y" WIDE HEADER (similar for 3Y8" header) 9Y4"-18" deep header, as specified. Center over brace width. Portal straps (provided): Maintain )J" minimum edge distance. Attach with (16) 0.148" x 2%" (minimum length) nails, (8) into the header and (8) into the brace. Minimum 2 X" x 10" furring of %" thick OSB. Attach furring to brace with (10) 0.131" x 2 Y2" nails. With VC wide headers, attach furring to header. Connect header to brace with 6Y'4" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) SB -5 PORTAL FRAME SHEAR BRACE W/ 5'+ WIDE HEADER General Notes 1. iLevel Shear Brace is manufactured and trademarked by iLevel?, a Weyerhaeuser Business, Boise, Idaho. 1-888-ilevel-8 (1-888-453-8358) 2. The iLevel Shear Brace is approved per ICC -ES Code Evaluation Report No. 2652. The iLevel? Shear Brace has R -values which are consistent with typical wood frame construction. They may be used as an alternate braced wall panel in accordance with IBC Section 2308.9.3 and IRC Section 602.10. 3. Installation of the product shall be done in strict conformance to these drawings and the iLevel? Shear Brace Specifier's Guide. Modification to this product and associated systems or changes in the installation methods shown on these drawings and the Specifier's Guide should only be made by a qualified registered professional. The performance of such modified products and altered installation procedures is the sole responsibility of the designer. Designs are based on concrete compressive strength of f'c = 2500psi. 4. The contractor shall verify all dimensions, conditions, elevations, etc. prior to installation of any components for the iLevel Shear Brace system. if any discrepancies are found, they shall be brought to the attention of the project architect, engineer of record, or building designer for clarification prior to construction. 5. The contractor shall verify the position of the iLevel Shear Brace in relation to the rest of the building system as shown on the project drawings. 6. Use of this product is subject to the approval of the local building official. 7. The building structure shall be designed in accordance with the latest adopted version of the International Building Code or the International Residential Code, and any other local, state or federal requirements that may apply. Verify design requirements with the local building department. Concrete foundation design remains the responsibility of the design professional of record. 8. This product is part of the overall lateral force resisting system of the structure. Design of the building's lateral force resisting system, including a complete load path necessary to transfer lateral forces from the structure to the ground, is the responsibility of the design professional of record. 9. No special inspection required per IBC 1704.1 or 1705.3.1. 10. iLevel by Weyerhaeuser reserves the right to change specifications, designs and models without notice or liability for such changes. SES— 1 iLEVEL SHEAR BRACE NOTES Section C -C �C 2"4n. Anchor bolt spacer in. Threaded rod, grade A449 or A193 B7 dia. at iS812x { Jam nut below ,.. 39 dia. at iS618x +, o anchor bolt spacer 1 dia. at iSB24x o+ L Stem wall per code ..� s O s Ported coupler compatible , - with A193 B7 threaded rod ° ° a as required CS ;,:.::.:/-Monolithic Monolithic or •r two-stage pour -. Second anchor bolt ,0 spacer recommended o ' ,'. w .•" t for two pour ° o =' Jam nut below <• .r:'.. .. #4 rebar per code or plan ° o;.:;: E��%Eplt s e Double nut and washer assembly �' '.I01. OF TU K W I I A AR 0 8 2016 C3 Brace width C3 C1 C2 LC Footing wldgti MIT CENTER 1 i 0 "5b" Cn r_I i r=( 03 CD CD N A a Cq o rn 0 r- �.O w � 3 a c 00 Go 06 Cn r_I i r=( 03 CD CD N A a Cq o rn 0 r- �.O w � 0 c 00 Go 06 Cd � CC3 4.? N Cn d 0 [ Z E -H a o 5 � a M Nw of W a. A U w Q w � CL C5 w Cn r_I i r=( 03 �.O Pqt� c 00 E—I 06 Cd � CC3 4.? N Cn d cin [ BEARING AND/OR BEARING AND/OR 0 BEARING AND/OR q BEARING AND/OR o 0 o 0 SHEARWALL PER PLAN 0 0 •- SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN Sj'{IIik?�Y�i� t ����3 �, �'Ml�l. £llu' � •• PLATE NAILING PER _. � O PLATE NAILING PER PLATE NAILING PER PLATE NAILING PER hmang (3) 0.148' X 3' SHEARWALL SCHEDULE M SHEARWALL SCHEDULE 0 SHEARWALL SCHEDULE SHEARWALL SCHEDULE Lo 0.148'X3.25' 0 6' O.C. MIN 0.1480X3.25' 0 6" O.C. MIN 0.148"X3.25' 0 6" O.C. MIN 0.148'X3.25' 0 6" O.C. MIN 4'-0" FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. .i FLOOR SHEATHING AND NAILING ' EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. (20) 12d o Z PER STRUCTURAL NOTES S1.1 0 E -H PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 10 RIM/BLOCKING TO TOP c) M RIM/BLOCKING TO TOPRIM/BLOCKING TO TOP RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE A PROVIDE '0*6* ; ?' PLATE PER SHEARWAL SCHEDULE � PROVIDE I PLATE PER SHEARWAL SCHEDULE - PROVIDE '0'6" . . . . . . . . PLATE PER SHEARWAL � SCHEDULE PROVIDE . . . . . . . . . . . . . . 0.148 X3.25 O.C. MIN ~ 0.148 X3.25 0 6 O.C. MIN Q.148 X3.25 O.C. MIN 0.48"X5.250'0 6 O.C. MIN ac ( A U ol r- s r- It 1 1 i All 1PLATE 1 1 ,� TOP , (L C7 EDGE NAILING PER SCHED. r I 77 EDGE NAILING PER SCHED. EDGE NAILING PER SCHED. EDGE NAILING PER SCHED. FRAMING PER PLAN BEARING AND/OR i l BEARING AND/OR ' BEARING AND/OR BEARING AND/OR BLOCKING AT 48" O.C. SHEARWALL PER PLAN FRAMING PER PLAN SHEARWALL PER PLAN FRAMING PER PLAN SHEARWALL PER PLAN FRAMING PER PLAN SHEARWALL PER PLAN STUDS ADD RIM JOIST/BLKG. NOTES: ADD RIM JOIST/BLKG. NOTES: ADD RIM JOIST/BLKG. NOTES: AS REQUIRED BY 1. SECURE JOIST TO WALL ' AS REQUIRED BY 1. SECURE JOIST TO WALL AS REQUIRED BY 1. SECURE JOIST TO WALL SHEARWALL SCHEDULE WITH 0.131"X2.5" EA. SIDE, DOUBLE JOIST v SHEARWALL SCHEDULE WITH 0.131"X2.5" EA. SIDE, SHEARWALL SCHEDULE WITH 0.131"X2.5" EA. SIDE, 1 1/2- MIN. FROM END. 1 1/2' MIN. FROM END. 1 1/2- MIN. FROM END. NOTE - PARALLEL 2. SECURE RIM JOIST TO 2. PARS PERPENDICULAR PERPENDICULAR SECURE RIM JOIST TO JOIST WITH 0.131"X2.5 SPLICE & NAIL TOP PLATES AS SHOWN 0 ALL EXTERIOR, BLKG. WITH 0.131"X2.5 NAIL TOP AND BOTTOM. SCALE: 1'-0" SCALE: 31A" = 1'-0' NAIL TOP AND BOTTOM. PLUMBING, PARTY &SHEAR SCALE: 31A" = 1'-0" AND AT ROOF. SCALE: 3/4" = 1'-0' 0 EXTERIOR LL TO FRAMINGL2]INTERIOR SCALE: 3 f 4" = 1'-0" ALL TO FRAMING 31A" = ® INTERIOR ALL TO FRAMING 0 EXTERIOR ALL TO PRA I G L_5j TOP PLATE SPLICE JOISTS PERPENDICULAR JOISTS PARALLEL LAP JOIST 4" AND PLATE NAILING PER SHEARWALL SCHED. TYP . PLATE NAILING PER SHEARWALL SCHED. TYP. I USE (3) 8d NAILS AT SOLID BLOCKING TO BEAM SHEARALL SHEATHING & SHEARALL SHEATHING & NAILING PER SCHED. NAILING PER SCHED. TOP PLATE RIM TO TOP PLATE ` RIM TO TOP PLATE JOIST HANGER PLYWOOD PLYWOOD SPLICE SEE 5 THIS SHT. A35/LTP4 PER 4,. SHEARWALL SCHED. i A35/LTP4 PER SHEARWALL SCHED. JOISTS AT NON LS i ............... BLOCKING - HEADERS MAY BE • - � � � � � � � � � � � � � � � � � � � � � ...................... ............. AS REQ. ATTACHED TO KING STUD STUDS AT HEADERS: W/HUC HANGER OR A34/ s' t `= BUNDLED JOIST PER JOIST PER 16" O.C. TYP. �2� 2X8 0 2X4 WALLS A35 CLIP: U. N. 3 2X8 0 2X6 WALLS (2) 2X4 MIN. UNLESS NOTED OTHERWISE PER PLAN JOIST PER PLAN TYP. I s JOIST PER PLAN TYP. JOISTS (2) 16d ®12" PLAN PLAN # i BLOCKING AT 4$" O.C. Typ• JOIST HANGER 2X BLOCKING KING STUD-TYP. I? 30 BEAM PER PLAN BEAM PER PLAN FACE NAIL W/ ( 16d 12" 0. . TRIPLE JOIST si TRIPLE JOIST • AT BEARING WALLS AT NON-BEARING WALLS 1. SHEATHING AND NAILING SHEATHING AND NAILING TRIMMER STUDS: (1) TRIMMER STUD PER SHEARWALL SCHED. PER SHEARWALL SCHED. �12� ®OPENINGS 5P1 0 &' GREATER TYP. TYP. NOTE: FIRE AND SOUND A: FLUSH BEAM B: DROPPED BEAM UNLESS NOTED OTHERWISE PLAN ff SCA 3/4" = 1'-0" RATING INFORMATION PER ARCH. SCALE: 3/4" = 1'-0" SCALE: NONE TYPICAL PARTY ALL 7 NOT USED S BUILT UP EEA ❑ ❑ TYP. CO . TO WOOD EEA 10 TYP. HDR. AT STRUCT. ALL UNLESS HANGERS/HARDWARE ARE SHOWN WALL PLATE NAILING PER UPPER WALL• BEARING/SHEAR WALL NOTE: SEE ARCH. FOR STAIR DIMENSIONS AND BLOCKING REQUIREMENTS �— 0.148"X3.25";- ON PLANS, BEAMS BEARING ON STUD WALLS SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE 0 4" O.C. SHALL BE ANCHORED W/(4) 8d TOENAILS STAGGERED FLOOR NAILING PER STRUCTURAL NOTES P.E.N. PER UPPER WALL = L HORIZONTAL RUN 2X12 STRINGERS FOR L<84' MST37 STRAP 1. 5X14 LVL STRINGERS FOR 84"< <140" CONT. RIM JOIST A35 TOP PLATE 2X BLOCKING TYP. TOP PLATE TOP PLATES � q BEAM BEAM BEYOND - PER PLAN PER PLAN _ _ — — I I I WALL STUD l/ MIN. - - -- -- -- - - -- -- -- -- -- -- -- -- v I�- /- -- -- -- BLOCK FLOOR DIAPHRAGM EDGES LANDING I I I STRINGERS PROVIDE (4) LTP4 OF BEAM PER PLAN PROVIDE (4) LTP4 EACH SIDE OF (2) 8d TOENAILS (2) 8d TOENAILS ---------------------------------- ---- 2x --....... � --- --- - - - --- - - I„• 4 . IVI IVI EACH SIDE BEAM BEAM PER PLAN EACH SIDE EACH SIDE PER PLAN 2X RIM JOIST I I I I a' BEAM I IN Inl 2 STUDS U.N.O. ON 2x BLOCKING ” P.E.N. PER LOWER WALL ` - -------------------------------------------- "'' POS PLAN PLANS BEAM/HDR 0 SIM. EXTERIOR WALL INTERIOR WALL WALL AND CEILING PER ARCH. LOWER WALL- W = WIDTH 1 4" VERIFY A 3) STRINGERS FOR W<42 BEARING/SHEAR WALL (4) STRINGERS FOR 42"<W<48" PER PLAN AND SCHEDULE TYP. TOP PLATE TYP. TP 0 PLATE SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" TRUSSES PERPENDICULAR ELEVATION AT WALL SECTION A -A AT WALL SPLICE AT FLUSH EEA 12 SPLICE T DROPPED EEA 1S EA TOE AILI ® XTERIOR ALL TO FRA 1 G 1* TYP. STAIR FRAMING AT WALL WALL PLATE NAILING PER SCHED. FOR UPPER WALL UPPER WALL.• BEARING/SHEAR WALL PER PLAN AND SCHEDULE NOTE: NO WALL ABOVE AT SIM. WALL PLATE NAILING PER SCHED. FOR UPPER WALL UPPER WALL• BEARING/SHEAR WALL PER PLAN AND SCHEDULE SEE ARCHITECTURAL FOR ALL FLASHING DETAILS FLOOR NAILING PER P.E.N. PER UPPER WALL CONTINUOUS STRAP FLOOR NAILING PER STRUCTURAL NOTES P.E.N. PER UPPER WALL ==; ARCHWRAP PER STRUCTURAL NOTES DRAG STRUT PER PLAN P.E.N. PER LOWER WALL . �="��'� BEAM PER PLAN 1 3/4" PSL BLOCKING 2X BLOCKING DIAPHRAGM NAILING _ I 6X6 POST WITH ABU66 11BEAM - ALIGN WITH . CENTTER OF WOOD BLOKFLOR -- 1 DIAPHRAGM EDGES h--� JOIST JOIST PER SIMPSON A35 LKG. TO TOP PLATE BEYOND . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .-.-.-.:.........-..:-.._...-..,.....:... - --..-u,:.:-.........- __... . ... - -...-- BEAM/HDR ®SIM. JOIST PER PLAN P.E.N. PER LOWER WALL - N -� PER PLAN PLAN -TYP. SPACING PER ! I I .ITY HEAtW'�t I3 SHEARWALL SCHEDULE PANEL SHEAl1NG/NAILING 2) 5/8" DIA. x it 11:1EPC POST CAP TO MATCH LOWER WALL LAG SCREWS MAR 0 8 2016 PER PLAN SHEARWALL BEYOND SHEAR WALL SCHED. LOWER WALL; -STAGGERED cI PERMIT CEILING(TYP'.)BEARING/SHEAR PER ARCH. HOEDOWN STRAP 18 S1. WALL AND CEILING PER ARCH. WALL PER PLAN AND SCHEDULE CENTER 2X LEDGER SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" JOIST PERPENDICULAR 0 f---1 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 1 SHEAR LL TO A 0 17 0 TYPICAL DRAG STRUT 1S ® LOAD TRANSFER DETAIL �Q 0 TYP. SECTION AT DECK FR G. �.., VI 0 q G� o 0 o 0 vi 0 � 0 0 •- 1 Sj'{IIik?�Y�i� t ����3 �, �'Ml�l. £llu' � •• _. � O lliP� hmang M 0 Lo 0 VI 0 q G� o 0 o 0 vi 0 � 0 0 •- o 0 d w � O M 0 Lo 0 Wo ~ 00 00 z In o Z Ct 0 E -H LLJm a rx c) M N w L) N ~ w ac ( A U r- s r- w f5 i (L (L C7 w z VI G� c 0 C) 00 00 Ct 4 ct c) M N 7yx UPPER WALL• 0 A 03 hj o n M 0 1 �t a O Ya BEARING/SHEAR WALL 0 Co o 00 a� w �4 KIN 21 � it 1 • WALL PLATE NAILING PER PER PLAN AND SCHEDULE ai �q • . 03 SCHED. FOR UPPER WALL 2X LEDGER W/ (3) 12d � 1 W ay � .. • M o FLOOR NAILING PER TO EA. STUD Lo z o Co F STRUCTURAL NOTES U26SLD30 Z 5 w a P.E.N. PER UPPER WALL M m O D w ROOF EDGE NAILJNG U (n VENTED BLOCKING PANEL 5 � m a. A U PER DETAIL 19/S9.1 r- LJ i w CL a - r1 v FRAMING PER RIM TO TOP PLATE w z PLAN PER SHEARWALL I' SCHEDULE NOTE: FRAMING is PERPENDICULAR AT P.E.N. PER LOWER WALL SIM. WALL/HEADER PER PLAN RE: ARCH. PER PLAN SCALE: 3/4' = 1'-0' .WALL ABOVE OFFSET ® ® LO ROOF AT FLOOR Al 1K 2x8 FLAT VALLEY OVERFRAMI ROOF SHEATHING/DIAPHRAGM SEE 16/S9.1 NOTE: FIRE AND SOUND RATING " Sd AT 6 O.C. ATTACH TO TRUSSES W/(3) 10d PER 7/S9.1 / 8d @ COC INFORMATION PER ARCH. 2X4 W/ (2) 0.131' X 3" PRE -FABRICATED GT �— (3) 8d TO BLOCK - TYP. NAILS TO EACH TRUSS TYP. ROOF TRUSS - - I 24 -OC (TYP.) RE: 10/S9.1 FOR FRAMING ANGLE 2x8 RIDGE ATTACHMENT BETWEEN (2) 2X { BEAM ATTACH BRACES 0 SHEARWALLS TYP. I TO 2xa VALLEYI MEMBERS I f° '' i }' W/(4) 8d TN) 1 DRAG TRUSS RE: PLAN I A35 I W/(12) 8dX1 1/2" NAILS R.-.� U.N.O. PER PLAN . . . . . .... . . . . . . . . . . . PROVIDE BLOCKED 2'x4' OPNG FOR ATTIC VENTILATION TRUS HANGER m....-...._-....,-..m-.......-..�,_.. �... ..............-�.n .,........... U." _�, EXT. ii . . . . . . . . SHEARWALL '4 TRUSSES PER PLAN DIAG. BRACE ®8' O.C. W/ " CONTINUE ROOF SHEATHING PER PLAN SHEARWALL is I RE: PLAN s$ 3 (6) 0.131 X 3" TO BLOCK PER PLAN -` GABLE END WALL/DRAG I i UNDERNEATH OVERFRAMING. PRE-FABRICATIONTRUSS �— — —� - DESIGN FOR 150 '' " 0.131"X3" TOENAIL 0 6" O.C. ROOF TRUSS ® PLF DRAG LOAD APPLJEAD AT 2x RAFTER 0 24"OC W/ 24"OC NOTE: GT HAS BEEN DESIGNED TO TOP CHORD AND TRANSFERE SHEATHING AND NAILING PER (3) 8d TN ®EA. END GIRDER TRUSS (USE 2x4 IF SPAN < 6 '-" '='' TRANSFER REQUIRED LATERAL LOAD. PARALLEL YPI AL DRAG TRUSSES TO BOTTOM CHORD SHEARWALL SCHED. TYP. TYPICAL. PARALLEL 6 7 U E 2x6 IF SPAN > 6'-0"). OVERFRA ING S TRUSS TO GT CONNECTION ARTY LS BETWEEN BRACING 10 TRUSSES AT PARTY WALLS 8d ® 6" O.C. GIRDER/DRAG TRUSS NOTE: FIRE AND SOUND RATING Sd AT 6' O.C. TO BLKG. INFORMATION PER ARCH. OVER -FRAMING PER PLAN W/ CONT. I 2X8 0 16" O.C. RAKE WALL DOUBLE TOP CHORD W/ (2)" GWB EA. SIDE PER _7 • "" • FRAMING PER PLAN ARCH. titi ti �9 r 31 A35 0 48" C. Ft SHEAR TRUSS DESIGN BY OTHERS w 8d 0 6" 0. tj 150 PLF LOAD PARALLEL = TO TOP CHORD 2X VENTED B G. ROOF TRUSSES NAIL TO RAF RS W/(2) 12d ACH ' PER PLAN SIDE t 3s rn 3 wcn N �— sF f 1 Q . . , ROOF TRUSS PER PLAN F f f �,� � � ; " SIMPSON H2.5 0 48 O.C. ": TRUSSES PER PLAN �'s OVER FRAMING AS REQ'D. HANGER I TRUSSES PER PLAN�� DSC DRAG STRUT OVERHANG PER ARCHITECTURAL 0.131"X3' TOENAIL 6' O.C. l I� 0.131"X3" TOENAIL 6" Q.C. BLKG. TO TOP PLATES NBLI<G. TO TOP PLATES LTP4 0 24" O.C. WALL BEYOND I BEARING AND SHEAR WALL SHEARWALL PER PLAN SEE SHEAR WALL SHEATHING AND NAILING PER SHEARWALL SCHED. TYP. SCALE: 3-' = 1'-0" -� TYPICAL SCHEDULE TYPICAL PERPENDICULAR i1 DRAG TRUSS TO WALL L12 DRAG STRUT TO TRUSS 13 1 RAISED HEEL TRUSS TO WALL L15 TRUSSES AT PARTY WALLS 8di (0*60.CO.C. ROOF ON ROOF FRAMING PER PLAN PER PLAN 8d®6" -�• TRUSS BLOCKING ROOF TRUSSES ROOF STRUCTURALHING PER NOTES, SHEET S1.0 STD ROOF TRUSS CLIPS AT 48' O.C. W/ NAIL IN (2) 12d EAVE PER PANEL PER PLAN SLOTTED HOLE TO ALLOW �• END 2X4 BLOCKING ARCH. 2 X 4 BLK G ®48 " VERTICAL TRUSS MOVEMENT EA. BRACE 2X4 EDGEWISE W/ (2) 16d TOENAIL ROOF FRAMING 2X4 4800 24' O.C. EA. END PER PLAN RECE ED (6) 12d GABLE END RBPC ROOF BOUNDARY C I Y O F T L�r PROVIDE (2) 2X4 DIAGONAL BRACE TRUSS A35 CUP 0 48"O.C. (6) 1OdX1 1/2' A Q � Z d AT 4' O.C. PER FLAT 2X 12d 6 O.C. (.148'DIA1/2") .X1 DS DRYWALL STOP AT 16' O.C. TO WALL ER IT CEN F--� BRACE NOTES 01 8d 6 O.C. TOP PLATE BELOW: 2X VENTED BLKG. . . . . .T71:._________ ___ _______ __ _ _ - - - - TOE .NAIL TO TRUSS . -. -- -----------•-----:. _. _ . ---- " ----------------------------------------------------------------�-------- W/(2� 12d EACH SIDE • (.148 DIA.X3 1/4) _ � x d- x �� �� FLAT 2X BRACE NOTE: DIAGONAL BRACE REQUIRED PANEL EDGE A35 ® 24" 12d ®6' O.C. T.N. OR A35 FRAM'G SEE SHEAR WALL SCHEDULE SIMPSON H2.5 0� 48" O.C. W/(5) 8d (.131X1 1/2") TRUSS W/(5) 8d (.131X1 1/2") TOP PLATE HOLD CEILING FASTENERS 16" +/- BACK FROM WALL TO ALLOW WHEN CROSSWALLS ARE GREATER THAN 8' APART FOR A 2X4 FLAT BRACE ! i; NAILING ANCHOR 0 2'-0" O.C. W/ ($) Sd SHEAR WALL BEAM/HDR 0 SIM. ARCHITECTURAL BLOCK AS REVD TRUSS CHORD MOVEMENT H 10 APART FORA 2X6 FLAT BRACE 12' APART FOR A 2X8 FLAT BRACE SEE SHEAR WAIL SCHEDULE J_ J_ J_ PERPENDICULAR NAILS 4L SECTION BY SIDING IMS �— SEE SHEAR WALL NONBEARING WALL WALL PERPENDICULAR WALL PARALLEL SCALE: 3/4' = 1'-0' SCALE- 3/4. = 1-0 SCHEDULE S1.2 i' SCALE: 3/4' = 1'-0' w 16 0 TRUSS BRACING AT END WALLS ❑4.1 17 SHEAR ALL TO TRUSS 1S TYP SHEARWALL TO TRUSS1#1EXTERIOR ALL AT ROOF 20 N ING WALL SUPPORT 7yx 0 A 03 hj o n M 0 1 �t a O Ya 1 0 Co o 00 a� w �4 KIN 21 � it 1 • ai �q • . 03 1 M L Ln � 1 W ay � .. • M o Lo z o 7yx 0 A 03 o � 0 o n M 0 Qi � to � �t a O 0 Co o 00 a� w O 00 �.... ai 03 •� M L Ln � O � M o Lo z o Co F Z 5 w a M m O D w U (n 5 � m a. A U L.LJ x r- LJ i w CL a - r1 v w z 7yx 03 0 00 E—I 00 �.... ai 03 •� � N � M [� RECEIVED CITY OF TUKWILA MAR 0 6 2016 :PERMIT CENT 0 ..... . ..... .. . ..... XN IT 15— .......... 71. !777 z, "te Ti- 7�. Ai A W -34P FitoWn ffin- La W d i"3- b e r Um bol 1 rl �l 2, Upm 'on- o fil e flaw lests, k7� ne-Aly. nstW -vn�V r q- e M-qW *%d RIP ... .... N PIT Kwinl; iOh . . .... ... ... . A I olot&bm- Rml ht� _0 i1equirl g�W I L ' _ n F, z 7 - , "th 314 Inch. d ba- -q - SVIT�I' lar SYSIDI-41-Is V. be Etteld metem- -an se, : tf 124 7-4 A- V-� �'ru Ia. 3 rf 'r i injp cl dune Wl 'n . .. ...... T. - utV '4-:1 F r A -4, Ali spied m-MI'lon* feir the 0 m Lo ba pe kner r. ou rm;r aftr Md eta_ Oft1dift 125 ula tind-svIand d Ul . . . . . . . . . . . M S .. . . ....... r A lr%-Zll-�- 41. ;L J? v ..-ra !;q 1�—&.I-T P,��N W70IJ7� W 1 - Qk �%, i , , , - 1, 34� r A z,� zi jZ 7T, jr ELL; 7VA �i� tt .3� t . 0 ;Trees D D Q 0 O Q 4 0 0 Build 3 egend Quantity Botanical Name - Com mon Name Size Notes - -- Acer rubrum'Bovrhail` Bowhail Maple 2-3 cal. 1 per wood arbor N!A Chaetae: yparis nootkatensis'Green Arrow' Green Arrow Alaska Cedar 6 $ ht. 5 gal, IA Wonder' rnus Eddi ' White 4 'i onder' Eddi ' esWh(eW t Wonder Dogwood od 2-3G cal. . 1 gal, c t P, ea o ior" < n rl a S r i r e b anuce S P 61-8t ht. 2 gal. ''Shrubs Quan Botanical Name Common Name Size Notes N/A Calama rostisx u " g ac trtolia'Kad Foerster Feather Reed Grass 1 gal. 1 per wood arbor 6 ct Hydrangea macrophylla'Blue Wave' Blue Wave Hydrangea 5 gal, - 14 ci Liriope muscari Big Blue Lily Turf 1 gal, .; � -o-,Ki tai'. 1 8'ct I Nandina domestica'Firepower Firepower Heavenly Bamboo 2 gal. 5 ct Nandina domestica'Plum Passion' Plum Passion Heavenly Bamboo 5 gal. 16 ---- . Pittosporum tobira Wheeler's Dwarf Wheeler's Dwarf Tbbira 5 gal. N7A Polystichum munitum Western Sword Fern i gal. N/A. Rhododendron'Cilpenense' Cilpenense Rhododendron 5 gal. 8 ct Rhododendron'Top Banana' Top Banana Rhododendron 5 gal, N/A I Ribes snaguineum'Nng Edward V11' Red Flowering Currant 5 gal. 10 ci Spiraea japonica'Magic Carpel' Magic Carpet Spirea 5 gal, ,jai vunucvvers Quantity Botanical. Name �x h-' turf grass _... �Ctimbinn VinRc ttlltldl Common Name I Size I Notes 1hydroseeded Quantity Botanical Name Common Name Size Notes N/A Clematis armandii Evergreen Clematis 1 gal• 1 per wood arbor NIA I Clematis armandii Evergreen Clematis 1 gal. 2 per bldg, trellis .. f.. _int' ', 1^' -` !I_aa1I�' i^= �' 4 w.a_ 3:1 .� r- . t yi,� a �r ��t_.a::�C , i 114- i #_'� p ` v l - � 1 I j 3' t t rY ;? 6 c` a" .' 3-2 � s r 's� � 4� ; ? . : i- r d F_�-s. h� 1: Y•, i i' S - - _ �. p a;-;-*;a,4-,,,,...:�.L `aft r i i � +�+ l 5l5 , T is a rrJW-eq?Tia` .1 R6. 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" , t: .. 5 1` }" ... ate'` i' i �r;r r o f 11�t-:- .:- V r� �u4 y r er WAS -h: n: t W. �, C ianS ha5T been rcvlc\ ved by the Public ..-�4. ., - - �. 1 ;:.r;'- ' � t Y .�� < Vorks Department for conformance with current - ' Via'.« Yeo- City standards. Acceptance is subject to errors and e violations of -'�`- J. omissions which do not authorize adopted11 standards or ordinances. The responsibility .� 1. �. �- 1. for the adequac�- of the design rests totally with the :yap-; }�'_-_�rE T. d igner. Additions, deletions or revisions to these .fit 1.dra,5`ings after this date will void this acceptance and kill require a resubmittal of revised drawings t} �r -N gi7�' i .. ot �, for subsequent approval. Y . -R -- 3fi-0 , -.u.. �-°rv.......s�"t.-t��+ '`. -,ate ., ;: .. . Final acceptance is subject to field inspection by .n=--,-- � -' �-" �; the Public Works utilities inspector. _ Date: By: _ Z315 _ L�- , - k x I L. . . ;"`7L' �l ill. . . - _. :..:. ..... r �. =gym = --• : _ _ ___ .. �:.� .. . . � ;. - ... i- as: ,€.x...oF+a.11 ++a+!ns.+.w. -: 5 l r 7' r D�4. 1. 1. 1 . .. ..L.t:-: -... , . ' i.. - �: 1R .,. L S"E-.i'`44-4" ;mac'^�i� `+t`*'$_ - -. `.2" Sit r'j'11 .1W CORRECTION LTR RECEIVED CITY OF TUKWILA vVi Vi 10 201 PERMIT CENTER P � .n �{h g . •4'+:1: ���- yis`tE -ya3f.`.::.r3.2Z .-+.•7'.i F€z =ter }trr'i .z;5€uYfi- V .,ice_ Y - _ . ,`, ` # 1:. 7P, Si . -.-- a -I .- r"s - _ - =.P -J s �q X xyi��G j r s -.:- j aYd :: �. ;:mss s..,,,� t _'� Z" ... , � � sr� 7 0. �a �,. i i - --a'_1= i c.r.. -z r -r:11 .; � -o-,Ki tai'. _... 3s: 0�� ������ 4Aiifi� : . . . .. . . .. - . - 0! ii -- F""A..ft- ---. , . -. . � .. .. . � -- - . - � �. � .. : I ..-.... .- � * , � � . - . - -. �----. . -. - - I � - _; I-- - � ��7�.. . :-. - :, ... . . . .. ¢�{�� II'' _. .I.. ... .... ... -- - - - . - .. - . - ... I . � � .... . ..........- ........ . --..... .. .-: . .. IV 1141 5s F f. ) s 7' f R -^=r _.F: T'�` sr_, - ,tom "a=: :i'�* _ 1. . 3i.. i. r 3_ _ ,-X-r c._..3..Y'i'`_.--r�n':._..J.�5.-{i.-2� -+krr. _..sY� ..._+- L2. V..-.,r..:1�•:- �Y r, :i ti? _ y njrr >, 7-r v =�fi�� asy yy.4 t:7.y ..3 :s.> . z-GL"Y.�f 4 w',-.�s. 1. a. 1,1 y. on:.. �� -<. ,c - Saa a Y m r.c. ... 3 3'''g .%mss �.. �'�` 4- - ri °i-� '3_ ' .. t_ ,, , a• � i> . �s _ _ s -G .Zr 1. �N. -S •3 =^t r -t x t ,s - . _ T PT 3 -V91r 5ti < z...- it q=?-., 1 ii �;a 3 t� 1. 'i.F` t�-i.;.a31' i:?x'.,,5`G•rr -ats 5.�� +' '-b• ,. >' i •�� -F' e " 3 *v t ;I rdt 99 t r _ - f`a r"3'� `.,. ,.s gi. ,;:a`i,.r y.?N;.F:Sa. ��ti�-:T � ..: i.3 i-`'f.k„ - ,: � � R� .:iis:�1. ,N .,.-::.: iR - i� r : . �+v�lj [ a =r- e t k 1 rr -y { 2 S - a..3 .'3 .. i-��t;5 �y�f Li�L �34,'ia:-Z.r? S i-F�2?�-?� 3 :��r f^�� .�� ��k". �:_ � x'.',�F. F � �!.rd -+fW� �� ..� ' .``b r: �} 2 E'€-61- 3.53s 'Yn:a . ik, -t .. ... .. .. - missmeeaeF - -: ta+iKr+➢ra " - - __ _ . 0-W091100" y Cs ��f ,{ s ,.,f t Lam.. .,- �: - . �Y . . . . r - y K - a.- r 1.-^' ti . - - i 2-tri-'-->1�L �,3.-�1M1$i3_ `a-.�1. ,j!<a - 'o'{ c. , _ _>_.. t - % - - _ , ': �T: �. 3 .. gq9�5L¢-% Y ".. S i 1^`-4. k1l W.,ii -4 f -I t' _ i -3 f v z ,,T r I. .1 T3 - .s• x ' ' t l7 I -r A- .x s I res rr z 'r ,' M., �. ] y {� ' 4 °"s ty � ys�y_.�.- s i p g. ' 1- f - 3--� ' T- ..� .. " , t: .. 5 1` }" ... ate'` i' i �r;r r o f 11�t-:- .:- V r� �u4 y r er WAS -h: n: t W. �, C ianS ha5T been rcvlc\ ved by the Public ..-�4. ., - - �. 1 ;:.r;'- ' � t Y .�� < Vorks Department for conformance with current - ' Via'.« Yeo- City standards. Acceptance is subject to errors and e violations of -'�`- J. omissions which do not authorize adopted11 standards or ordinances. The responsibility .� 1. �. �- 1. for the adequac�- of the design rests totally with the :yap-; }�'_-_�rE T. d igner. Additions, deletions or revisions to these .fit 1.dra,5`ings after this date will void this acceptance and kill require a resubmittal of revised drawings t} �r -N gi7�' i .. ot �, for subsequent approval. Y . -R -- 3fi-0 , -.u.. �-°rv.......s�"t.-t��+ '`. -,ate ., ;: .. . Final acceptance is subject to field inspection by .n=--,-- � -' �-" �; the Public Works utilities inspector. _ Date: By: _ Z315 _ L�- , - k x I L. . . ;"`7L' �l ill. . . - _. :..:. ..... r �. =gym = --• : _ _ ___ .. �:.� .. . . � ;. - ... i- as: ,€.x...oF+a.11 ++a+!ns.+.w. -: 5 l r 7' r D�4. 1. 1. 1 . .. ..L.t:-: -... , . ' i.. - �: 1R .,. L S"E-.i'`44-4" ;mac'^�i� `+t`*'$_ - -. `.2" Sit r'j'11 .1W CORRECTION LTR RECEIVED CITY OF TUKWILA vVi Vi 10 201 PERMIT CENTER