Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D15-0129 - OSTERLY PARK - UNIT B20 - NEW TOWNHOUSE
OSTERLY PARK - UNIT B-20 1440134 TH LN S #B-20 D15-0129 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.eov COMBOSFR PERMIT Parcel No: 0040000088 Permit Number: D15-0129 Address: 1440134th LN S UnitB-20 Issue Date: 8/19/2015 Permit Expires On: 2/15/2016 Project Name: OSTERLY PARK - UNIT B-20 Owner: Name: OVERBECK JULIA D Address: 4620 S 148TH ST, TUKWILA, WA, 98168 Contact Person: Name: MIKE OVERBECK Address: 4620 S 148th St, TUKWILA, WA, 98168 Contractor: Name: JMO CONTRACTING LLC Address: 13975 INTERURBAN AVE, TUKWILA, WA, 98168-4721 License No: JMOCOCL865C4 Lender: Name: 144TH ST REO PARTNERS LLC Address: 13975 INTERURBAN AVE S, TUKWILA, WA, 98168 DESCRIPTION OF WORK: Phone: (206) 787-0259 Phone: (206) 787-0259 Expiration Date: A CONSTRUCTION OF 1548 SF TOWNHOUSE UNIT WITH 360 SF ATTACHED GARAGE. THIS PERMIT APPLICATION INCLUDES MODERATE ON -SITE GRADING FOR BUILDING AND WALKWAYS. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE, WATER SERVICE DOWNSTREAM OF THE WM. PLAT UTILITY INFRASTRUCTURE INSTALLED UNDER PW13-145. INCLUDES STREET USE FOR INSTALLATION SURVEY MONUMENT ON S 144th ST MISSED UNDER PW13-145. Project Valuation: $209,180.11 Fees Collected: $7,722.21 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE 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 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 50 Fill: 100 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 an a to t on i 'ons attached to this permit. Signature: Date: I`t /5� Print Name:_ eG (C_ 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). 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 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 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 1 1/4" 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) 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: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 17: ***PLANNING PERMIT CONDITIONS*** 18: 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. 19: 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. 20: A soils inspection is required after amending the soil, but before any plants are installed 21: 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 22: 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. 23: Building mounted lighting shall be added to each unit to provide lighting in shared garage access areas. 24: Individual meters, electrical boxes, and similar equipment necessary for project or building infrastructure shall be screened. This screening shall be reviewed and inspected by the Planning Division. 25: A wood perimeter fence shall be constructed around the sides and rear of Phase I properties prior to final approval of this permit. 26: 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. 27: Prior to final inspection of this unit, the recreation area and two visitor parking stalls shall be constructed in Phase I of the Osterly Park Townhomes per the BAR -approved plans. 28: 'PLANNING PERMIT CONDITIONS' 29: 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. 30: 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. 31: A soils inspection is required after amending the soil, but before any plants are installed 32: 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 33: 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. 37: 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. 34: Prior to final inspection of this unit, the recreation area and two visitor parking stalls shall be constructed in Phase I of the Osterly Park Townhomes per the BAR -approved plans. 35: Individual meters, electrical boxes, and similar equipment necessary for project or building infrastructure shall be screened. This screening shall be reviewed and inspected by the Planning Division. 36: A wood perimeter fence shall be constructed around the sides and rear of Phase I properties prior to final approval of this permit. 38: Building -mounted lighting shall be added to each unit to provide lighting in shared garage access areas. 39: 'BUILDING PERMIT CONDITIONS' 40: 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. 41: 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. 42: 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. 43: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 44: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 45: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 46: All wood to remain in placed concrete shall be treated wood. 47: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 48: 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. 49: 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. 50: 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. 51: 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). 52: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 53: 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. 54: 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. 55: ***MECHANICAL PERMIT CONDITIONS*** 56: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 57: 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. 58: Manufacturers installation instructions shall be available on the job site at the time of inspection. 59: 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. 60: 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. 61: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 62: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 63: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 64: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 65: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 66: 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. 67: 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. 68: 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. 69: 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. 70: 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. 71: 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. 72: 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. 73: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 74: 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 75: ***PUBLIC WORKS PERMIT CONDITIONS*** 76: 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. 77: Any material spilled onto any street shall be cleaned up immediately. 78: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 79: 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. 80: 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. 81: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS 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 5090 STORM DRAINAGE 5100 STREET USE 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 hnp://www.TukwilaWA.gov Combination Permit No. D 19 OP l Project No.: rr ,A� Date Application Accepted: (0 Date Application Expires: For Office use on1 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 King Co Assessor's Tax No.: 0040000088 Site Add ress: 3421 ss 144th st Tukwila WA 98168 (Unit B20 VW 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: (206) 462-4545 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: (206) 462-4545 Contr Reg No.: JMOCOCL865C4 Exp Date: 02/24/2016 Tukwila Business License No.: 0995364 ARCHITECT OF RECORD Company Name: Barker Architect Architect Name: Jim Barker Address: 8715 NE 119th st. C4: Kirkland State: WA Zip: 98034 Phone: (425) 821-7601 Fax: (425) 821-7601 Email: ENGINEER OF RECORD Company Name: Bruce MacVeigh Engineer Name: Bruce MacVeigh Address: 14245 59th Ave S. 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 1.9.27.095) Name: Owner / builder Address: City: State: Zip: H:Wpplications\Forms-Applications On Line\201 I ApplicationsTombination Permit Application Revised 8-9.11.docx Revised: August 2011 bh Pagel of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): Build roadway, infrastructure, 1-2 unit townhouse, Landscaping DETAILED BUILDING INFORAMTION — PROPOSED SQUARE PROJECT FLOOR AREAS FOOTAGE Basement 654 1' floor 240 2 Id floor 654 Garage m carport ❑ 360 Deck — covered ❑ uncovered m 25 Total square footage 1,933 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 7,000.00 fuel type: ❑ electric m gas furnace <100k btu 1 appliance vent 1 ventilation fan connected to single duct 3 thermostat 1 wood/gas stove water heater (electric) 0 emergency generator other mechanical equipment PLUMBING: Value ofplumbing/gas piping work $ 7,500.00 2 bathtub (or bath/shower combo) bidet 1 dishwasher floor drain lavatory (bathroom sink) 1 sink 1 water heater (gas) 1 lawn sprinkler system 1 clothes washer shower 3 water closet gas piping outlets H:VApplicaiions\Forms-Applications On Linet2011 Applications\Combination 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 ❑ ...Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance El.. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. m m ...Total Cut 50 Cubic Yards ❑ .. Work In Flood Zone m ...Total Fill 100 Cubic Yards ❑ .. Storm Drainage m ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ ...Traffic Control ❑ .. 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: Mailing WATER METER REFUND/BILLING: Name: Mailing Address: Day Telepho City Day Telephone: City State Zip State Zip H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx bh Revised: August 2011 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 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Print Name: Mike Overbeck Mailing Address: 13975 interurban ave S Day Telephone Date: 06/03/2015 (206) 787-0259 Tukwila WA 98168 City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 4 of 4 EiEkRIPTIO• -QUANTITYPAID PermitTRAK $11,609.33 D15-0129 Address: 1440134th LN S UnitB-20 Apn: 0040000088 $6,022.21 DEVELOPMENT $2,341.39 PERMIT FEE R000.322.100.00.00 0.00 $2,336.89 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $745.59 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 TECHNOLOGY FEE $146.23 TECHNOLOGY FEE R000.322.900.04.00 0.00 $146.23 D15-0130 Address: 14403 34TH LN S UnitB-21 Apn: 0040000088 $5,587.12 DEVELOPMENT $2,341.39 PERMIT FEE R000.322.100.00.00 0.00 $2,336.89 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $310.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 Date Paid: Thursday, August 13, 2015 Paid By: MIKE CIVERBECK Pay Method: CHECK 0190300516 Printed: Thursday. August 13. 201S 8:32 AM 1 of 2 dr m Date Paid: Thursday, August 13, 2015 Paid By: MIKE OVERBECK Pay Method: CHECK 0190300516 Printed: Thursday, August 13, 2015 8:32 AM 2 of 2" DESCRIPTIONS• PermitTRAK QUANTITY PAID $3,400.00 D15-0129 Address: 3421 S 144TH ST Apn: 0040000088 $1,700.00 DEVELOPMENT $1,700.00 PERMIT FEE R000.322.100.00.00 0.00 $109.71 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,590.29 D15-0130 Address: 3421 S 144TH ST Apn: 0040000088 $1,700.00 DEVELOPMENT $1,700.00 PERMIT FEE R000.322.100.00.00 0.00 $109.71 PLAN CHECK FEE TOTAL1 R000.345.830.00.00 0.00 $1,590.29 1 1 1 Date Paid: Friday, June 05, 2015 Paid By: WADOT CAPITAL Pay Method: CHECK 10861 Printed: Friday, June 05, 2015 12:23 PM 1 of 1 RPWSY57EMS BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WiTH APPLICATION f W Mav adittct n- ctimatnri facto PROJECT NAME � 15% pC4PERMIT # 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) �1 2. Enter total construction cost for each improvement category: Mobilization C' :Erosion prevention Water/Sewer/Surface Water 47 Road/Parking/Access A._ Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 7 5' C. 2.0% of amount over $100,000, but less than $200,000 of A. _ef�;, _ D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+.D) (4) —-_-� 5. Enter total excavation volume 57r cubic yards Enter total .fill volume — / --'' �a cubic yards Use the following table to estimate the grading plan review and permit fee. Use the treater of the excavation _,n,t mi .,.t......., QUANTITY IN CUBIC RATE YARDS Up to 50 CY 51 - 100 101--1,000 ^_ $3�.0 —^ l,OUt - 10 000 49.25 10,0U1 - 100,000 $49.25 for I' 10,00O 100,001 •- 200,000 PLUS $24.50 for each additional 10.000 or fraction thereof. 21%001 or more $269.75 for 1' IOU,U()0, PLUS $13.25 for each additional 10,000 or 1Taction thereo.l'. $4U2.25 for 1.' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ (5) TOTAi,, PLAN REVIEW AND APPROVAL: FEF, DUE WITH. PF.,RMIT APPIA-CATiOiN (1 +4+5) `�� S(1(i(1 > Zf' The Plan Review and Approval fees cover TWO rev.iewc:.1) the fi1St review associatal with the mbinission of the aPPIicationdpIan and 2) a fallow -up review associated with a correction Ictrer. Each ad(litionai review, wtticlt is attibatable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last ReAsed Jan. 2009 ttUl_t_ETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW ma adjust estimated fees 6. Permit.] ssuance/Inspection Fee (B+C+.I)) 3 7 7. Pavement Mitigation Fee C7 The pavement mitigation fee compensates the City for the reduced life span duc to removal of (7) 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 1 B to estimate the pavement mitigation fee. Approx. Pavement Overlay and Remaining Years Repair Rate (per 5.F of lane width 20-15 (100% $10.00 15-1)75% $7.50 0-7 50% _ $5.00 7-5 (33%) $3.30 5-2 25% $2.50 2-1 (1.0%) U-] $U.00 8, GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 2 Lost RevisedJan. 2009 RCW 19.27.095: Building permit apply, .on — Consideration — Requirements. Page 1 of 2 I Help I Mobile Inside the Legislature RCWs > Title 19 > Chapter 19.27 > Section 19.27.095 Find Your Legislator * Visiting the Legislature 19.27.090 « 19•27.095 }> 19.27.097 * Agendas, Schedules and Calendars RCW 19.27.095 * Bill Information Building permit application -- Consideration * Laws and Agency Rules — * Legislative Committees Requirements. * Legislative Agencies * Legislative Information Center (1) A valid and fully complete building permit application for a structure, that is permitted E-mail Notifications under the zoning or other land use control ordinances in effect on the date of the * Civic education application shall be considered under the building permit ordinance in effect at the time of History of the State application, and the zoning or other land use control ordinances in effect on the date of Legislature application. Outside the Legislature (2) The requirements for a fully completed application shall be defined by local vs Congress - the Other Washington ordinance but for any construction project costing more than five thousand dollars the ak TVW application shall include, at a minimum: � Washington Courts Was Fiscal Note Website OFM (a) The legal description, or the tax parcel number assigned pursuant to RCW 84.40.160, and the street address if available, and may include any other identification of h Access A&Washingtone the construction site by the prime contractor; oai.m PZ. Zr.R,n.,, W.W. (b) The property owner's name, address, and phone number; (c) The prime contractor's business name, address, phone number, current state contractor registration number; and (d) Either: \"rJ (i) The name, address, and phone number of the office of the lender administering the interim construction financing, if any; or (ii) The name and address of the firm that has issued a payment bond, if any, on behalf �C of the prime contractor for a 'pro ec Ion of th ? own—erl if the bond is for an amount not less than fifty percent of the total amount of the construction project. �b (3) The information required on the building permit application by subsection (2)(a) through (d) of this section shall be set forth on the building permit document which is issued to the owner, and on the inspection record card which shall be posted at the construction site. (4) The information required by subsection (2) of this section and information supplied by the applicant after the permit is issued under subsection (5) of this section shall be kept on record in the office where building permits are issued and made available to any person on request. If a copy is requested, a reasonable charge may be made. (5) If any of the information required by subsection (2)(d) of this section is not available http://apps.leg.wa.gov/rcw/default.aspx?cite=19.27.095 4/30/2015 RCW 19.27.095: Building permit applIL-.Ion — Consideration -- Requirements. Page 2 of 2 at the time the application is submitted, the applicant shall so state and the application shall be processed forthwith and the permit issued as if the information had been supplied, and the lack of the information shall not cause the application to be deemed incomplete for the purposes of vesting under subsection (1) of this section. However, the applicant shall provide the remaining information as soon as the applicant can reasonably obtain such information. (6) The limitations imposed by this section shall not restrict conditions imposed under chapter 43.21 C RCW. [1991 c 281 § 27; 1987 c 104 § 1.] Notes: Liberal construction -- Effective date, application --1991 c 281: See RCW 60.04.900 and 60,04.902. http://apps.leg.wa.gov/rcw/default.aspx?cite=19,27,095 4/30/2015 INSPECTION RECORD Retain a copy with permit mr— d 1 " INS ION 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 p® je Q � Type of in pection:, ' Address: lw&- '� c Date Call Special Instructions: Date Wanted: �� a.m. — P.M. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. no INSPECTION RECORD Retain a copy with permit �`r'0 f z7q 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 Proje t: IDate Type I ctiog:.f� ' I/ � t4 Tsa � 14 Calle' Special Instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. Gorrections required prior to approval. • ��/ 4✓ I i • ��' �a C1" M's w f.. � . RUM IInspector: . K—s IDate5-_ f5 1� EJ REINSPECTIDN FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C I Ira LA INSPECTION RE n2D Retain a copy with IN CTION NO. 41 • ��� Al • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: d' Type o p l`io'n': 1�- Add r ss: J , v /`vt �Le fo Date Called: Special Instructions: Date Wanted: `a.m. ( (,6 P.M. Requester: Phone No: '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 C1 7 Retain a copy with permit S TION 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; Pa i�, e`-'p^ mil Type of �pebtion r .."� f ss- Add qq0 ' o , Date Called: Sp ci I Instructions: Date Wanted: a.m. Requester: Phone No: Inspector: El I Date: / k 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 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 Projec : d I' L ow Type f Ins ection: J A dr ss- �'� 6 1 5 V lk44p— I#, Date Called: Special Instruc6o s: 4/tj Date anted: a.m. p.m. Requester: Phone No: IInspector: �—C / IDate: ;-.h l r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Cq� N Retain a copy with permit IP/F' 19SPECTIOIT NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 6300 Southcenter Blvd., #100, Tukwila. WA 9818�y`T„7 � (206)-431� 7a � Permit Inspection Request Line (206) 438-9350 �et fC—C "' /f pQJ ��I �� K-c)y `� Type of Inspgctio �l La��1a. AI yddres � 3q Date Called: Special Instructions: Date Wanted: a.m. -5— —b — p.m. Requester: Phone No: Inspector: gyp- (uate:',� ( _�_2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD K j Retain a copy with permit I N S P N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3i670 Permit Inspection Request Line (206) 438-9350 Gaf � r�hQl f Proje : o W o Type of Inspection: &� (. Andress: I ti k-e>' Date Called: Special Ins ructions: �� Dateante :� a.m. p.m. Requester Phone No: Dat� � , REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaR to schedule reinspection. INSPECTION RECORD Retain a copy with permit of IN tTION 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 Project ��� a Type of Inspec ion: C y Ir!� A r ss: ILf 0 1 F-It (Q cc e -)a, Date Call . Special Instructions: Date Wanted, a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: T'�S:II ll is 6 W PI Q LJ IJE� C c->bz vV c ®y Lc ems- . Ll-) inspector: MAIN EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaU to schedule reinspection. INSPECTION RECORD Retain a copy with permit �'d `2- 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: 1 Type of Inspection: � k4" c Address: Date Callen. 2. 1 Special Instructions: Date Wanted: S Zp� p.m. Requester: Phone No: RE11"PECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit D 15 " 0 1: :1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection: Address: Date Called: ]Date -- Spedial Instructions: Wanted: -Z 4 [Z®l iD P.M. e uester: r' Phone No: M Approved per applicable codes. []Corrections required prior to approval. LAJ REMSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 Retain a copy with permit 101's Ql a 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 Projec ��'��- Type o 6nsp�ciion: or Adre ,: -3 Date Called: Special Instructions: Date Wanted: �� m Requester: Phone No: Eg-A'Pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: 5� Date)2 / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection� v- a F, INSPECTION RECORD Retain a co with permit t as`�i�- 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 Pr oj t: , /� t v�} Type of Inspecti <:—? - Address: r 31 Date Called: Special Instructions: Date Wanted: a.m. �F Requester:. Phone No: Approved per applicable codes. E-1 Corrections required prior to approval. `-I paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection "ic INSPECTION RECORD Retain a copy with permit 10t,5,0W 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 Pr oje YK Type of Inspiction: 4iK Address: @ 10 /� S ti r Dat Called: fR—.2") Special instructions: A Date Wanted: a.n Requester: i Phone too: 7F;7 Approved per applicable codes. 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 49/� Retain a copy with permit l 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 Insp�5ion: ( el't 5 / Address: �// Date Called: � Special Instructions: t Date Wanted: rn A/1 m. Requester: Phone No: Approved per applicable codes. L1 Corrections required prior to approval. L� paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N C�' INSPECTION RECORD ( Retain a copy with permit INSPrcTION 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 In ction: Address: Date Called: JCl/W Special Instructions: Date Wanted: a.m. /- p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. '-i paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IWsMTION 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 Probe I / &zi: 2�Z - Type of Inspection Address: Date Called: Special Instructions: Date Wanted: A a. p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. M M ENTS: nspector: REINSPECTIION 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 Proje %' Type of Inspection/: ` i Address- -�A")� � —Aate VCalled: Special Instructions: Date Wanted: a p.m. Requester: Phone No: �pproved per applicable codes. El Corrections required prior to approval. nspector: ate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSP& Retain a INSPECTION NO. MON RECORD 91 copy with permit ID15-01) PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr a' - � Type of Inspecti�: A r' s: �.� > � f2 a e Called: � d7�/) / ` Special Instructions: Date Wanted: .m P.M. Reques r: 1/e`er.. %% _ r Phon e ty�J17� a pproved per applicable codes. LJ Corrections required prior to approval. `—' paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ON N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pb j ct: f kv� TYW �nsc / Address: I ,� ( to f "u . Date Called: Special In tractions: Date W ted: a.m. p.m. Requester: Phone No: (Inspector: � IDategr— 3— I (`— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORDr-3) ID���4�� Retain a copy with permit I P ION 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 Projec : rrjr-F c+ I,1� ` Type of Inspection: &I/Z> Address: fqqO I WAIXUcjo, Date Called: Special Instructions: Date Wanted: a.m. ^. p.m. Requester: Phone No: Inspector: Dat�`� 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 permiJV15 ooOF INSftCTION 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 Projecy�,: 05 Ty Inspection: EdK A/ % Address: f 1jg0 / 3yf-t GgkeIo, Date ed: Special Instructions: ,�,/ kfa�t U -ZO A'M"t W Date nted: a.m. ? 10— P.M. _ Requester: Phone No: Date: T-s- / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. INSPECTION RECORD Retain a copy with permit / >s" 11�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: ® � � Type of%Inspection: erg/ Address: Date Called: Special Instructions: yl Date Wanted: a.m. �-- 20'l6 p.m. 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. Call. to schedule reinspection. .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 /�7- S— % Retain a copy with permit Dl , — 17..c1 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: I Type onspection: Address: �k IWO Contact Person: Suite #: v Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: /J Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector � Date: / J Hrs.: $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: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD A-- S Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: � 1 Type of Inspection: Address: Contact Person: Suite #: Special Instructions: Phone No.: P _ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,� G]j Date:Hrs.: �f U $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 3>1 J--- 07-q Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: Suite #: / i/�/O/ _.: 5l//? t/--1� Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: f Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: � "5"3 Date: /(��� Hrs.: . o $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 09/22/2002 15:31 4258217601 CRKA1 PAGE 01 -v, C1 20cr 12 F� -3 (�a [ T-i U F� M REVIEWED FOR CODE COAAPLIANCE APPROVED AUG 0 5 2015 City of Tukwila BUILDING DIVISION CORRECTION LTR#._4� � � _ O I '17 IIAKEER AIN." 31713 rLc. 1110 tli. kirlcN I wa. 934134 RECEIVED CITY OF TUKWILA JUL 2.2 2015 PERMIT CENTER Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59 h Ave. S. Tukwila, WA 98168 Cell: (206) 571-9794 June 17, 2015 City of Tukwila Building Department Attn: Plans Examiner/Building Inspector Subject: Inspection of Building Foundation Soils, Building B-20/13-21, Plat tar{�, Park, 3400 Block of S. 144th Street, Tukwila, WA kNIEVVED FOR CODE COMPLIANCE Dear Sir: APPROVED On this date and at the request of Mike Overbeck, owner of the site, the fo ndatim 5 2015 footing soils for the above building were observed. Four excavation areas -ere available for inspection. Substantial excavations had been made at all four cornLnty of TukWla areas of the building.' BUILDING DIVISION The cuts were from 24" to about 30" deep from the more or less 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 year. This was observed and verified in all cut locations. 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 were left intact. CORRECTION The following may be concluded: 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. A-M-A a 0 Is 4.*- U I Oki Sincerely, Bruce MacVeigh,P.E. Civil Engineer RECEIVED CITY OF TUKWILA overbeck16/0819 JUL 2 2 2015 PERUIT CENTER oi 14, NY, AIWI ,� 0 Fome Foldei 10ew kcoms 'IMF l;g, �"C.pyt Fl: o ad Hoi: E Fhotr� ftens Junk Delett Repl,,,, Repw ly Fo t r tSE a1, message enail calendal read t, 2� Encoding Find 0',flpl: 'n wabo lovhite paper 2 - sealing dociments Todd Nor �3LG ro N1 Unfead frorn contacts 3C it, k" datt ilolt D, Mike Gyerbeck; Unread fee) wabc. wNte pcpe viabo white T�'d. Eaton Gaper 2 - 14' 13 14 1 `5 16 17 1 dwj T 21, 24 25 Inbox0) Invoice tw res". i 26 K, 28 NQ K Cults �'lke, Wholesale Blank— I .: : Ask ifthe tuddinaci3l is a member of %U40 aid also diw' him tc 'u'he 1,1A90vvhqe 0P per i4 �offi N atarheI Ask him to rM 11 me WO anv qeestlon Netted it -ins Re: ag-ved! plans -va' on Q Batas Todflatml, Dean Way pa IT ENGINEERING inc. rentals Structural Engineers Fanc WTZI? ez M - Fax 11M-T,0613 a;s•,c.tt€n�tteerin ton mail Contacts Feeds I Newsgroups * 5- APPROVED AUG 0 5 2015 City of Tukwila BUILDING DIVISION CORRECTION LTR# t) t S %Now 0 RECEMP-71 UUL1 2 4 2015 TUKVVIL—A PUBLIC WORKS RECEIVED CITY OF TUKWILA JUL 2 2 2015 PERMIT CENTER WABO/SEA W Liaison Committee Washington Association of Building Officials & Structural Engineers Association of Washington WHITE PAPER 2 -2006 Title: Wet Sealing and Signing of Structural Submittals Date: August, 2006 Abstract: Steering Committee Members: This white paper is intended to recommend policies for the MaryKate Martin sealing (stamping) and signing of construction documents by Mark D'Amato Professional Engineers. The submittal of original "wet- Jerry Barbera stamped" or "wet -signed" documents to the Building Ade Bright Charlie Griffes Official is not required nor necessary. Peter hart Dave Saunders Jon Siu Committee Mission Statement: • Improve communications between the public jurisdictions that administer building codes and the engineering design community that prepares construction documents. • Improve consistency and quality of engineering submittals and project reviews. • Build consensus between the engineering design community and building officials with regard to code interpretation and submittal requirements. I. INTRODUCTION The requirements for the sealing, stamping and "wet -signing" of construction documents vary significantly in the various jurisdictions within Washington. Some jurisdictions even require multiple copies of "wet -signed" drawings. Design teams have a shared interest in maintaining control of the design drawings as well as an interest in efficient transfer and reproduction of the construction documents. This document reviews Washington laws and codes relating to sealing and signing of documents by registered professionals and presents recommendations for policy requirements for the acceptance by the jurisdiction. II. GUIDELINES 1. All submittals to the Building Official, including construction documents and structural calculations, may be reproductions of the original signed and sealed documents. 2. Structural calculations submitted as review aids for permit review should have an initial page that describes the enclosed calculations and a seal (or stamp) of the registered design professional. III. COMMENTARY 1. State law and code require documents prepared by registered professionals to be sealed and signed but nowhere do the state laws or codes require submittals of such original documents or multiple copies of such documents to bear the "wet" signature or "wet -stamp" on such documents to the Building Official. 2. The purpose of having the seal and signature on plans or other documents produced by professionals is to notify other parties reviewing or using those documents that they have been prepared by a registered professional. 3. The requirement for one or multiple sets of "wet -signed" documents does not prevent fraudulent use of the seal or modification of such documents, or provide protection under copyright laws. 4. All pages of the structural construction documents and revisions to those documents should bear the seal and stamp of the responsible professional engineer. IV. RELEVANT STATE LAWS AND CODES 1. RCW 18.43.070 Certificates and Seals. "Plans, specifications, plats and reports prepared by the registrant shall be signed, dated, and stamped with said seal or facsimile thereof." 2. WAC 196-23-020 Seal/Stamp Usage. (1) "Final documents are those documents that are prepared and distributed for filing with public officials, use for construction, final agency approvals or use by clients. Any final document must contain the seal/stamp, license expiration date and signature of the licensee who prepared or directly supervised the work." (2) Preliminary documents are those documents not considered final as defined herein, but are released or distributed by the licensee. Preliminary documents must be clearly identified as "PRELIMINARY" or contain such wording so it may be differentiated from a final document. Preliminary documents shall be stamped and dated, but need not be signed by the licensee." 3. WAC 196-23-070 Signature. This WAC describes the meaning or requirements of a "handwritten identification" and a "digital identification". 4. IBC Section 106.1 Submittal documents. "Construction documents, special inspection and structural observation programs, and other data shall be submitted in one or more sets with each application for a permit. The construction documents shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. Where special conditions exist, the building official is authorized to require additional construction documents to be prepared by a registered design professional. -2- Kidde AC: Carbon Monoxide Smoke Alarm Page 1 of 3 RECEIVED _.home depot carbon monoxide �JU'LI 24 2015 " sign in TUKINII_A PUBLIC WORKS Kidde AC Carbon Monoxide Smoke Alarm My Shorlist(0) $44 online, $50 nearby 56 product reviews Save to Shortlist f' Front loading smoke & carbon monoxide alarm, offers protection from 2 hazards, ac wire with battery back up alarm X .-' emits a beeping tone followed by a voice warning that clearly announces the danger by saying "fire - fire" or "w ront loading battery ... more » REV1E1t1 D FOR CODE COMPLIANCE PPROVED ." AUG 0 5 2015 pjfAlf dVV 5 J� ,- Cifji of Tukwila BUILDING DIVISION s ores Reviews Details Online stores shipping to SeaTac, WA Free shipping Refurbished / used Sponsored Sellers Seller Rating Details Special Offers Base Price Total Price WestsideWholesale.com 1829) No tax $43.52 �$7.95 shipping $51.47 Shop Zoro Free shipping, No tax (23,548) 1 special offer $51.70 $51.70 shop MSC Industrial Supply seller $115.35 rating +$11.07 tax and $11.60 shipping $138.02 Shop Bees Lighting + Show all 2 (91) No tax $40.50 4 $12,20 shipping $52.70 Shop r selle Grainger Industrial Supply $122.25 rating seller tax and St0.51 shipping $145.50 Shop ELVESsupply.com (141) No tax $69.44 "$sl 1.99 snipping $81.43 Shop eBay + Show all 2 No rating Free shipping, No tax $44.99 $44.99 Shop Midland Hardware 'misted Site No tax $57.89 ;3.447; +.eg n5 shipping $63.84 Shop Shop.co'CORRECTIOI Ro rating No tax $60.08 LTR# +$().65 shipping $60.73 Shop IndustrialSafety.com 2 ratings No tax $50.90 $66.31 Shop '$15.41 shipping RECEIVED CITY OF TUKWILA View all 42 online stores 0 1 - 110 of 42 } t �• JUL 2 2 2015 PERMIT CENTER https://Www.google.com/shopping/Product/I 1902074833033 59925?q=home+depot+carbon+monoxide&bi... 7/8/2415 mENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) #10014 STRUCTURAL CALCULATIONS Osterly Park Townhomes — Phase 1 3429 S. 144th St. Tukwila, WA Design Criteria: Architect: CORRECTION LTR#_.L.- RE WED FOR CODE COMPLIANCE APPROVED AUG 0 5 2015 City of Tukwila ILDING DIVISION IBC 2C 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 RECEIVED -- CITY OF TUKWILA JUL 2 2 2015 PERMIT CENTER Barker Architects A.I.A. 8 715 NE 119th St. Kirkland, WA 98034 It.0 12 1 Ph: 425.821.7601 NGINEERINO Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) (2) 8 HDR I V�(2)R _ rf TRUSS AT 24' O.C. — — _� TRUSSES AT ' O.C. ` i P6TN . . P6TN . . - f 2 2XB HDR J2 2X8 HDR _ - - — WWI MOMOMMMMOMP't #10014: 131, 133: Roof Framing Plan 3/16"=V-0" r1_. [0,ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285-4512 M 206.285.0618 (F) IIF-------- - - - - - - - - -- - - - - - - - CL -4- S9.0 (2) 2X8 Hk ST37 37 1 III (2� 2X8 HDR 8 DBL.2X12 JST DBL 2X1 7 JSJ !6 2M 2XI7 0 19 m DBL 2XI 2 LT DBL 2X1 2 JJALX 20 S— S9.0 J)BLZC12 &T M 2X12 JSJ — — — — — — — — — -- P4 P4 11, SRI ir L Ll P6 P6 7, Li (2) 2X12 0 16' O.C. 12VX12 0 16, O.C. UST37 10014: Bly B3.- L3 Framinq Plan 3/16 —1 0" MENGINEERINN-G Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.286-4512 (V) 206.285.0618 (F) PT2X70 Rl I PT2X1O RIM .... .... ... - .... .. . .... .... .... .... . . .... .. ..... .... .... ... ... .... ..... .. ... .... ... .PT. i X&"..D op:i . .. .......p . T .... . P2 .... .......... .... ..... .... la- ... .... .. .... .. .... --- WST411.1.lrsr - lT. 2X12 RIM ......... CONT. 2X12 RIM V, ...... ER 8 / AII 11 J 1H Ifr MST 7] —2W a is' a r LL W2-0-1s' OX r7 IN ?yl,) rT I tl f- 12 1 T Ps rR 2X1 2 JST P4 -4 7� (2) 2X12 0 16' O.C.- T. 2X12 -- UST37 7mL .� MIX -_(2)-?)Ct2 0 16' O.C. U 2P2 UST37 T. 2112 11M sm f]UU]4- [31 1321 B3 2 134: L2 Framing Plan 3/16 —1'-0" CTStructural Engineers Mc. 1B0 Nickerson Street Suite 302 Seattle, WA 98109 2016.285.4512 206.285-0618 (F) �� 20'-0" 20'-0" 8'-2 4" 81— 3/4" F2 I F2 I F2 6'-9" P2 T.O.C. T.O.C. P2 P2 +0 +0 — OF1 . #E STHD14� j F. —1. �STHD14 F1 STHD1 Ir T.O.C. +0 E� Et II o ' � � � I I LI is T.O.C. +0 7 w — — — I` E s7HDr y D14 +0 P4 I T.O.C. o P4 f r I P4 +0 4'-31/2" S-10 1/4r ( '-101/4" 4'-31/2- I I I i I $ k F1 " F% si I a #' P T.O.C. pp T.O.0 T.0 - — — HDU — T .0 2P2 I2P2 16'-3' 1 10 1 / " 20'-0" 20'-0' 40, 0' #10014: B1, B2, B3, B4: Foundation Plan 3/16"=1'-0" �M,ENGINEERING- (2) �XB HDR =7p P4 T 24' U. (2) \Ei 2XB H 1. I 'MUM 15 59.1 M HDR I Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) (2) W O.C. 20 S91 W HDR 10014.- C.- Roof Framina Plan 3/16 —1 0 ENGINEERING mmem Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0818 (F) — (2) 2X8 HDR ii _ E = 2 2X8 HDR I 2 2X8 HDR I - Ll - t _—DEL-2X12-.ET . _ BU MSI 4L FDR C'ANGE- P6 P6 II- � 2X12 �0 1fi- S2�C-11'P. U.N•0. �� 'I 2 2X8 HDR 2 2X8 HDR D 2 2 2X8H — — 6 CS1 P4 I P4 P4 �� P4 1 444 I Of x 1 2 3 m 10014.- C-. L3 Framinq Plan 3/16"=1'-0" CiT Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) y P6 14 S9.0 ST37 P6 MST37 T 2X12 RIM — CONT. 2X12 RIM N - _ — i_, I IIN II II III �I II i II'III 6 11lipIII it II i III II II ) II II II IIH III ' II II it II III II II II 11� H II II 11 it 11 1101111 11 11 111 II 11 II II it 11 it = II it II II II II 1 I = 1 ,1 E —' to J — — P6 -----ADD &,ST = _ 127 Q.0 TYP. U.N Q. _ - - P4 _-11— - P4 ' _ = 2X2 0 12' Q.c I ilo_ ITS _ — zlBFU _iL18-,—_— —uII — (1€ 2_1 X_1I1 NLBEEA/WM GL-is _II _ T-1 rT1°IH�Br- CoTTT I ; 11 11 11 35AnffA•A--- 11-- — ~—--_•_. I 11 UII JL -_i €T—__=----25X1X11—' I > J (2) XHD i —_— -- LIN-L _ — . I__ _ I . LCS16j II 11 II Pit I sxaf I II 4 oPl�l II C518 CS18 L12x g 1WA — — — — 2x P�10 RIM 20 59.0 1 44' O' B C D D 10014: C: L2 Framing Plan 3 16"=1'-0" ENGINEERING` —.3 3'-6 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.205.4512 (V) 208.285-0618 (F) Ir T.O.C. MD22 4-5 +0 fWMD TO VPA4- 5, 1/2' 22 - D16 (-2'-0 +0 2 0� No T.O.C. _171 F---�- --+-0,-,"" C. TOT.O.C.- T —�06C' L =+Ilw— rc To- + �K IL f XEL T.O.C. (L 0 CID If M: T.O.C. + T.O.C. 0 I C. r + L F T.O.C.T O-C- T-0 L—C T.O.C.6C, 0 T �11 rL— T 11— 6 L4'-5 1/2' 4'-5 1/2' 6 42:. 16'-0' n12 4'-2 3/4' I 4'-2 3/4�- B) (C) (D 11 3 I 10014- 131, B22 B32 134: Foundation Plan 3/16 75= I 1— 01) N O (D N rt N N 7 r m Lo LO a0 O N 00 au (D N O (D M I' m Lo LL7 M N M f� M M 0 '-Un 'd '� V' '�t M In tt �t LO M (D � N O co to N M M M (D (D h t� N (O N r J J 0 (D (D In J U N (h O co V' 'ct (D O N (`') 'a: m 'd; Lo M M ti O ti '�t t` 1` 1` I- �' M (O (D (D (D O O O O CD r' . N N N N N N N N N N N N M J J _ O O O 0 0 0 0 O O O O O O O O O O O --------------- J y '� M m 't 0 N M M O m N M O (D 0 "t O m (D V' O ,:f Lf) (D to m m -� -0 co N N N M M N 'It V' co m V co N V' (o (D It 't to tD LO LO ":r'ct CO m d' J f----------------------------- J m M f` m (o CD M 1l d' 0 m O 't r t- m N co (D 0 (D 0 a v 0 0 0 0 O O r N N M M M M M M M M M M M to O r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (D F-- _.e �' 'V OUl) 0) fD N ti tl- O m m toi` M ------------------ - N N M N cD O N 0 0 0 O O O O O )0 0 0 0 m In N Uf 0 0 )f) O N u) N O (D t0 m cD n m N (D t- 00 0) T N m It V to (D J T T (n 0 Lr) M 0) 0) M N V) M d' O toOMM (D N r �t r It Lo c) rY (V (ON TM(D N of m N N M m (n to MW Cn J —co Q) X? co � O) [D N n t` O m 0) tor` (") )f) N )f) M N O c0 N r O O N cD cD 't I,- O (0 cD N O N r c7 0) 0) 'O D E ^ M (D cO m cD t` 0) N (D 00 0) e- ch V cD 1` 0) <- M 1f) tD 0) U J N r r O N CD CO M co M 00 (D 0 O (D 'ct LO M m M CO W t� NT�2 m m M 0 CD O may- O m (D M (D t` D7 m 0 M N N m M d' N co (f") co (o r N m N N tD (f) Ct J r r N (D � 00 .- 0 N J � (D f• (D m d' CD 0 rmomwf� LO (11 N (` t`- M N ON " N 0 00 m a J O �. m 1-- N 'cl' 0 M (D N m )1') M CD o0 N N V r (o M m r LO f` V to �- V' N �- M -7 m o0 O M CO N m 0 r M oo V f` M to h O M M m ou t` O r o J F-- �- N N N - N (D CO m � r N J m M (D M M O M M m .- M c0 N M M (D M O M m LO M M M CO Lo N (D J V M N m N N M V Q) r co r M N LO (D - M ,t 1` O t- (D m U) m O (0 M O Cl? M V' M (D V Lo (D 00 N M M (o (o r O O co CO M� (D �- (D 'cY 00 N V' uo m M (o r- O ti m m M M f` (o N M M N O (D N ao O N (D O V .-- Lo r M m m M (f) [D m M n m N M� CO m .-- M V' (D t` O M M to (D M m J � N r N N 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LU ^ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 C. 0 0 M M M M M M M M M M M Cl) M M M M M M M 0 M 0 M 0 M 0 M -'= (o O O (o O Lo O u0 O tf) O (C) O m O M O O M Lo O to O to 0 (o to 0 (D 0 0 tD 0 Lo 0 tf) 0 ((7 O O O O LL d (t) M M M U ^ Lo Lo n tl- M r- 1` m O M O w O m O m (f) r- u) t-- (o 1` 1` Lo (C) 1` 1` «) (f) 1` (o r- (f) ti Lo 1` 1` LO O O o O �P'� OpOO mmmm OOOOOOO co mm 00 00 co 0) 0) LL LL LL (f) to tf) m (o to co U) O O O O U) (f) m (f) m M (o (o m (o Lo (n N N N N J J y (oN tO N «7 Lo N N to N to (o N ((7 N N OOOO 0 0 0 0 00O000 O OOOO Nt N Nmr O N V ("m N (O N C,mr V N (D N V N N (D N r (0 M N V (N N CD r N 'a N N N N N N N N N N N N N N N N (V N N N N N LL LL LL LL L1_ LL LL lL LL LL LL LL LL lL Ll LL �(D N LL LL LL LL LL LL (n m ==52 5=2= ____ ___21YY SS22 N M0 000 O O O V O CDN N N N N X X X X X X X X (V X X N (V X X N X X X X X X X X X X _ N N N N N N N N N N N N a N N N N N N U) lD ^ 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0000 0 0 0 .0 0 0 0 0.0 0 c o o 0 0 o o co u_ V O O O 0 o 0 0 0 6 0 0 0 0 6 0 0 6 6 0 0 000 0 o 0 0 0 0 66 0 O 0 0 o o a LL 0 -o0000 0 0 0 0 0 0 000 0 0 0 opo 0 0 0 0 0 0o2 0 0 0 0 0ft 'A0 0 0 000 m N m m O U 666 66. n N0--In M M O m N m mdd0�0 d N N M mmm MMM N N N Q Co 66 �+MddrnOrn th V th O N tl1 n (p f0 fp t0 � n dM M MM M �� M�imm 00� MM mmY'J M M NN 0 7 N O rnrnNN O N N N N N Nam.-.- r n C2 M M m r n N m m N d _ r ZM � FAQ dQrnrn rn M M M m mm m�nr MMd d�M O M C13 � 11 d M M M M M Q M M M M O m rn U1d O m rn M M N rn W N rnrnhNm Q O O rn rn QJ d rnrnNlnm 0 0 rn rn rn m and m N N 1� hN mm Oi p1 Q) Nm m W m D7 4i .-M I Oi fD a It <fD m V O N N -------------- Cr'] O NO U 0 tmD fmD m m m Cm) lm�l Cmi m m m N m m m mLL11 rD f0 m N NEmmd m � ' mmmmmm 00mInl] ���mm t!O! IpfJ vM1 tr u] r_ pm mmNN MMM m MN N Ua U 00000o 0 0 0 0 0 0 0.0000 0 0 0 0 0 000 000 0 00 Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. W y o N 0 0 N NNN 0 0 0 o 0 0 0 0 0 0 0 o 0 0 0 0 0 o o a o 0 0 0 H _ N N N N D m o 0 0 0 0 0 W N 0 N N N m m m 0 0 0 O O N m p 0 W LL m0 0 0 m 0 m n A N r r N N r O- p m m A m 0 v) N- m mmm � N In min m m m m m m� N C d Q C Q V m N U LL d Q d Q d d Q d Q d d d Q LL m m m m m m m m m m m m m m m m m m m m m m N N mmm LL] � tnmNm inN Y] �(] mN m Ch Z - U LL 0 0 0 0 0 0 mu��n 0 0 �n 0 0 min 0 0 200 00o mo 00 Q NU LL` .- .- .- .- .- M M M M M M M M .- < E�t2 C i t2 mv>m in m �n !2 -2 �n min mm Z o m� a -: 7 �Fj O Uau -.. -. -m � 0 W rn O c D LL o 0 0 0 0 0 0 0 Qm o 0 o p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o O O p o 0 0 0 0 0 0 m m a U m M m d d d T m m�m�m ��� mmm m ^� � O J oo�omm N NNN N d M M M CJ M i�J N lh M N M O N m m d d m O N n �n m ! J m Omi O) rn m��rnm0 v) v) vmi ❑ O rnmrnmrnm o 0 0 0 0 0 m 0 0 rnm 0 0 0 0 cdin� 0 0 o cnvnn m rnrn Z .06 a m o 0 0 0 0 0 0 E.666 o 0 0 0 0 0 0 0 0 J " D Q O O v 1 0 0 0 N O O I n 0 0 N N N n r r N 00 U ❑ -� oEi M Q - m m mo O N M m N M rv2 N m M 0 M M M M M M m m M M m M d h m Q M O m J � m h o d m M ce; m orn md p m m OMN0co p .d- ------------------ C L M mooN M rn N md0�n n W - ca co � U m _ m m N m N m m m m m m m m R U C N m �DU m Q CMMMMrkH OHM o 0 Nu'> mNN m- �9 in m m O p m W D Y "YU U j- IM >>> vl v)in v�(n J vl >>> Inv] i OOi/1y a ## # N at N N ac at O M # H j LLLL LL W ILLL ll- W LLLLLLIL LLLLLL LLLLLL LL LL W __= aaaaaa v)v 00 co 0 2 S2 aaa Ny fn a a to N S ^mug o rIn oe r mrA o m iym m mmin m g lnM 0 m n In m minmv rn r LL O r In ch O m m M N M CJ a t•M'l CJ N� m e M� N .- .m- � V N AID IU m e 1� 0 0 n m U eA m In N e.-m m m h r N m e cc N m A A m LL 0 0 0 0 0 0 000060 ! m O O O m m O O O O O O N m e 1 n M U "1 m OI N O m m m M M M m r h Amy-el:m mA�vmrn o0o nN � N NNN N �N N NN In In In Mnr� In In In orn �i f i f CI m rn N a ai oa o o -- N , LL h•nLLLNOU ''y_yI-Nn m -- - - - cli FIT mNme0emNuO�emON-i mm0ICA0m0mnrnoMMrnJ mmmm00em0Mrn0cMMrnrni mm0Iee0ml'mMAmnnd mImmaeem0tAvmMnmo m�I0emee0mAmvmMn mmInMmNeINIvenMnn 0m�AINO0MMOMcNnO) mmr[N"rMM0OMmN mmMmIrnveNMNMmn m0NAM'eINNrnIrMMO?nn m0uAeeINIOhMIMlnnno'J> MUoAM0eMmrnOamJ Cmm0e_O_0[.IOIvOm�n"n{l) MMoLLMemhON0OmOM�o'l Mrn�In_eINrnmmoernOMn Q�NMmO-NNNromOOm� MrnMNN�sm_NmNvOMmmrnm mm.MtmvaNmM OciNVmNeNrMNOOm>i MM��eNNNrnN0ai U L LL n-- N U U N N N N N N N 0 o 0 0 o 0 0 0 o o 0 o 0.0 00.00. ... .. 0 0 0 0 0 O o o o 0 0 0. Z _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w 1 1.000.0 0.00 0 0 0 0 0 0 0 0 0 0 0 0 o O o O N N NNN N N N N N N OM OM e p N W W w I L - 0 N Om 0 0 O O mm 0 0 O O 0 Om N In N N rrrrrN- N N N O Ot�2�2 O O O I n I n I n N N O n -NN In In NIn In In m�!] N v v v v e e li v LL N min m m tp mtn tro iD In fAO In l0 lh➢ � N YlA tr0 m to m 000 �� In m m m � InO m m prnj In N 10 N In u� �n u� Y1 u'1 to u'J V'J In In In v2 In o a rn U o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 LL �� Ulna M M M M M M M M Q0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O Z o o a 0 0 0 0 0 0 0 0 0 O U a U c O LL 0 0 0 0 0 0 0 0 O O O � O m m _a 3 -rnmvri a em a con m m 7 c .7 �� rnrnm rn rnNrn �0 •-•-:m o oi�o�.- �ai� M N� M mNN rno NmM ' J rn rn rn -- + ❑ (n O II rn rn o 0 m Orni 0 0 Orni 0 rn 0 m OJ 0 0 rn Orni rn 0 0 rn Orni W 0 0 rn M In 0 A V< 0 0 O 6.0 rn 0 rn m 0 rn O� 0 2 o J In O> r m m m m 21 r Oi m v m co 0 m n OI e A e 0 m Q ¢j i pj n p� N O U N N e O IN O O N fop 0 0 [2 C2 � m h h O .0 ❑ J� rN MMM m lN+i M m (� O w J N m 0 O e rn O1 M M M < 0) rn M M M m m 0 m m 0 O m In A n of ri M N N m 0 N M 0 M N m N m N m 0 N M 0 M N m m N N tD Oi m tD rn m O m O C m m m M N M Wp.O N in rn Q) N LL NOO N f7 f/1 N y x m r m m A - h co C m Qc-=°ti t In 0 m In In In In In In In In 0 In m In In m J 2UU� 0 00 NNIry t") NN 00 c0'1 V uS Nlnm min N In In In NIn min In In mm m mm e N 7t at 3E F j LLLLLL LLLLLL LL lL LLLLa aaaaaa LL. �aLL LLLLLL aaa LL a LLa ci w xxxxxx u�mrnfnvivi xN woo co a m1: rn am.-m mmn mMm rnma amm m mm o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o d o 0 2 . a LL m N a N m n M M O m m m N r N v m r M M O rn m m N M R N M m M d N N M 0 0 M O' M M N � M M N •- Of OI ll tON m(O rA 6Nm m n amN Nm N y 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O m N m m W V N m m m m M M Mrz N O '466166 N V N O tnp 7i r V c-i I�I� NOS m mm .-�� r m f0 rn N o n rn a N r rn N N o N 0 o N N M N M M N N o m r O O N N N n r M M M m N r^ N N m m N N V n Z M LL U h l pV a N W ONi M CmJ ch m m m M CnJ ? N N V M cN'1 N � m W v M M M M M a M M M M M O m QI O m m N '- OOOI mm OO m m Q7 m Qr m NM N aO n U w N�')m m OI nncvv QiO N m rnvav mmO� Ql m�M a'D7 a m 16 NM MQR� NMM V V aT M o ON mmc� st O_ N v NN m m[Dmmm m m m m m mmmm m N N N N N E m N N IL IL . uN o'rnrnmrnm MM avv PMM sry V � V rr M v ra cli 'O LL rrrN�r vav mmm evv NN LL) as Nm .- 000000 --MMM cc00o —'n N U N N N N N N U LL LLv m mmmm M M � D � mmm M MM O�OI O m O O m M mM O p a U U V' N NN NNN NN 00 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 O 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o o a 0 0 o 6 o O o O N N NNN N N NNN ON N O cOJ [09 �O o oO 6 ry 6 o O c In W U' H O 0 0 0 cc N N N N N N 00 0 h VOj N N O O W LL m mmmm m m a O. y cc 0 0 0 0 N N v Rv N N V N N V V 0 0 0 'd'sf N V N V O C< LL —NNN N N N N N N N N N O N O O N N N N N N N O r N p�j N N N N N N N N N N N N N N N N N N N N N Q U U ...... 0 0 0 0 0 0 N ..... O O NN O O N N O o 0 0 0 O O O N p cc a N M M M M M M M M Q E LL N N N N N N N N N N N N N N N N N N N N N Z o a O U a U Q v c wS m�m�m mmmmm ron mom m mcpo Q c maV 3a_ �mamn mCq m .-.r x m N�N m ro rn rn m ai�oi� rn IN M ^ rm.1n m m m � rn m r N m N N N N N V (7 M M N M t7 M [h M O J N N 'a Y++ O m M N 0 N m 'C N M n 0 No- N V 7 N+ > � W O h m m� QNI M O m N� m m m N Q V O OOi OOi O O O O O O OO1i m o 0 m 0 0 m m H N V M N. pi p� pf + + o Z 0 0 0 0 0 0 0 0 0 0 a r my M yr � . M - ry cC6.M-m I�vm V � v nt� `o `m of m m m <o cti of m Co m co cv vi co m 6of m m m ai of w N S Q 9 N N m N O O O N O r O O O m� M - M- m cN'I tNI mr N n m O w J � N N p a v 16666 rn m M M M v m m m m N O m M M N N M m m m Oi [O o m m m OI o m o O N N r M r f 7 M N J N V Z5.2 0 0 0 p m N N N m o N N N m o N M O N N m 0 Uz U '- i m m OD Or m 616 m m LL� N N N x r r C n n n C C m m N m N Y m c co Q C ' L � � t N N N N N N N NNN N N N N N N N N N N N OU W N O O O00 o 9 �N NN N LL') N NNN u'�� NNE NNN N N N Q V 0 0 o' Y oyU w � mmmNi/JN mmNmfnm � �� �Nrtrt mi"n LLLLLLaaa ac,.ix x x S x x N N N N x x x N N doro Q m C rnrnMin mm mmin � mrn LL Q 0 0 QOQm Q M 0 N M M M M N o 0 0 0 0 o r in m 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 c LL �m m m rir N O ovio Q M M m m m ' m M N m N _ m M Q m In m NmmMm ai mc�mmnrn nm� tirn� m cMom n N rrnrmm r n �nnr mm amlrMi v it U 000000 000000 0 0 0 0mlrmi O O p O �� 00 mmm V OQ rmm OI O m OI m mn m W mm M M N m .-p U M O V m 0 o m CM'l V m m m - fD m N .- N V � m Qj M NNM MM M N (OD OOi NNMM lon mN m ln' f/]�-- N OO NNN NrrM MM mnr m m m N NQ r Z M O hQ �a m Om)m '-r0 f0� m00n fO NOIn m O rj n O LL ' Q M M M M M Q M MMM M O m p� O m Qm N N O W UnQm NOS m OM N hm A NOICET Qm OnM OrMO)m CmQ 0mQn m m M LL MO Qc� QOm Q6N !m O J U mmmmmm m mmmmmm mm In m LL w • N mmm m W m m A m m a V V��< 'C V� r r et N a LL m LL"1 mmmY] (Qp (QO [D IQn I( IQn Q Q UU mmm mmm - -h mmmmmm --- -- - mmm — -,- �m C.j .O -ym min mmm NhInNNN UOJ N lon Im N N U mm m I(Ol l LL,o LL _ m m m m mmmm m m m m m nn1mimmm m m M M M M M m m m M M m O_ O O_ O_ O O M O O N Ua U N N N N 0 00 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 Z _ o N 0 0 0 0 0 00 "o 0 0 0 0 0 o 0 0 0 0 o 0 p 0 0 o 0 O w o a N o 0 0 0 N ON 0 O 0 0 O O 0 000 0 0 0 0 0.0 0 0 N O U W N N N N N N M c ' y Q 0' •- `•- w W W U—io LL °O m 00000 O O m m O O m m O m N �Nmm n r ry N N DOO O . O O .0. m m m m N 0 0 m p U N—Nmm H O O O mmm O o O m In N N lnminm N N N mm O N O O N InN NQ In In in p Q 11- mmmmmm mmmmm mm`" mmm m mm m m m U mmin f mmin in l0minmm min In mmin N m m Z OmLL] o 0 0 mmm 0 o p N m N pmN O O O 000 m 00 U LL o 0 0 0 o p a --------------- QE LL �n m m m m In m In m m m M V] m O UaU T I O O^ O G 'p LL m m m m m m SEE m 0 0 m m O m m 0 m 0 m 0 0 m m O m O O m m m m a U = m cli O J ^ 3 N m m 'r+n •`++ `•''"' p mrnm M m fOrnrn o o rnmrnrn�m 0 o N M rn 0,v oo. m Na h u O o rnmrn 0 0 m rn 0 0 0 m 0 c 0 0 rn 0 0 m 0 MQM 0 0 ci 0 0 0 m m 0 0 rnrn 0 0 p Z 0 S. m m m MMmm N N m m m InM m m N m m m Min N m M N mm N 0 m m m N-------------- O Q a mOOm �OIn mm 0Om00 N nrr In mN O m J m ' m 0 a Q T m M M M Q tT p� M I? M m m 0 m m 0 O m m � m NMMN O O a0 N aD f0 O O m m c0 t0 m m (O aT tD O n M Alh M N J NMMNNN In Q`Q 0 C 0 0 L M m m rn m m N N N M m m m m N INm N M rn N M m W N r m rn rn an d mVa"i .mcn O mco o O n mW m O r O m r v LL In00 = n n c y A A A m m N 2�2 m m m N m m m m m m m m m m Y o c c O Qm P N N L _- d .- C CL O. �mmmm min mmmmmm mNln mmm m In In QV U� Q -M Mt•JMMM M[h MMMM In IAm mmm M mm No00 '�_ �In mlp mmm In N Nm In In In m In LQ In mm O v m Y UY U Mln 41 Vl mul fn 6 N u- y LL LL LL LL LL LL LL ddadda. Tfn LL LLNLL LL LL LL LL LL dLLo_ LL LL LL a LL a LL U cn 222222 (n(n U) m n v LLM M V M M M N N m N N m y M M O M M N A O O N O A N 0 N O V 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 6 0 0 0 A C) N N 0 0 °a LL m N m m M N N m mmm O M N a N m m m m m W W Mm a W D! m C6 V 10 16-4 W V m O O v m M U-- N W m r n W N n m m N C� m 0 W r m m n W M N N m N O W IL 0 0 0 0 0 0 0 A 0 0 0 m 0 m 0 VcqN 0 0 0 N m 0 0 N 0 N O A m 0 0 n.-m �.-m W Ano oN mmm MMM M N N M m M N N M M M N N N N N N 0 N m W N N N 1N n r M M M N N r R M `- r Z nM r166.-�c iL U.- OONN 1() .-m m m mm �-n m N ON O CoO� V M M M M M O m W O m W N N W W N V W W O O N N W W N W N W a O W N O W N N W W M N O m v n W m N O N M N O V V W CIS LL O ¢) pi Oi Oi l<7 pj m Oi W W m !- M sh W tD a ^ LL U m m m m m m m m m m m m m m M M m m M m m m M N N N N^ N m N N lL N N 0 U mmmmmm rm �'- d ammmmmm n'N o N p o N N 0 0 N N o N -. ... m N 4'1 M M N N .. M N N o N 0 o N N m M N n o cli U N IA N N N IL LL m m�mi m m . o m m mm m m m m M M M M M M m m M W U� a',n LL _ �o?nn MmMc�M o00 00o n o0 Va U N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 h O w o p 0 0 o p 0 0 o 0 0 0 o d o d o o d d o 0 0 o d o d o 0 N N o N o h o M 0 0 o N o W LL N 0 0 0 0 0 0 N O O O N N N N N N O v N -NNNNN N O O O O p N 0 N N N N N N N N N N N N N N N LL N N N 0 0 0 N p LL N m O O N N^ N N O n m m m m m m m m m m m m m m m m m A N m m mm N N N N N N N N N N N N N N N N N N N N N Z V U LL 0 0 0 0 0 0 0 0 0 0 0 0 a N O QE O L, N N NNN N N N NNN N N N N N N N N N N O U o U C O LL M Q � m 5 0 m 0 0 m m 0 m 0 m O m O m O m m m a(aJ .o W W io W mrn oonon� O J m 117 N rn�W� mrnWWrnrn m M V 0 0 m gem m O ,,,m m m� "' 0 6 O Z 0 o a N N n NNN N N r r r N N N NN n n r A A n A r n 0 M M M M M M M Cl C'i M t7 M N M M N M N N N M m M N M N N M M fo O Q a O O N O O N 0 0 0 0 0 N N O N U N N O W O W n m M' m m m w M M M M M M O d J � O V C W W M M M �p O O tV Ql fp (O O O fD m fD Oi cG N N m O M m fV O . O O L M m W W N N N N N M W W W m N M W N W W zi U - �' m m m 1999 m m 11lU ? tl f7 = r C j� n n C C m m N m N m m m N m N m m m m m m m m m m d U = N N N oa O O to c� M m ch c) Ni t7 c7 M vi t7 c+i u'i v) LL'i 01.101 t7 0. w o F m m 0 0 L D C NNNNN N N N NNN N N N N N N N N N N t7 0 3 '- Y O S U U .O 6;, N Zr5 a5 ro 65 6r N 6� 3t u 6.5 # r > LL LL LL LL LL LL LL LL LL LL LL LL a LL LL LL LL LL LL LL LL U m 2=2222 n.aaaaa mrq<oww o 222 aaa mom a fo a fo2 Title : Dsgnr: Description Job # Date: 9:45AM, 25 FEB 10 Scope: user: KVV-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist (01983-2003 ENERCALC Engineering Software Description BLDG B1/B3: GT Reactions Page 1 10014.ecw:Calculations LTimber 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 4x10 4x10 Beam Width in 3.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir - Larch, No.2 Larch, No.2 Fb - Basic Allow psi 900.0 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.00 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 Bending 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 Ibs 412.50 660.00 LL Ibs 687.50 1,100.00 Max. DL+LL Ibs 1,100.00 1,760.00 @ Right End DL Ibs 412.50 660.00 LL Ibs 687.50 1,100.00 Max. DL+LL Ibs 1,100.00 1,760.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.006 -0.041 UDefl Ratio 9,551.0 2,331.8 Center LL Defl in -0.010 -0.069 L/Defl 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: Dsgnr: Description Scope : User: KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG. B1/B3: Roof Framing 3 Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results IMMINMEMMenomm Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Grid i 2-2x8 in 3.000 in 7.250 ft 0.00 Hem Fir, No.2 psi 850.0 psi 150.0 ksi 1,300.0 1.150 Sawn No Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 3 Grid A/E Grid 4 Grid 5 2-2x8 2-2x8 2-2x8 2-2x8 3.000 3.000 3.000 3.000 7.250 7.250 7.250 7.250 0.00 0.00 0.00 0.00 Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 850.0 850.0 850:0 850.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn No No No No tt #/ft #/ft 3.50 30.00 50.00 2.50 30.00 50.00 3.50 30.00 50.00 2.50 30.00 50.00 3.50 30.00 50.00 Ratio = 0.0477 0.0243 0.0477 0.0243 0.0477 in-k 1.47 0.75 1.47 0.75 1.47 ft 1.75 1-25 1.75 1.25 1.75 psi 55.9 28.5 55.9 28.5 55.9 psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK psi 6.3 3.6 6.3 3.6 6.3 psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Ibs 52.50 37.50 52.50 37.50 52.50 Ibs 87.50 62.50 87.50 62.50 87.50 Ibs 140.00 100.00 140.00 100.00 140.00 Ibs 52.50 37.50 52.50 37.50 52.50 Ibs 87.50 62.50 87.50 62.50 87.50 Ibs 140.00 100.00 140.00 100.00 140,00 EM Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.001 -0.000 -0.001 -0.000 -0.001 51,354.9 140,917.9 51,354.9 140,917.9 51,354.9 in -0.001 -0.000 -0,001 -0.000 -0.001 30,812.9 84,550.7 30,812.9 84,550.7 30,812.9 in -0.002 -0.001 -0.002 -0.001 -0.002 ft 1.750 1.250 1.750 1.250 1.750 19, 258.1 52, 844.2 19, 258.1 52, 844.2 19, 258.1 Title : Dsgnr: Description Scope : User: 3-203ENE,VALCEn inDec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B2/B4: GT Reactions Timber Member Information ;ode Ref: 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 B Timber Section Beam Width Beam Depth Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location UDefl Ratio Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations ase allowables are user defined Grid 2 Grid 4 3.125x15 3.125x12 in 3.125 3.125 in 15.000 12.000 ft 0.00 0.00 uglas Fr, 24F - Douglas Fir, 24F - V4 V4 Psi 2,400.0 2,400.0 psi 240.0 240.0 ksi 1,800.0 1,800.0 1.150 1.150 GluLam Glul-am No No Ratio = in-k psi 16.00 340.00 425.00 0.9082 293.76 8.00 2,506.8 2,760.0 Bending OK 166.1 276.0 Shear OK 12.00 340.00 425.00 0.7983 165.24 6.00 2,203.2 2,760.0 Bending OK 154.2 276.0 Shear OK Ibs 2,720.00 2,040.00 Ibs 3,400.00 2,550.00 Ibs 6,120.00 4,590.00 Ibs 2,720.00 2,040.00 Ibs 3,400.00 2,550.00 Ibs 6,120.00 4,590.00 Ratio OK Deflection OK in -0.317 -0.196 605.9 735.3 in -0.396 -0.245 484.7 588.3 in -0.713 -0.441 ft 8.000 6.000 269.3 326.8 Title: Dsgnr: Description Job # Date: 9:45AM, 25 FEB 10 Scope: User: Kw-0602997.Ver5.8.0,1-Dec-2003 Timmer Beam &Joist (c)1983-2003 ENERCALC Engineering Software a� Description BLDG B2/B4: Roof Framing Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl UDefl Ratio Center Total Defl Location L/Defl Ratio Grid 1 Page 1 1001 4.ecw:Calculations ,ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 4r Grid 3 Grid A/E Grid 4 Grid 5 2-2x8 in 3.000 in 7,250 ft 0.00 Hem Fr, No.2 psi 850.0 psi 150.0 ksi 1,300.0 1.150 Sawn No 2-2x8 2-2x8 2-2x8 2-2x8 3.000 3.000 3.000 3.000 7.250 7.250 7.250 7.250 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 850:0 850.0 850.0 850.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 Sawn Sawn Sawn Sawn No No No No ft 3.50 2.50 3.50 2.50 3.50 #/ft 240.00 30.00 30.00 240.00 30.00 #/ft 400.00 50.00 50.00 400.00 50.00 Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477 in-k 11.76 0.75 1.47 6.00 1.47 ft 1.75 1.25 1.75 1.25 1.75 psi 447.5 28.5 55.9 228.3 55.9 psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK psi 50.7 3.6 6.3 28.7 6.3 psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Ibs 420.00 37.50 52.50 300.00 52.50 Ibs 700.00 62.50 87.50 500.00 87,50 Ibs 1,120.00 100.00 140.00 800.00 140.00 Ibs 420.00 37.50 52.50 300.00 52.50 Ibs 700.00 62.50 87.50 500.00 87.50 Ibs 1,120.00 100.00 140.00 800.00 140.00 Ulm Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.007 -0.000 -0,001 -0.002 -0.001 6,419.4 140,917.9 51,354.9 17,614.7 51,354.9 in -0.011 -0.000 -0.001 -0.003 -0.001 3,851.6 84,550.7 30,812.9 10,568.8 30,812.9 in -0.017 -0.001 -0.002 -0.005 -0.002 ft 1.750 1.250 1.750 1.250 1.750 2,407.3 52,844.2 19,258.1 6,605.5 19,258.1 Title : Job # • Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist (01983-2003 ENERCALC Engineering Software Description BLDG B: L3 Framing (1 of 2) BUMMMM Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @X Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio GR 1 Page 1 10014.ecw:C21culations erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 2 GR D2 GR 4 GR 5 STR XFER 2-2x8 in 3.000 in 7.250 ft 0.00 Hem Fir, No.2 psi 850.0 psi 150.0 ksi 1,300.0 1.150 Sawn No 2-2x8 2-2x12 2-2x8 2-2x12 2-2x12 3.000 3.000 0.000 3.000 3.000 3.000 7.250 11.250 0.000 7.250 11.250 11.250 0.00 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 850.0 1,000.0 1,000.0 850.0 850.0 850.0 150.0 95.0 95.0 150.0 150.0 150.0 1,300.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1.150 1.000 1.150 1.150 1.000 1.000 Sawn Sawn Sawn Sawn Sawn Sawn No No No No No No ft 2.50 3.50 4.00 2.50 3.50 3.50 16.00 #/ft 20.00 20.00 120.00 20.00 20.00 120.00 15.00 #/ft 53.30 53.30 320.00 53.30 53.30 320.00 40.00 #/ft 130.00 130.00 130.00 130.00 #/it 50.00 50.00 50.00 50.00 ft ft Ibs tbs 210.00 ft 560.00 1.500 Ratio = 0,0770 0.1510 0.2207 0.0000 0.1510 0.1503 0.5320 in-k 2.37 4.65 10.56 0.00 4.65 8.08 28.62 ft 1.25 1.75 2.00 0.00 1.75 1.75 6.66 psi 90.4 177.1 166.9 0.0 177.1 127.8 452.2 psi 1,173.0 1,173.0 1,000.0 0.0 1,173.0 850.0 850.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK psi 11.4 20.1 21.0 0.0 20.1 16.2 48A psi 172.5 172.5 95.0 0.0 172.5 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Ibs 187.50 262.50 240.00 0.00 262.50 210.00 310.31 Ibs 129.12 180.77 640.00 0.00 180.77 560.00 827.50 Ibs 316.62 443.27 880.00 0.00 443.27 770.00 1,137.81 Ibs 187.50 262.50 240.00 0.00 262.50 210.00 139.69 Ibs 129.12 180.77 640.00 0.00 180.77 560.00 372.50 Ibs 316.62 443.27 880.00 0.00 443.27 770.00 512.19 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.001 -0.004 -0.001 0.000 -0.004 -0.001 -0.067 28,183.6 10,271.0 39,551.8 0.0 10,271.0 47,969.5 2,886.5 in -0.001 -0.003 -0.003 0.000 -0.003 -0.002 -0.177 40,924.8 14,914.3 14,831.9 0.0 14,914.3 17,988.6 1,082.4 in -0.002 -0.007 -0.004 0.000 -0.007 -0.003 -0.244 ft 1.250 1.750 2.000 0.000 1.750 1.750 7.680 16,689.8 6,082.3 10,786.9 0.0 6,082.3 13,082.6 787.2 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: Kw-03ENE,ver5.EnginDecgSo Timber Beam & Joist Page 1 (c)1�983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Descrlptlon BLDG B L3 Framing (2 of 2) 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 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 Douglas Fr - Douglas Fir, 24F - Hem Fir, No.2 Larch, No.2 V4 Fb - Basic Allow psi 900.0 2,400:0 850.0 Fv - Basic Allow psi 180.0 240.0 150.0 Elastic Modulus ksi 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 Member Type Sawn GluLam Sawn Repetitive Status No No No Center Span Data 03000�ft 5.00 8.00 2.00 7Deadoad #/ft 150.00 180.00 150.00 ad #/ft 400.00 480.00 400.00 oad #/ft 250.00 Live Load #/ft 250.00 Start ft End ft Results 5057�7Fb: Ratio = 0.4444 0.5495 0 2044 @ Center in-k 20.62 63.36 6.30 X - ft 2.50 4.00 1.00 ual psi 400.0 1,318.7 239.7 owable psi 900.0 2,400.0 1,173.0 Bending OK Sending 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 Ibs 375.00 720.00 400.00 LL Ibs 1,000.00 1,920.00 650.00 Max. DL+LL Ibs 1,375.00 2,640.00 1,050.00 @ Right End DL Ibs 375.00 720.00 400.00 LL Ibs 1,000.00 1,920.00 650.00 Max. DL+LL Ibs 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 Title : Dsgnr. Description Scope : Rev: 580006 User: K-203ENE,VALCEnginDec-2003 gSo Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (1 of 2) 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 GR 1 GR 2 GR E2 2.5 STR XFER GR E Timber Section 2x12 6x8 2-2x12 2-2x12 2-2x12 2-2x12 6xa Beam Width Beam Depth in in 1.500 5.500 3.000 3.000 3.000 3.000 5.500 Le: Unbraced Length 11.250 ft 7.500 11.250 11.250 11.250 11.250 7.500 Timber Grade 0.00 0.00 0.00 0.00 0.00 0.00 0,00 Hem Fir, No.2 Douglas Fr- Hem Fr, No.2 Hem Fr, No.2 Douglas Fir - Fb - Basic Allow psi 850.0 Larch, No.2 900:0 850.0 850.0 1,000.0 1,000.0 Larch, Not Fv - Basic Allow psi 150.0 180.0 150.0 150.0 95.0 95.0 900.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.000 1.600 1.000 1.000 1.000 1.000 Member Type Repetitive Status Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive No No No No No No Center Span Data Span ft 4.00 3.50 4.00 16.00 3.50 16.00 3.50 Dead Load Live Load #/ft 20.00 570.00 20.00 37.50 120.00 15.00 165.00 #/ft 53.30 465.00 53.30 100.00 320.00 40.00 440.00 Point #1 DL Ibs LL Ibs 2 10.00 @ X ft 560.00 1.500 Cantilever Span Span ft 2.00 2.00 2.00 Uniform Dead Load #/ft 20.00 20.00 20.00 Uniform Live Load #/ft 53.30 53.30 53.30 Point #1 DL Ibs 320.00 LL Ibs 150.00 3,270.00 @ X ft 2.000 2.000 Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 Mmax @ Center @ X = in-k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 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 fb : Actual Fb : Allowable psi 412.1 368.8 1,268.0 830.6 127.8 452.2 0.00 215.6 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 Fv : Allowable psi 48.8 42.7 148.9 43.8 16.2 48.4 24.9 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 Ibs -130.00 997,50 30.00 297.50 210.00 310.31 288.75 LL Ibs 106.60 813.75 -1,555.05 800.00 560.00 827.50 770.00 Max. DL+LL Ibs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 @ Right End DL Ibs 570.00 997.50 90,00 342.50 210.00 139.69 288.75 LL Ibs 464.85 813.75 5,144.85 913.26 560.00 372.50 770.00 Max. DL+LL Ibs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.005 -0.006 -0.000 -0.117 -0.001 -0.054 -0.002 L/Defl Ratio 10,146.9 6,751.7 463,567.3 1,639.6 59,039.4 3,552.6 23,324.2 Center LL Defl in 0.002 -0.005 0.025 -0.319 -0.002 -0.144 -0.005 L/Defl Ratio 25,855.6 8,276.3 1,933.0 602.5 22,139.8 1,332.2 8,746.6 Center Total Defl in 0.007 -0.011 0.025 -0.436 -0.003 -0.198 -0.007 Location ft 2.400 1.750 2.320 8.000 1.750 7.680 1.750 L/Defl Ratio 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: Rev: 580006 User: KW-0602997, Ver 5.6.0, 1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 10014, ecw: Ca l culation s Description BLDG B: L2 Framing (1 of 2) Cantilever DL DO in -0.019 -0.000 0.046 Cantilever LL DO in -0.010 -0.098 0.122 Total Cant. DO in -0.029 -0.098 0.168 UDefi Ratio 1,645.2 488.4 285.5 Title : Dsgnr: Description Scope : Rev: 580006 - User: KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software r� Description BLDG B: L2 Framing (2 of 2) 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 GR 3.7 ES GAR HR D+L+S+E GAR HR D+L+S c" Timber Section 3.125x12 2-2x12 5.125x13.5 5.125x13.5 Beam Width in 3.125 3.000 5.125 5.125 Beam Depth in 12.000 11.250 13.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade ouglas Fr, 24F - Hem Fir, No.2 Douglas Fir, 24F - Douglas Fir, 24F - V4 V8 v8 Fb - Basic Allow psi 2,400:0 850.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 150.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,300.0 1,700.0 1,700.0 Load Duration Factor 1.000 1.150 1.300 1.150 Member Type GluLam Sawn GluLam Glul-am Repetitive Status No No No No Center Span Data Span ft 19.50 4.00 16.50 16.50 Dead Load #/ft 45.00 20.00 20.00 20.00 Live Load #/ft 120.00 53.30 53.30 53.30 Point #1 DL Ibs 2,040.00 2,040.00 LL @ X Ibs ft 2,550.00 2,550.00 6.500 6.500 Point #2 DL Ibs 565.00 665.00 LL Ibs 2,203.00 2,203.00 @ X ft 6.500 6.500 Point #3 DL Ibs LL Ibs 1,200,00 @ X 6.500 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 118.30 Point #1 DL Ibs LL Ibs 1,200.00 @ X ft 2.000 Results Ratio = 0.5228 0.6085 0.8988 0.8844 Mmax @ Center in-k 94.11 0.04 436.53 380.00 @ X = ft 9.75 0.29 6.53 6.53 Mmax @ Cantilever in-k 0.00 -37.64 0.00 0.00 fb : Actual psi 1,254.8 594.8 2,804.2 2,441.0 Fb : Allowable psi 2,400.0 977.5 3,120.0 2,760.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 58.2 71.0 125A 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 Ibs 438.75 -85.00 1,804.39 1,804.39 LL Ibs 1,170.00 -552.55 4,047.60 3,320.33 Max. DL+LL Ibs 1,608.75 -637.55 5,852.00 5,124.72 @ Right End DL Ibs 438.75 665.00 1,230.61 1,230.61 LL Ibs 1,170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL Ibs 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:3-203ENE CALCEngin eying o Timber Beam Q Joist (c)1983-2003 ENERCALC Engineering Software (X Description BLDG B: L2 Framing (2 of 2) Center DL Defl in -0.181 0.002 -0.249 -0.249 UDefl Ratio 1,294.7 28,644.9 794.4 794.4 Center LL Defl in -0.482 0.009 -0.557 -0.455 UDefl Ratio 485.5 5,072.6 355.4 435.3 Center Total Defl in -0.663 0.011 -0.806 -0.704 Location ft 9.750 2.336 7.788 7.788 UDefl Ratio 353.1 4,309.6 245.5 281.2 Cantilever DL Defl in -0.006 Cantilever LL Defl in -0.038 Total Cant. Defl in -0.044 UDefl Ratio 1,079.2 Job # Date: 9:45AM, 25 FEB 10 Page 2 10014.ecw:Calculauons Title : Dsgnr: Description Scope : Job # Date: 9:45AM, 25 FEB 10 Timber Beam & Joist L.10O14.:ec-wPage 1 User: KW-0602997, Ver5.8.0, 1-Dec-2003 (c)1963-2003 ENERCALC Engineering Software ons Description BLDG B. Deck Framing Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined )rt Jst bm Timber Section 2x10 2x10 6x8 Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fr, No.2 Douglas Fir - Larch, No.2 Fb -Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive No No Center Span Data Span ft 4.00 2.00 8.00 Dead Load #/ft 20.00 20.00 125.00 Live Load #/ft 53.30 53.30 333.00 Cantilever Span Span ft 3.00 3.00 2.00 Uniform Dead Load #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Results Ratio = 0.1721 0.1979 0.9154 Mmax @ Center in-k 1.26 0.07 42.48 @ X = ft 1.70 0.38 3.94 Mmax @ Cantilever in-k -3.96 -3.96 -10.99 fb : Actual psi 185.0 185.0 823.9 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK fv : Actual psi 18.7 19.7 60.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 17.50 -25.00 468.75 LL Ibs 106.60 -66.62 1,332.00 Max. DL+LL Ibs 124.10 -91.62 1,800.75 @ Right End DL Ibs 122.50 125.00 781.25 LL lbs 326.46 333.12 2,081.25 Max. DL+LL Ibs 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 UDefl Ratio 22,985.7 25,552.2 733.7 Cantilever DL Defl in -0.005 -0.005 0.021 Cantilever LL Defl in -0.014 -0.013 0.056 Total Cant. Defl in -0.020 -0.018 0.077 UDefl Ratio 3,629.1 4,036.0 625.2 Title: Dsgnr: Description Job # Date: 9:45AM, 25 FEB 10 Scope: Us1983-2KW-03ENE,Ver CALC n leering o Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014. ecw:Cal cu lati ons Description CODE MAX JOIST SPANS LL=40PSF Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined - 16" OC , 121, oC 81, oC Timber Section 2x12 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span ft -16.75 19.25, 23.50 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 53.30 40.00 26.70 Results Ratio = 0.9974 0.9884 0.9829 Mmax @ Center in-k 30.85 30.57 30.40 @ X = ft 8.37 9.62 11.75 fb : Actual psi 974.9 966.2 960.8 Fb : Allowable psi 977.5 977.5 977.5 Bending OK Bending OK Bending OK fv : Actual psi 48.9 42.5 35.6 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 167.50 144-37 117.50 LL Ibs 446.39 385.00 313.72 Max. DL+LL Ibs 613.89 529.37 431.22 @ Right End DL Ibs 167.50 144.37 117.50 LL Ibs 446.39 385.00 313.72 Max. DL+LL Ibs 613.89 529.37 431.22 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.153 -0.200 -0.297 UDefl Ratio 1,312.9 1,153.3 950.9 Center LL Defl in -0.408 -0.534 -0.792 UDefl 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 UDefl Ratio 358.2 314.5 259.1 Title : Dsgnr: Description Scope: User: 9 KW-3-203ENE CAL&EnginDec-2003 gSo Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 17 Description Q CODE MAX JOIST SPANS LL=30PSF .fob # Date: 9:45AM, 25 FEB 10 Page 1 10014. ecw:Cal cu la tions Timber Member Information %ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" oc 12" oc a° oc Timber Section 2x12 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span 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 fib : Actual psi 973.5 963.3 943.0 Fb : Allowable psi 977.5 977.5 977.5 Bending OK Bending OK Bending OK fv : Actual psi 44.6 38.8 31.9 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 185.00 159.37 128.75 LL Ibs 370.00 318.75 257.50 Max. DL+LL Ibs 555.00 478.12 386.25 @ Right End DL Ibs 185.00 159.37 128.75 LL Ibs 370.00 318.75 257.50 Max. DL+LL Ibs 555.00 478.12 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.228 -0.297 -0.428 L/Defl Ratio 974.5 857.3 722.8 Center LL Defl in -0.456 -0.595 -0.855 L/Defl 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 L/Defl Ratio 324.8 285.8 240.9 Title Dsgnr: Description Job # Date: 9:45AM, 25 FEB 10 Scope : User: KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist (01983-2003 ENERCALC Engineering Software Description BLDG C: Roof Framing Page 1 10014. e cw: Ca I cu l a ti on s Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Lrm.wl.v Grid 1 Grid 2 Grid 5 Grid 6 1.,. F Grid 5 Timber Section 2-2x8 2-2x6 2-2x8 2-20 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 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv- Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 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 Rending OK Bending OK Bending 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 Ibs 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 Ibs 140.00 100.00 100.00 1,120.00 140.00 @ Right End DL Ibs 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 Ibs 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 Title : Dsgnr: Description Job # Date: 9:45AM, 25 FEB 10 Scope: Rev: 580006 User: K-2003 E E Ver ALC En, inDec g 03 So Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG C: L3 Framing (1 of 2) Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable GR 1 2-2x8 in 3.000 in 7.250 ft 0.00 Hem Fr, No. psi 850.0 psi 150.0 ksi 1,300.0 1.150 Saw No Page 1 10014.ecw:Calculations ,ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 2 n GR 2 GR D2 GR D3 GR D4 GR 5 GR 6 2-2x8 6x8 2x12 2x12 2-2x8 2-2x8 3.000 5.500 1.500 1.500 3.000 3.000 7.250 7.500 11.250 11.250 7.250 7.250 0.00 0.00 0.00 0.00 0.00 0.00 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 850.0 85.0.0 . 850.0 850.0 850.0 850.0 150.0 150.0 150.0 150.0 150.0 150.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1.150 1.000 1.000 1.000 1.150 1.150 Sawn Sawn Sawn Sawn Sawn Sawn No No No No No No ft 2.50 3.50 5.50 4.50 4.00 2.50 3.50 #/ft 20.00 20.00 165.00 165.00 165.00 130.00 20.00 #/ft 53.30 53.30 440.00 440.00 440.00 50.00 53.30 #/ft 130.00 130.00 130.00 #/ft u 50.00 50.00 50.00 Ratio = 0.0770 ZMEMin-k 0.1510 0.6264 0.6833 0.5399 0.0547 0.1510 2.37 4.65 27.45 18.38 14.52 1.69 4.65 ft 1.25 1.75 2.75 2.25 2.00 1.25 1.75 psi 90.4 177.1 532.4 580.8 458.9 64.2 177.1 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 psi 11.4 20.1 46.9 70.7 57.6 8.1 20.1 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 Ibs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL Max. DL+LL Ibs Ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 @ Right End DL Ibs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL Ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL Ibs 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 16,689.8 6,082.3 1,331.9 2,238.4 3,187.0 23,486.3 6,082.3 Title : Dsgnr: Description Job # Date: 9:45AM, 25 FEB 10 Scope: User: KW-0602997, Ver 5.8.0, 1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software Description BLDFram� f 2) Page 1 10014. ecw:Ca I cula ti ons Timber Member information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR E1 GR E2 GR E3.5 GR E4 Timber Section 2-2x8 2-2x12 3-2x12 2-2x8 Beam Width in 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, 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 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status 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 End ft Results Ratio = 0.3436 0.6850 0.9341 0.4948 Mmax @ Center in-k 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 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 Ibs 537.50 1,075.00 1,612.50 645.00 LL Ibs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL Ibs 1,412.50 2,825.00 4,237.50 1,695.00 @ Right End DL Ibs 537.50 1,075.00 1,612.50 645.00 LL Ibs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL Ibs 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 L/Defl 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 LIDO 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 UDefl Ratio 3,741.2 1,747.3 776.6 2,165.0 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam 8c Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG C: L2 Framing Page 1 10014.ecw:Calculati ons Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst D GR 3 GR D E GR 4 GR 5 JSr 4-6 Timber Section 2-2x12 3-2x12 6x8 6x12 5.125x13.5 2x12 Beam Width in 3.000. 4.500 5.500 5.500 5.125 1.500 Beam Depth in 11.250 11.250 7.500 11.500 13.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fr, No.2 Douglas Fir- Douglas Fir- Douglas Fir, 24F- Hem Fir, No.2 Larch, No.2 Larch, No.2 V4 Fb - Basic Allow psi 850.0 850.0 900.0 900.0 2,400.0 850.0 Fv - Basic Allow psi 150.0 150.0 180.0 180.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Repetitive Status Sawn Sawn Sawn Sawn Glul-am Sawn No No No No No No Center Span Data Span ft 5.50 18.00 4.00 18.00 17.50 4.00 Dead Load #/ft 20.00 45.00 165.00 45.00 435.25 20.00 Live Load #/ft 53.30 120.00 440.00 120.00 315.00 53.30 Dead Load #/ft 165.00 Live Load #/ft 440.00 Start ft End ft Cantilever Span Span ft 2.00 2.00 Uniform Dead Load #/ft 500.00 Uniform Live Load #/ft 650.00 .00 2020.30 Point #1 DL Ibs LL Ibs 326.70 @ X ft 1200 2.0.000 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 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 Ibs -126.82 405.00 660.00 405.00 3,808.44 -13135 LL Ibs 146.57 1,080.00 1,760.00 1,080.00 2,756,25 106.60 Max. DL+LL Ibs 19.76 1,485.00 2,420.00 1,485.00 6,554.68 -26.75 @ Right End DL Ibs 1,236.82 405.00 660.00 405.00 3,808.44 580.05 LL Ibs 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 Max. DL+LL Ibs 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 L/Defl 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 Job # Date: 9:45AM, 25 FEB 10 User: KW-0602997, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BLDG C: L2 Framing Scope : Timber Beam & Joist Cantilever DL Defl in -0.016 Cantilever LL DO in -0.020 -0.020 Total Cant. Deft in -0.036 -0.008 UDefl Ratio 1,321.2 -0.028 1,725.4 Page 2 10014.ecw:Calculations Title : Dsgnr: Description Job # Date: 9:45AM, 25 FEB 10 User: KW-0602997, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BLDG C: Deck Framing Scope : Timber Beam & Joist Page 1 10014.ecw:Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst jst bm Timber Section 2x10 2AO 6x8 Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive No No Center Span Data Span ft 5.00 3.00 8.50 Dead Load #/ft 20.00 20.00 98.00 Live Load #/ft 53.30 53.30 261.00 Cantilever Span Span ft 2.00 2.00 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 Bending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 42.00 16.67 399.96 LL Ibs 133.25 79.95 1,109.25 Max. DL+LL Ibs 175.25 96.62 1,509.21 @ Right End DL Ibs 98.00 83.33 620.54 LL Ibs 261.17 222.08 1,652.82 Max. DL+LL Ibs 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK Center DL Deft in -0.001 0.000 -0.034 UDefl Ratio 44,186.7 562,653.4 3,029.8 Center LL Defl in -0.006 -0.001 -0.099 UDefl Ratio 10,295.6 47,664.8 1,029.4 Center Total Defl in -0.007 -0.001 -0.133 Location ft 2.460 1.416 4.250 UDefl Ratio 8,360.0 48,711.9 768.4 Cantilever DL Defl in 0.000 -0.001 0.017 Cantilever LL DO in 0.001 -0.003 0.046 Total Cant. Defl in 0.002 -0.004 0.063 UDefl Ratio 27,379.8 12,992.4 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude =-122.2889 Spectral Response Accelerations Ss and Sl 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 (Sl, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4738 Longitude =-1222889 Spectral Response Accelerations SMs and SMl SMs=Fax Ss and SMI=FvxSl 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 (SMI, Site Class D) Conterminous 48 States 2003 NEHRP Seisnuc 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 SMl 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) 2006 IBC SEISMIC OVERVIEW SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT # : 10p14 Osterly Park` Building 8 Step # 1. OCCUPANCY CATEGORY TYPE = Ti 2006 IBC Table 1604.5 ASCE 7-05 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 S1= 0 51 Figure 1613.5.1(2) Figure 22-2 Latitude = =47:47` N Longitude = -: 22 29 W h'tt6.//eartkq6ake.usgs.gov/research/haZM2pS/ hftp://earthguake.us.gs.gov/research/hazmaps/design/ 6. Site Coefficient (short period) Fa =; ..00_ ,... ,' Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.56. 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 " Sm,5 SDS = 0.98 EQ 16-39 EQ 11.4-3 SD1= 2/3 •Sm, SD1= 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCS = ;p Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, .D Table 1613.5.E(2) Table 11.E-2 10. Seismic Design Category SDC =.D Max. Max. 11. 1Nopd structural panels. --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6:5 N/A Table 12.2-1 13. Overstrength Factor 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.E-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 Sps = 0.98 h = 26.00 (ft) SDI = 0.51 X 0::75 ASCE 7-05 (Table 12.8-2) R = 6.5 C, = OA20 ASCE 7-05 (Table 12.8-2) IE= 1.0 T = 0.230 ASCE 7-05 (EQ 12.8-7) Sj = 0.51 k =.. `... :. r.,1 ASCE 7-05 (Section 12 8 3) CS = Sps / (R/IE) Cs = Spy / (T*(R/IE)) (for T <TL) Cs = (SDI * TL)/ (T2*(R/IE)) (for T> T J Cs = 0.01 Cs = (0-5 Si)/(R/IE) CONTROLLING DESIGN BASE SHEAR = TL = 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 Sj> 0.6g) 0.150 W ON OF SEISMIC FORCES PER DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h i (ft) (sgft) (ksf) '.: Roof :' -- 72600 26.00.` 1i575 -0020 3rd (up:pr) 8.00 18.00 18.00 1.364 O'025 ;26d (main) 9.00 9.00:; `1364 0:025 1st (base) 9-00 `0.00 SUM = E=V= E/1.4 = 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CVX = wi wi *hi" wX *hXk DESIGN SUM (kips) (kips) Ew; 'hi k- Vi DESIGN Vi 31.5 819.0 34.1 613.8 34.1 306.9 99.7 1739.7 15.00 10.72 0.47 5.04 5.04 0.35 3.78 8.82 0.18 1.89 10.72 1.00 10.72 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; wi E wi FpX = EFi * wpX 0.4 * Sos* IE* WP 0.2 * Sps* IE* WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FpX Max. FpX Min. Roof 5.04 5.04 31.5 31.5 6.16 5.04 12.32 6.16 3rd (uppr) 3.78 8.82 34.1 65.6 6.67 4.59 13.34 6.67 2nd (main) 1.89 10.72 34.1 99.7 6.67 3.66 13.34 6.67 1st (base) Page 2 .1 0 rIL C) U) Q 4 N UJ O r V? L N N N N N r- (D W O co m (D m m O p W Q) U O (1) d N N N 7 O (p w m (D (D W 7 U)O ¢ Li 7 7 7 7 N Ol O) m m D) U U Q (T u u u w w w w w U U) L% LL LL LL Li 0 U) ¢ W a O 2 (n F W O) O W V co U w m O to Q 7 co O % _O N LL C7 co L Z o) n in m N in in w in in F- c zr� E a a a a a a a a uj — : O. O O -0 Lf]' .ffl' :O O cD Co ;O . O) . ; Ct M . V' :. 4. 'n -.:O L V. :N O :N. O `, r O O O O :.0 Q) a0 N O m UI (n 't•J N M .:ca W Y d O T (n '0 0 L) a5 m m V i� (D O N r .M 'V V'.. o L V`"`N O. N: O CO.Nam' o r o 0 0 0 o. W w N O tL Z v M N 00 o rr zO II If II II 11 11 II II II 11 11 II II II II 11 II II II Z v fp- c m 3 n a m 1) o x- m a m U o Q 2 2 �_ c7 u) T o o X« y y y w o c a) c a o§ o n n n n X - x d c o W 0 0 0� Of Y W o a0i '= U n w U O) .D a II UJ W d cu 2 i (n 0 fi in a n N N M M m 3 v > N (D Ln W 7 N V 11 Z W v nco 3 O M O O y � Z to o) V Y U ; O M h _ Z U U O r M 11 Z Z Ln V <t y C r r C) - y _ LO N M a C Z C ; m v p m a C co O M y E (DMV O Y Z OWL 3 (° v p m a " v,000 (n .00 o o N v N r ¢ 1T N M coLL () �: 2 Q 'O ..• (D 0 0 O O " y. _... O V (D V m Q m ¢ D V 7 N In r N v o 0 0 0 .CD o d M r Q IT M V v M r O co 7 co p U ¢ O N to 1- ¢ r N N O o co O O O (q m rn cu `( m Q O 't lf) N In r N r- O O t() O r V co o) L r 'o0 o 0 I--p t O O O W m OD O) U N t U) a 0 0 0(D 0 W o 0 0 o p Q, MNp DiO (1) p i O O O O 2 Z. L 0 0 0 WO .� N o) m � � 2 Z W J c m W 16 a E y z a w rL M N r ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-05 & SEAW RAPID SOLUTION CT PROJECT # : 10014 - Osterly Park - Building B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND -METHOD 2 PER ASCE 7-05 Wind (N-S) Wind (E-WI m /ryl ethod 1 (Max.) Mm/Method 1 (Max.) DIAPHR. Story Elevation Height g DESIGN SUM DESIGN SU Wind (N-S) DESIGN Wind (E-W) LEVEL Height 9 (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V( -W) Vi (N-S) SUM V (N-S) DESIGN SUM Vi (E-W) V (E-W) Roof 3rd (main) - 8.00 26.00 18.00 26.00 18.00 1;00 1.00 1.00 i:00 1.00 6.60 6.60 4.42 4.42 2nd (main) 9.00 9.00 9.00 1.00 2.00 3.00 1i00 1:00 2.00 3.74 10.34 3.26 7.68 1st (base) 9.00 0.00 .00 3.96 14.30 3.45 11.13 V (n-s)= 3.0D L:...- V (e-w)= 3.00 . . (n s)= 14.30 V (e-w)= 11.13 -,,u - Mm.,Methodl/Meth AX Wind (N-S) DIAPHR. Story Elevation He t DESIGN SUM LEVEL Height (ft) (ft) Vi (NS) V (N-S) 7DESIGNSUM Roof 3rd (uppr) 8 9 1 18 6.60 6.60.. 2nd (main) 9 9 0 0 3.74 10.34 3.26 7.68 1st (base) 0 0 3.96 14.30 3.45 11.13 V (n-s)= 14.30 V (e-w)= 11.13 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 SHEATHING THICKNESS tsheathi,g NAIL SIZE nail size = 0.4.31" dia. 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 7116" 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 P6,26.0 242 339 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 = 1/2'' NAIL SIZE nail size = 1 1../47. long No:&TIype 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 sallowable V wallowable (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 m Y o) v m a o m W F J (J W F- O W W W (=n 0 jw T 0 M N .O m E- C) m co 0 o � N -t� W,U) rn O _ II > m II t m J n � (0 N N C oa22 0 2 X E M O O O O O N N O O O m m 0 0 0 0 0 0 0 0 p, 0 0 0 0 0 0 0 0 0 N� 0 0 0 0 M M O O O CD � 0 0 0 0 0 0 0 0 0 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 Cl 0 0 0 0 0 0 0 0 0 0 ? M CO O O O O N N O O O co (D O o 0 o 0 0 0 O O O o 0 0 0 0 0 0 C fl. Lo V 0 C) 0 0 C`) M O o 0 Lq V O O O O O O 0 0 0 0 0 0 0 0 0 0 0 j Y o O o 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o O O o o O o -0 M CO o 0 0 Cl N N O 0 O M W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C m n M'cY O o (D 0 M M O00 lf)'V 0000 00 0000 000000 0 j v o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 00 0 0 0 o o 00 0 0 0 0 o O o o O o 0 O o N" O CD CD O ID 0 0 00 0 N N O O O O O o O O CD O CD O O O CD O I- N O O O O m 0 O O O h N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 O 0 O 0 0 O o 0 0 O O 0 0 CD0 CD0 0 CD O 0 0 O 0 0 O "- N O CD CD O O N N O o O N O CD CD o 0 00 0 0 0 CD o 0 CD0 0 0 O Y M O O O O O M M O CD M CD O CD CD CD O o 0 00 06 0 0 0 E M r 0 0 0 0 CO M o CD o M r CD o 0 0 0 O 0 O O 0 O O CD CD 0 0 0 (� E C S O W O CD Cl O N N O 0 00 C D O ID O O CD Cl O ClO CD Cl CD O ClO O CD LLI Z .Y-. 0 0 0 0 0 0 00 0 0 00 0 0 0 0 o 0 o 0 o 0 0 0 0 0 0 0 0 0 o 0 0 0 M M O O O M r O 0 0 0 O o O o 0 O O o 0 0 0 0 O O CD O 0 00 N N 0 000(D 000 0 0 0 0000000 000 O W v o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N Il. O O O O (O W G O O N Il- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d I- O O O O O O) O) O O O l h O) O CD O O O O O O O 0 00 0 00 0 0 lli O n CD N O O O O N N O 0 0 O) N 0 0 0 0 0 0 0 0 66 66 66 66 O (n O O O (D O m. O) 0 0 0 O) 0 0 0 00 00 0 0 0 0 0 0 0 0 0 00 d O o o CD 00 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o O o 0 0 F- n- O O O O O O O o 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W O v r r r r -O W O o 0 0 o W W 0 0 0 W 00 0 0 O O O 00 O O O O O O O O O C Cl) M co M n r r r r a c m a z Z z Z F cn ro O (D �j 0- z z z z (O 0 0 0 0 0 to to 0 0 0 (n O o 0 0 0 0 0 0 0 0 o 0 0 n 0 0 o o 0 w i r r r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 N 0 o O o o O o 0 0 0 0 0 0 O o 0 0 o O o 0 0 0 0 r O 0 Cl O r a- O o O r r O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 O O O O O O 0 0 0 O O O O o 0 O 0 O o 0 0 O O O Q Q 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 X E CY (D O O O O P7 c) 0 0 0 'ct (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d rn a o O O O n h O O O rn v O O O O O O O O O O O O o O O O O :E v o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a j<rc00000mmn0Od 00 -ma00c,00 C:01 000000000 n 0000rs Il- 0000) V O o o 00000000000 D 00 Y o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a o o C) o 0 r r 0 0 0 0 0 0 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 C ^' n �* p C) op O v v o O p . o o 0 0 0 O o 0 0 o o 0 0 0 o o 0 O v o 0 0 0 0 0 0 0 0 0 0 0 0 0 060 66 0 0 0 0 0 0 0 0 0 0 0 c o a o 0 0 0 0 0 0 0 0 o C,o o 90 0 o p o O O o 0 00 0 0 o C) O � v (D 0 0 0 0 0 (o (D 0 0 0 (o 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 a M O O O O O M M O o O M O O O O o o O o O O o 0 0 o O o 0 0 C L O O O O O O O O O O O ID O O D 0 0 0 O o O O O O o o O O O O o v N O C) o 0 0 N N O a CD CD O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E NZ; O CD O 000 O O N r O O on CD CDO O O O O O O O O O O M O D O O (D (D 0 0 0 M M o 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 uj v o 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (j m d In 0 0 0 o o U)O0 a o� 0 0 o O o o (Do o C)O o 0 0 0 0 0 0 M 0 0 0 0 O 'M' M 0 0 0 M O D 'o o' O D CD ll.l Y o 0 0 0 D o 0 0 0 0 0 o O o o O o 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 o 0 o O o O O o O d ~O d O O D D o 0 0 o D 0 0 0 C. O o 0 0 o p o o D O D o D O D o 0 cD O O o 0 0 (D (D 0 0 0 (D C:) o 0 0 0 0 0 0 0 LLj 0 0 0 0 0 0 O 0 0 N O O O O O r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C,N N m CD (D 0 00 0 0 00 (CD (UD 0 0 0 (D CCD O O O O CCD O O a Q. Y Y uj a 0 v O O D 0 0 0 0 0 0 0 I- 0 0 0 O O i- I h D C) C)i� 0 0 0 0 0 0 0 0 C. 0 0 0 0 0 0 0 0 0 r r r n a _ C U) CD 0 0 0 (!) U) D CD C)U) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r M O d (V N N (y if n a m > > . (D a a a a v a o _c c ui m (D cD (n aa aa. E �1 -a v D o 0 0 It It o (D CD v C) C) CD o CD o CD CD CD o CD 00 0 o 0 M o M M M a n m 0 C, O O o 0 0 0 o O o O o o CD o 0 0 0 0 0 0 o CD o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o- o 0 0 o CD CD o O O N o o O o O o O D o 0 0 r 0 0 0 0 0 r i- o O O r o O O O O O O O O O O D O O O O O O V1 vl CD CD O D CD CD (DO C) C) C) C) C) o 0 0 0 o D CD 0 0 0 0 C) 0 0 0 0 0 0 O D D O CD O o 0 0 0 0 0 0 0 La-O. Q Q 0 0 0 0 0 0 0 D 0 0 Cl 0 Cl 0 0 0 r r r r r r r r YY r r r r r r r r r r r r r r r r r .- r r r r r m N j .p Q M C)o 0 0 0 M M C) O O M CD CD o Cl 0 0 0 D CD 0 0 0 0 0 0 0 0 0 V C,m� N O O D o O N N 0 0 0 N C:' 0 0 C) 0 0 D 0 M ID 0 0 0 0 0 0 0 0 o D 0 aD O O o 0 .-- r O 0 p r o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U) W 11 I I m > d U) O O (DO O M0 O C) CD U) 0 0 0 0 0 0 0 0 0 0 0 O C) (D (D C)O C)M O O CD O CDC'M M 0 0 0 M O C)O CD >> U U uj v CD O O CD (D C) O 0 0 0 00 0 0 Ih w 0 0 0 0 (DO CD C) C)o O a 6666 0 0 0 0 0 0 0 0 0 0 0 0 0 M E p1 M > a j C O_ W M 0 0 0 p p U) V) 0 0 0 U) O O O D p p p p 0 0 0 0 0 0 C) 0 0 0 0 V (D O O O O O (O (D O O O (O CCCCCCCDD m Y m m m (n U) U > N v > > 0 0 CCO p 0 0 0 (D M r o O D O C) r r 0 0 0 r O 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 (O O -p E -p r p -7 7 m C > IZ -.t 0 0 0 0 0 7 <{ CD C) CD 'IT CD o CD o 0 D CD o 0 0 0 (D O CD O CD C, CD b m O O O O O M O) O O O M O 0 O O O O O O O O O ID O m V% > 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 o o O M 3 > O O O > _ O (fl N a O .O .O .O U) U) O.O.o U) U)'O.. O"'0 .O 'O O.-.O':O'O O-.O D O O O:O.O W %(Vr-'O O'O::O N N O�:O O N r o'D,-O �O O. O. O::O O.O'_O O:O vd v Uco 3 .O P. O oo-000;o-0000DOoo.0000'o0.o'oOD0000'o'o� O 'O Z O O (D U) . o o O o' ;O O O. O 0 0 O..O 0 0 0. 0 O O .o O O o O O 'O ' O o. ci O O O.;O M p 0 M LJ 0 0 0 0 0 O.O O O;O O O.O O O O.O 0 0 0 0 0-p O O.O 6 W N d.0 O m .000`.p 000' O(DOHOo00000'O 00,�000000 O;'000 O Qp F- U N J y '� M O�::O O O"(D (D O O': O (D 'OJ O 0 0 O O O 0' 0 0 O .O O O, 0 0 0 0 jJ m Nr - :O O O 'O D o': D 0 0 O' p P. o 'O O OO': 0 0 0 0 0 0 O O O O� O OHO O C) .. p �O j (V O O; O O O N N O O:.0 N O �O O O O. 0 0 O �' O 0 0 0 _. .. ... O J .: W f- v M 07 N r O O o 0 O.•r' O O.`'O o' 0 0 0 C) C)O o 0 00 0 0 0 C), C) O O 'V a M, N Q M Cl)F 0 Cl) LLI d a) L U (n U m n m = N 3 Co (° c x CD Y m U C 'O 7 O 07 W � J W F U W Wa 2 cn 0 m m ❑ t Y Y co O m M Cl) V AM 1 V (f) 0 ,O m t- U CO (D CD . o E :(r) D) Cl) N N C II > m U 11 -0- J .0 J fl C X C N (p oa�� j N 0 0 0 0 Cl �t 'V O 0 0 CO (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q O V O O O O m m 0 0 0 (D 'cl O O O O O O O O O O 0 0 0 0 0 0 0 v r r 0 0 o C) r o 0 0 r o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'p ? (D W 000 O'd"V 000 (D m 0 0 00 0000 00 0000000 C a m V O O O 0 m m 0 0 0 (D V 0 0 0 0 0 0 0 O O O O O O O O O O Y r r- O0 o O r r o 00 rr 0 000 00000000 0000 0 N O O O O O r r O O O N O 0 O 0 0 0 O 0 O O O O O O 0 O O O 0 0 0 0 O r r 0 0 0 I- O O O O O O O O O O O O o 0 0 0 0 0 Y- O r 0 0 0(D r r 0 0 0 0 O O o 0 0 0 O 0 O O O O O o 0 O O 'O O (n O O O O O O O O LLD O o 0 0 0 0 0 0 0 0 0 0 0 00 O O CD 0 n 0 t� O o 0 0 0 0 00 0 0 I� O O o O O O O 0 CD 00 O O o 0 0, O � .�- (D m 0 00 o (D (D O O O (D m O O O O O O O O O O O O O O O o O D) O O o 0 0 0 0 0 0 m O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E; a. r� 00 0 0 W (D 000 r-,t 0 000 0 00000000 0 000 o Y N V O O O O m m 0 0 O V d' 0 0 0 0 0 C. 0 0 0 0 0 0 0 0 0 0 0 N N N N m o 0 0 0 N N O O O N m CD o 0 0 0 0 0 0 0 0 0 0 0 0 0 C. 0 � j p 4') N 0 0 0 0 ( D ( D O O O (D N O O O O O o 0 0 0 00 0 0 00 0 0 uj Y O N O o O O O O O O o o N O O O O o O O O o O O O O O O O O o N 0 0 C. o r r. 0.0 0 0. N O O O o 0 00 0 0 0 0 0 0 0 0 0 0 N m 0 0 o O'O O O'o O N (D -O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 uj s O r O o O O O O O O O 97 O O O O O O O O O O o O O O O O O O r o 0 0 0 0 0 0 0 0 o r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d O Q (D C) 0 0 0 0 (D (D O O O m M O o O 0 O Cl O O CD Cl Cl o O O O o O W N N O O O O r O 0 o r (D O O O O O O O O o 0 60 0 0 0 0 0 N N N N N r 0 0 0 0 m m 0 0 0 N r 0 0 0 0 0 0 0 CD 0 0 0 0 0 0 0 00 d r)roo oovvo0om c)g0oo000000000000 uj 0 m N 0 0 0 0 r 0 0 0 a) N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r N N r 'o 0 0 0 o m m 0 0 0 N (- 0 0 0 0 0 0 0 0 0 0 0 O O O O O O j p N N N N c a z (D . (D to . . . . . . . . . . . . . . . . . as : IL a- : a.a . . . . . . . . . . . . . . . CI u z Ill F to (D (D (n . (D m a a : a a a a . . . . . . . . . . . m O o o o c�(� o 0 o r m o 0 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 N N O r N N N � Q W N O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o r r 0 0 O r- 0 0 0 O O O 0 0 O O O O 0 0 0 O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q Q o Cl Cl 0 0 00 0 0 0 0 00 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 !( r` r` 0 0 0 0 0 I-- r-- 0 0 0 0 0 0 C. 00 00 O 00 0 ti r` O 1-1` Q N N O O O O O N N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O O (D (D O O O O O e- r O O O O O O O O O O O O O O O O O O co O O p CD o 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 o r 0 0 0 O (D CD m C . p, N N CDO O O O N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O (D (D Cl (D rD 0 0 0 0 0 r r O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tj O O O O o O O 0 C. 0 O O O 0 O O O 0 O O O r o 0 0 (D m O (D M C c d N CV O O O O O N N O O O O O O o 0 0 0 0 0 0 0 0 0 (D O 0 (O (D j y r T 0 0 0 0 0 r r O C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 >> O O o 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O O O O O O O O (D m O w m U P "�"' M m 0 0 0 o C. m m O O O O o 0 0 o O o 0 0 'IT 0 0 0 co co O (o co >0 Y r r 0 0 0 0 0 r r 66 0 0 0 0 0 0 0 0 0 0 00 O 60 0 0 0 66 > 0 0 0 0 0 O O o 0 Cl 0 0 0 0 0 0 0 (D O O O N N O N N -4"4 O O O O O V 'ct 0000 00 0 0 000 O 4 O o o co co 0 co co ~ a' 440006644000000000000MOOO N N O NN O �c j hr�0000Or r` O O 0 0 0 0000000� 000 N N 01h rl- d Q N N 0 0 0 0 0 N N O O o O O O o O O o O O r O O o (D (o O o 0 L11 Y r r O O O O O r r O O O O O O O O O O O O O O O O O o o O O ti r` o 0000 r- r-- O O O O O O O o 0000h0001-1--Otir- d m d N N 0 0 0 O O N N o O O O O O O O O o 0 o r O o 0 b o O (D (D LLI v r r o CO 0 o r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (D o 0 0 0 0 w o 0 0 0 0 0 0 0 0 0 0 0 0 V 0 0 0 0 (D O O o d r` r- 0 0 0 0 0 P- r-- O o 0 0 0 0 0 0 0 0 0 0 Cl) CD o O r r O r LLl D d r 0 0 0 0 0 r r O 0 0 0 0 0 0 0 0 0 0 0 r O 0 0 r r O r r � � T M m 000 00 m m 000 000 00 0000 m 000 tt <h O `V y m ( 2 5 O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 (D O o o (D O O (D (D Y (D 6 0 0 0 66 In 6 6666 6666 6666 66 0 O N N O N N Y Y N N 'a CDO o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r O 0 0 r O r C r O C. O CD n u n -- c a z z z z z TC9 ~ naa . an. a asto "D sas z z m z o D C1 a (~D fD (D (D CO M CO 0 0 0 0 0 M M 0 00 0 0 0 0 0 0 0 00 (n o 0 0 0 0 0 0 o C E Ci M M Cl) M (D CD (D (D 01 > LLI ) O. N N N N q U) OI r r 0 0 0 0 0 r O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N O N N O M- O O O O O M M O O o O 0 O O 0 O O O 0 O 0 O 0- - O r o N O o 0 0 0 0 0 0 0 o 0 0 0 0 o 0 0 0 0 0 0 .- 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 Cl 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 L r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r Y Y j 0 0 0 0 0 0 0 0 0 0 00 0 00 0 00 0 0 0 0 00 0 0 0 0 0 0 0 V' d N .n O (DO O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 Ld Y O O O O O O O O Cl O O O O O O O O O O O O O O O O O O O O O O (n > II 11 N m m o 0 0 0 (D m m 0 0 0 0 0 0 0 0 C. 0 0 0 r 0 0 0 Cl)M O M M V D -- d > Q M (D ID Cl o 0 0 M rD o 0 0 0 0 0 0 0 0 0 0 0 N O 0 0 M M o Co M O W >> LLI °' v o O o o O o 0 o 0 0 0 o o O O o 0 o 0 o O o o o O o O C, o m> u u > W E E a j CD O CD O CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 Cl p) to r- D Q. O O O O O O O o 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Zr m 41 -N § l0 v O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 o V U (n (n > p C 'D -p E -p N (n 1n 0 0 0 0 C1 (D V) O O O O O O O O O O o 0 (D o 0 0 D) D1 0 M m N C - C > p. W LO CD O Cl O ((') (D CD O O Cl o Cl 0 00 0 0 Cl 0 0 O O O. m m Y (D CD O CD (D CD o CD CD O O (D o CD O CD O CD O O r O O CD O O CD O V' > W Lo.O O O'o:0 (o 1n,0 0.. ID 0:.:0 0 O.O CD 'D O O lfJ.O O.-O N r .O'O O O' O r r. ,0 0(DO CDO' O "C/ O; 0'-O O T O' o -O-.r r O''r r �a U 3 o'0000000'00000`o'.o:00000ci0000CDC) oo:`,oJ co � (r) 'O O O'O :o 'o-o CD cz> 0 0: 0 ;0 0 0'.0 0 0 0 o O o O C, 'O o'o O:o.o a m W o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 b'0 0 0 0 0 0 00 0 0 o.C, o o.ri (IQ N N N :� V N Q ,p :'O O O:'O O 'O" O o D'O:°O O 0:..'D O.O 'O' O O O`.O"O .O O O"O O' O.O .O LU 'J CD O'O o OO 00O'O O.O O O Oo O O'O (D O C6; (6 (D O (D (D U -coco OH O o O ;C; M M'�O O o "O O. o 0' O 0 O.o JO (b f7 o o a)a)�. o a) 61 o 00 3 v `M CO. O:O m M,O O OO'.00000 00:00O:OO N E\I M J U co L N ,:r- � O �0 o b 0 r-r O' O O O.O D 0 0 0 0 O'. O M O :0 O (A Lo.. CD :Lb, U-). OM p C6 w Q M M-. M M F~--m C N M 00:OC) oT r w Ir w a > m u 11 �_ . :CV N N -'�- -� .,N N:: :N N (rj M M (+) �. v to 0 (D (n Cn C) °1 (D EL : J = n L (0- cc C >( C X X 'X X X :�� �( X X�' m -- :w w w w w w �( x c c w w..iu w:: w .w .;W: W ... -. -.; m m N C a a m � O m W 1- J U t W F- O W CC W IL F- Co O cn m II >Z X Y m co N m M � Tw m m a _a Y Y m N r` m M m 7w > > EU_ L_UL�- C m m N N co cn E cn v ri Ln 0 Cl) 04 a ca F- U m m 0 L N cc La, M N Cl) 0 x K r- r 0 0 0 0 C) 1- I- 0 0 0 0 0 0 0 C) m m 0 O m 0 0 0 0 0 0 C. 0 p, N N O O O o 0 N N O 0 0 0 0 0 0 0 r a- O O N o 0 0 N N o N N v M Cl) O o 0 0 C. M M O 0 0 0 0 Cl 0 o N N O Cl 0 0 0 0 r c- Cl r r -p E It Id- 0 0 0 0 CDct 0 0 0 0 0 0 0 0 m m C)O (O O O O N N C)of co y C Q O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m LT O O N 0 0 0 r r 0 �-- Y m m O O O O O m CO O O O O O O O O r '- O O O O O Cl r r O r r a m m 0 0 0 0 O m m C)0 O O O CD O M N m O O M 0 0 0 N O N N C `m p_ li1 m CD CD O m m 0 0 0 0 0 0 0 0 M m O C, N 0 0 0 Ln Ln O Ln M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 a O O O o 0 0 0 0 0 0 0 0 0 C)0 0 0 0 0 0 m m 0 0 0 Ln Ln O Ln Ln com0oo00m(m 00000000 r- r-OO-It 000 com0Cl) m r r O O O O O a- r 0 0 66 6616 0 0 66 0 rb 66 O o 0 0 0 O V V. O O O O O O o O N N Co 0 r- O O O Ln Ln O m In 0 0 0 0 0 0 0 0 0 0 0 0 0 O O LO m O O m 0 0 0 m m O m m O a (O (O 0 0 0 0 0 (O (fl O O O o 0 0 0 0 (O (O 0 0 0 0 0 0 co ('i O (7 co ? `000001-r-0000000C, 'DCD(000000000 N N O O O O O N N O O 00 O O O O r r O 0 0 0 0 0 N N O N N uj Y M m O O O O O m m O O O O O O O O N N O O O O O O r r C) r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0) m 0 C) <- CD C)M M O M M C, CD O C)O.O O'O O O O.O C)O'O 0 0 .- e- O O r 0 0 0 Ln Ln O Ln Ln llJ Y. N N O O O O O N N O O O o 0 0 0 o N N 0 0 0 0 0 0 0 0 0 0 0 M W 0 0 0 0 0 m w O O O O O O 0 OMMQOIITO co N N O N N r- r- O O O O O I- 1- 0 0 0 0 0 0 O O O) cn 0 0 m 0 0 0 m m O N N Li O �' r �- 0 0 0 0 O r ,- 0 0 0 0 0 0 0 0 0 0 O O O O O r O r N N O O O O O N N O O O O O O O O (O (o O O Ln 0 0 0 7 V O V �t cy Q) O) O O O O O m LT 0 0 0 0 0 0 O O LS Ln O O "t O O O m OD O N m W 0 Q m(00000 C)6(00000000O r-r-00N000 Ci(6 o cj6 O � _ N N O O O o O N N O 0 0 0 0 0 0 0 N N O O m 0 0 0 m m O M m C C Cl) Cl) m m N N N O 0 LT rT �:, a N N N N N N .- 'D m a z zz zz a a a a i a a CO a`D i i a a i a ei a z zz zz w ~ dd vv V V co too( (~occoo a a- a s ; a.,: a a a s r- r- C) O CD C) r` r- 0 0 0 0 0 0 0 O r r 0 0 m 0 0 0 r- r- O n I- p_ M M m m N N O O O O W X ? r-r�OmNNt-r.h.Oo000o0N f`r� NO N0mNO0000 W Q NNON V'cr MNN OO O O OO Or .0 N ONNONN Y N m O m M M M M M O O O CD CD (DO O It t O O Pj •a 0-- C. r r a E V 7 (D (D' to In Ot • t CD D CD D CDti O O to (� to (Dr } O N m O N m C m d O O O M m m N o D O CD 0 D O 0 0 �- "t r O N O O O r r O r > Y� M M p N N N N M M 0 0 0 0 0 b 6 0 C' 4 0 0 co 4 .a: 0 r r 0 r r >� O o 0 0 to N D o 0 0 0 D 0 0 0 , O O D o 0 to t- "t to o N �t D 0 C v d O O ID N m m N ID 0 D O 0 0 0 0 0 r N U) r O N O o 0 0 0 0 0 0 v O O p N N N N 0 0 0 0 0 0 0 0 0 0 N N 0 0 (M "' 7' O O O O D O -0 O d O O D O O p 0 0 O 0 0 0 0 0 0 O 0 0 0 0 M M 0 0 0 0 a p 0 0 O O O o 0 0 0 O 0 0 0 0 0 0 0 0 (O r- r- (D 0 0 m w Y 0 0 0 0 0 0 O O O O 00 O O O O O D O 0 0 0 (D 0 0 (D CDC) r 0 0 0 0 00 a C O O O N 7 V N O O o 0 0 0 0 0 0 (D m p m O N m m O 0 o D O O O DPN r r N O O O O O O O O O O M M O O O M f b > U .Y m O 0 0 0 p D 0 0 0 (` M (D f� 0 0 0 0 0 0 0 0 0 N CO CO to p CO W UJ O O O O O O ? n t� O W t(') U) t` r` O O O O O O O m m O N m N O O O O O o N N O N �' M N N 0 0 0 0 0 0 0 N r t� M O co M' M co co co 0 0 0 0 0 0 0 0 ct V O o CO rt "t Orr O r r d m Q 0 0 0 M (n to t-- O O CD CD CD O m N N m D 't m m 0 o D O 0 D V 0 0 'O N ' ''t M O O O O O O o 0 0 In U) (n to p m C' 7 W Y 0 0 0 0 D o O O D M M co M O O O O p O o o O O N N O O M 'ct -It O O O O O o (f O O O D O D O CD CD 0 0 0 0 0 0 r m m CD to N (D 0 0 0 0 0 0 D O o 0 0 0 0 0 0 0 0 0 0 0 0 0 m m m� 0 0 W O n � v r r p 0 0 0 0 0 O O O O O O O CD O O O O D 00 O N O O N O V N N o 0 0 0 0 0 Q Q Q o 00(O mM O o 00 o O O D O Oth r` r-- r- o r` CD CD 00 O O 0D O O O V r r r O O o 0 p O o 0 0 r� N m r- O N Y Y W U v r r O O D O D O O o (D co r- r- CO O D O O O O O O O N a0 CO N O N (O N CD O O O O O N M a cm) O (D N m m co O O 00 0 0 00 0 co U] U) M O -'r (D (D O (D 0 0 r- rl- r- f` 0 0 LO co coto M co co N N N N N N a z z C9 i atOaaa `�°(D(D`�° : a a a a i a a a . . zz . a s v a w > z z � F- ~ d d d d . . . t0 [T V' (O N a d . . . . . . a a a a a N N = E U C O O O N N N o 0 0 0 D O 0 0 0 N of CO N O co (V N CD CD CD D 0 a7 n W fl- ,d. d. ,� M r r co 'r 'r (0 M M Cl D N � O t CD D O r m m r O D 0 0 C. 0 C. 0 o O N N D 0 'V' D O p o D 0 0 0 0 0 0 00 (p (D N D D O o 0 0 0 0 0 0 m m O O O N m M to O O O 0 0 0 O O O O O O O O O O D O O O o O r O O r O o O 0 O O D O o 0 U) IQ O O C. d O O O O O O O O O O O o O O O O O O O O O O D O O O p D O D p o D O D p ID D O p CD Q C D o CD o 0 o CD 0 o 0 0 0 p O r -le _he.-- r r r r r r r r �-- r r �- r r r r- r r mO) N o j U Q CD CD O M M M (D 0 0 0 0 0 0 O 0 0 0 0 U) to O M M M O O D O D O N p O O m tl- f` M O O p O O p O O O p M M o r u O O CO CO O O O D O O CO 0 0 0 0 0 o D o 0 0 0 0 0 0 o O o 0 0 0 o o 0 0 o r p o 0 0 0 0 tr rr -- > �'f > p, O O O M r M O O O O O O O O o to M M to O M N N 0 0 0 0 0 0 m O O O p r .-- r r 0 0 O O CD (D O O CO » W m v r r M O N r r D 0 0 00 0 CC) W o 0 0 0 0 0 0 0 0 0 0 0 0 O o Cl 0 0 0 0 0 0 0 0 0 0 0 U > 0 66 r> _J E E M N j C a tz W O O O f-- r- r- n O D p O o 0 0 p 0 C. 0 0 N N 0 0 0 0 0 0 N r� (D CD CO to to (D O CD CD O O CD (D D CD CDCO aD CD m N N 3 CDN p (p 0 0 0 0 0 0 O O O o 0 D 0 0 0 0 66 0 0 0 0 0 0 0 0 D O r m C U) N E > N O 0 D 0 0 0 0 0 U) O r > d O o O CO O O M 0 0 0 0 0 0 0 0 0 M M M M O N N N 0 0 0 0 0 0 N O t O (D N N N N 0 0 0 0 0 0 0 0 0 U) N N (O O N N O O O m - Y O O p O V F D CD O CD CD C. O p O O O C. O O CD O CD O CD CD O CD > > O O CD O O O O M Y -p C W po00o.OoOo:bo.o>oopotou)Lo,topu)v).'uio.00.00'o O O:O 'O v U C6 3 O CD CD O D. c-.0r .- ID CD O.O O O 'o p 0'.0 0,0:0 0 o"oro 0 0'0 0 0:0 0.0 '0'0 0 0":0 ".0 0.0 0':0 >�a .0 W O m to ..O O O O O O O O (D C> b O. C) O O: 0 o o p o 0 O Cl O(D C7 (D Cl n r N J M O O o U .0 .O .:OOO OO.O 0000.:00'O'000.0-.O ;O .O,O.CD CO .O.O: O, r r- r �: -:. U QR N .11 N N _ _ _ r r V w 0 m Q 1] �O O O O O O �O. O O O.O O O O o O.O O O b.{7 O b'O o O o`d O O FQ- p F- ��O,O O O O OHO O O b'O O b o 0 0 (Vt<t <t N'O-N 6:O 0 0 050 O.O. ,: :.CYO. 0*,;M a 0 co:cM 0 0 b- O O O. O O C.(Dr 1- t- 0 0 W 0 0 0 O O H O O O r C c) 3 O O D'Cn N N t!) 0 0 O:O O O'O O O r:',M M .-O M N N O O O..O O,O m 4t rtf4:�O _ _-.'.'t wF- Eco';V7 0) 00 o!.N co 'co 4N. OO O.000.00OO' O.0 (D CO CO o0 O,:000 M mhtim HU a'')N Q to.:mm to.l'. NW"ro :: co co 0 W � 11 SF- > II N N N N' .�N N :N NM M (.)':... U�',,.w� (nU �= am v cu 3 a C x (0 w X(••X X X 3'i J'.;C C y: �C XX X X- X �X oat www ww w,w -- w'w SHEET TITLE: DEAD LOAD,SUMMARY CT PROJECT # : 10014 Osterly Park -Building B ROOF Roofing ashphalt shingles 3.5 psf Misc: ' 0 9 psf 5/8";plywood (O SB) 22 psf Trusses at 24" o c.. .3 0 psf Insulation 1:0 psf (1) 5%8 9yPsum ceiling 2 8 psf Misc Mech.; 16 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish ..: 20 psf NO gy.psum.concrefe 0:0, psf 3147•plywood (O S.B) 2:7 psf 10 2xat 12": avg 43. psf Insulation 10 psf (1) 5/8" gypsum ceiling 2:8 psf Misc >' 22 psf FLOOR DEAD LOAD 15.0 PSF 2006 IBC SEISMIC OVERVIEW a SHEET TITLE: CT PROJECT # : Step # 1. OCCUPANCY CATEGORY 2006 IBC SEISMIC OVERVIEW 10014 Osferly;Park- Building C 2006 IBC ASCE 7-05 TYPE ='IT 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 = .-122.29 W http://earthquake.usgs.gov/research/hazmaps/ http://earthguake.usgs.gov/research/hazmaps/design/ 6. Site Coefficient (short period) Fa = >1 00: Figure 1613.5.3(1) Table 11.4-1. 7. Site Coefficient (1.0 second) Fv = 11.50 Figure 1613.5.3(2) Table 11.4-2 SMs = Fa Ss SMs = 1.47 EQ 16-37 EQ 11.4-1 Mt = Fv S1 SM1 = 0.76 EQ 16-38 EQ 11.4-2 Sos = 2/3 SMs Sos = 0.98 EQ 16-39 EQ 11.4-3 SDI = 2/3 SMy So, = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 02s SDCs = D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDCI ='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 N/A Table 12.2-1 14. Deflection Amplification Factor CD = 4:0 N/A Table 122-1 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 Sos = 0.98 h = 26.00 (ft) SDI = 0.51 x = 0:7.5 ASCE 7-05 (Table 12.8-2) R = 6.5 Ct 0.020 ASCE 7-05 (Table 12.8-2) IE = 1.0 T = 0.230 ASCE 7-05 (EQ 12.8-7) S1= 0.51 k = - 1 ASCE 7-05 (Section 12 8 3) CS = SDS / (R/IE) CS = SDI / (T*(R/IE)) (for T<TL) Cs = (SD' * TL)/ (T2*(R/IE)) (for T> TL) CS = 0.01 - CS = (0.5 S,)/(R/IE) CONTROLLING DESIGN BASE SHEAR = TL = 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 Sj> 0.6g) 0.150 W DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 DIAPHR. Story Elevation Height AREA DL wi LEVEL Height (ft) hi (ft) (sgft) (ksf) (kips) Roof --- 2600 26.00 1,4.94 00.20 29.88 3rd :(9ppr) 8.00 18:0.0 18.00: 1:340 0025 33.5 2nd (main) 9.00 0:00 9.00'. 1340 0-025 33.5 1st (base) _. 9.00 0 00 SUM = 96.9 E = V = 14.58 E/1.4 = 10.41 DN 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = wi *hik wX *hX' DESIGN SUM (kips) Ewi * hi- Vi DESIGN Vi 776.9 0.46 4.81 4.81 603.0 0.36 3.73 8.54 301.5 0.18 1.87 10.41 1681.4 1.00 10.41 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. Fi E Fi wi E wi FPX = EF; * w,. 0.4 * SDS* IE* Wp 0.2 * SDS* IE* Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ewi FPX Max. FPX 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 0 _Z O O T O W C) U) Q N N a H Lr) r to o r I,- O LO O N N N N N (o(o (6 0 c O -n CD W O c O O m a) m O = r r r r r n V o m m co co w U) Q U 0) m m 0) m 1 L) LL (W I.L LL LL LL LL U) W W W W W �. .... .... .... .... U) a fr w a p O H U? W 0) (D U coo w fl0 U)i w Q U) U) O m U) N LL d U Z of N {- c: 'O .'C C m rn rn n a a n rn rn rn rn a a a a U)= 3 W = > O O O.O V) -M .O O Lf): Co.. 'c)cl) C 'p UJ :'O 0) V'::M V'..�O-'O .-- r 'O -V''�N O.co . N . O .O O O o O 0) 00 N C. (Y m W •q U).M N M... (N W O f` d' d O T U) : CCD O Lc) CLr)p0 L0 0 0) ,.M It V� :0 O r m O n r ;,N O" N `:O. O o 0 0 0 0) 00 N CDLy Z „� v LL ..Co N co: co `, (� r ao 0 f` 0 Z � �11 �II 11 II II ilII II II Ii II II II� II II II 11 II 11 T - L gCD o m Q ~ a a n n Y a a a a a .j O) O — a W O 0 (D O N O — W O N 1 Xk N�d'ln U) LLj h 0) '0 FiJ W C O n W C N W a m co U m N a a O V' M (0 c0 r N V V M (o O T N M 11 If t0 a (0 NC-4 i 9! N U 0 L a a j O co N N 0T t,7 c0 c0 CD CO LO W p >> /TOO II 'o z W M N M 3 = 3 m Y N (O d (D N O r Ll z O r y N 'r O Z Z CD tt V N C Lq O 0J m _ V NN 0i vo m Q N r M O ! 'a V' V tin 21 � C Y ? cL cD o m n o m o 0 0 rn ti Q LT rn m O N co N If U Q O �n ) O Q O N c:, c, c)Q LL, v cM O Co N Cc)m 6 Q Q V Cl C. Q o 0 coOOo c, o r Q Q rn ) m Lo " ` c) V' cD V p U Q Q V O N 7 M Q O o m N O O O M Q Q r Z,r 0 .. m O co N eo a Q v o 0 Q y O o U) O L r In 0 r- L o00 O O O W m W CO 0) U m 2 L N Q o 00000 W 0 0 c, 0 0 a m v r--: to ao ai o _ N M N p W SO Z.L I OO O W a SD oO ai 6 .D Z_ W = O -j a t0 o z a> Q w E a Of -v-o a o MNr ASCE 7-05 Method 2 Wind ti r SHEET TITLE: CT PROJECT # : MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-05 & SEAW RAPID SOLUTION 10014 - Ostedy Park - Building C SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW �\ MAIN WIND -METHOD 2 PER ASCE 7-05 Wind N-S ( ) Wind (E-W) Mi /Method 1 (Max.) in/Method 1 (Max.) DIAPHR. Story LEVEL Height Elevation Height 9 (ft) hi (ft) DESIGN SUM DESIGN SUM ind (N.S) DESIGN Wind (E-W) DESIGN SUM Vi (N-S) V (N-S) Vi (E-W) V (E-W) V (N S) Vi (E-W) V (E-W) Roof - 3rd (uppr) 8.00 26.00 26.00 18.00 18.00 1.:00 :1.00 1.00 2.00 1.00 1.00 7.20 7.20 3.9D 3.90 2nd (main) 9.00 9.00 9.OD 1.00 3.00 1.00 1:00 2.00 300 4.08 11.28 2.88 6.78 1st (base) 9.00 0.00 - . 4.08 15.28 3.09.82 V (n-s)= 3.00 L,; _ V (e-w)= 3.00 V (n-s)= 15.60 V (e w)= 9.82 Ut010N YVINU - Min./Methods/MetZgh DIAPHR. Story Elevation I LEVEL Height (ft) hi (ft) Roof 8 18 18 3rd (uppr) 9 9 9 2nd (main) 9 0 0 1st(base) 0 0 Wind (NS) Wind (E-W) DESIGN SUM DESIGN SUM Vi(N-S) V (N-S) Vi(E-W) V (E-W) 7.20 7.20 3.90 3.90 4.08 11.28 2.88 6.78 4.32 15.60 3.05 9.82 V (ns)= 15-60 V (e w)= 9.82 kips kips METHOD 1 base shear = 0.2 ratio 0.3 ratio Page 4 SHEET TITLE: 2003 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT # : 10014 - Osterly Park - Building C SHEATHING THICKNESS tsheathing NAIL SIZE nail size 0 131 dla. X 2 5" long STUD SPECIES SPECIES H=.E orSP.F SPECIFIC GRAVITY S.G.0A3 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dia '0625 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 P6TN 1.50 150 150 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. 10600 9300 13020 GYPSUM THICKNESS tsheathing NAIL SIZE nail size 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 sallowable V wallowable (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 w Y a X t� 0 0 0 o C)m m o 0 0 0 1� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m ❑. 0 0 0 0 0 0 141' 'a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y' N 0 0 0 0 0 0 0 0 0 0 0 rV O O O O O O O O O O O O O O O O O ° ? t`0o000com0000P-0000n0000000000 00 c n o 0 0 0 0 o v v o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :D Y N O O O O O O O O O o O N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -° 0 0 0 0 0 m m 0 0 0 0 1'- O o 0 CC) 0 0 0 0 0 0 0 0 0 0 0 0 C a (? 0 0 0 0 0 0 O O O O o O O O O O O 0 O 0 0 0 O 0 0 0 0 O O O O O O O O O O O O N O O O O O O O O O O O O O O O O O >� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c a 7 000OOOVnin000o000000000000000000 a. Y L6 O O O O O N N O o 0 0 N o 0 0 0 O o O 0 o O O 0 0 O 0 0 0 N O o 0 0 0 m m O O O O N O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C Q. "t 0 0 0 0 Cl CO M (D C)O Cl T 0 0 0 0 C, CZ) o 0 0 0 n (DO C:, 0 0 0 O Y C)O O O i C:- O CDO C;O CD o CD O 0 O o O 0 o 0 j N O O O C)O m c0 O O O C:)N O O O O O O O O O O O O O O O O O Q r 0 0 0 0 0 (1) (D O O O O r 0 0 0 0 0 0 0 0 O O O O O O O O O W : v Cl) O O O O O 77 o O O O T O O o O O O O O O O O O O O O O O N O O O o O m m 0 0 0 0 N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (j' m Q r O O O O 0 1D (D O O O O .r O O O.O O O O O O O O O O O O O O lL Y riOoo O 077000CD TOo 0 o o 000000000000 0 0 0 0 o m co,:, o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O m m o 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LLI ° � � r r In m� ((oo 0 0 0 0 0 (o (D 0 0 0 0 EDD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q. =- F- d c n 0 0 0 0 0 D) W O O O O D l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y Y 0 070 N N o 0 0 0 O O O 0 O 0 0 0 0 0 0 O O o O 0 0 0 O 0 O O 0 o O O to C S (D (D (D 11 11 2 . . . . . . . . . zz 'o� . . Z z C C W FT W cD O (D 3 a a s a . c E d— .^ o 0 0 o 0 (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "I" v' t m ^ S ) -aN v N W (n Q1 W 0 'C O O O O O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 O O O O C) • N O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0--o 0 0 0 r O 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 O O o 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y en Q O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n n Q r r r r r r r r r r r r r r r r Y Y r r r r r r r r r r r r r r O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 dj p_ o O O O O O 0 O O 0 o O O 0 0 0 0 O 0 O .O O O o 0 0 0 0 0 0 0 m W Y O O O O O O O O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 V > If 11 N o 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o n o 0 0 0 0 0 0 0 o r ^ >> d > 2- N N O O O O O N N O O O O N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N Q Ll.l v r 0 0 0 O O r r o 0 0 0 r O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 _V U > W E E y to C j — -0 d O O O O O o 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 U N N > m V 0 0 0 0 0 N C) C) C) CD CD (DO C) C)O C,o O O C)O O O O O o o O o o C)O CD C)t- Y m to t > > C .� -° E _ a)o C) (D 0 0 0 CD C) o C:) 0 CD 0 0 CD 0 C' CD CD 0 0 o O 0 CD CD CD 0 C, o o .a .- C > 2 b m 0 0 0 Cl 0 CO m CD 0 0 0 CO O 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C, 6 D O m fn > y� r 0 0 0 0 0 r r O 06 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n 3 > > '.c Y N _ W ;.rn C:) O O'O'(n 4') O.'O O O LO C) O O.. O' O`o O O o 0 0 C:) .(:D O'O O�'C) ON O O :O C)p d 7 U 0 3 .; O ) 0 O.o t7 'b.o oO�o.O:O ;o :0 0' 0 0..0. 0 0 0 o o:O 06.6 O. Oro J of (n r LO _. u :0 0 0 :0 0 'O '0 Q O 0 0 C) 0 0 ,0 0 0 0 O o 0 0 0 O O(D 0 0 0 �0" 0 0 C) 0 0:0 0 0.0 0 0 0.0 n () CC 0 0 0'0 0 00.0 0•0.0.0 0 0 0 0.00 0 0 0 J U (y m N N m U r r r. r r r r r r r r r r 1QY W v cc Q a o 0 o'rb o 0 C:) n n O o 0 0 0 0 0 0 0 0 0'0 0 0 0 0 0 0 0.0 0 .Fo F F o ;000000;0000':000'00 c)00000000000;000. JQ J m O.O O O.O.O O C5o O..O.�O-O O.O o* cD C) C) O O.O.O O:O O o J ..gib b o:0 0 o Lri(n o C3o 0 o,0 0 C) CD: 0 0 0 0o p:o 0 "t oN W F- Im (n O OO (O -''. O'O O:O OOO O O V w II S F- > m.�j U .O: W W .. (D C)m Q m J = .n 3 m _...... ... .. .� J (E m m oa�� 3 (Za W W r U Y O U C � a O CD u) N a a Y Y o 0 O N vr If zz a a = E m :3 � (n N 0 N M a a Y Y h N 9�) o lw > > _U _U E E _N M �N N (0 U) E U) v o 0 c+� N ca H m 0 a�Noi$ cl) u rn v 0 J N . = a J L � f0 C cu C A X E h o CD lO o LO LO O LO O O Ih O CD 0 o O o O 0 O o 0 0 0 0 0 0 W Q C9 0 0 0 O O V' V o ch O O g 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 ME = y O O O O i- 0 N N o r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a j h 000 LO O LO LO O LO O o 000 f- 00000 o 00000000 c Q chOo0M'D CDMoor�00000000o00000000 > v O O O O r 0 N N O r O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a "t 0 0 0 LO O co co o LO O O �t 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o jC ° Q. `V o 0 o CO O N o O Cl)O o- 0 0 00 0 0 0 0 0 0 0 000 09 0 N O O O r O N N O r O O N O O O O O O O O O O O o O O O O O a:2 V o 0 0 0 0 0 0 0 0 0 0,1- o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C O~ a m00000 LOU') o 000 m o o 000000000000000 .X m O O O O o N N O O O O LO O O O O O o 0 0 0 0 O O O O O O O a m o 0 o m o 0 0 0 m o O m O 0 o 0 0 0 o 0 0 0 0 0 o 0 o o p _C " L O 0 0 0 U) 0 0 0 Cl LO o 0 LO 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 O Y N o 0 0 N 0 06 0 N O o N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N j m 0 0 0 o O� n O o O O m 0 00 0 0 0 0 0 0 0 0 0 O O o O O d p O O O [7 O LO Ln 0 (h O O 1- 0 0 0 0 0 0 0 0 Cl 0 O o 0 0 0 O 0 uj v r 0 0 0 0 p N L1) 0 0 o 0 7 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 o � CO 0 0 0 o O m m o o O O cM O O O O O O O o 0 0 0 0 0 0 0 0 0 a n O000Momo0oMoOMO0000000000000000 ul Y 1- O O O O o co coI CD CD CDr O 0 0 0 0 o 0 0 0 o O o 0 0 o o 0 N O O O O O O co 000 O Clio 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 O 0 0 0 0 LO p o co O LO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 u j U n L 6 0 0 0 C,5 0 [O (O O c' o O N O O O O O O O O O O O O O O O O O O O O O fl- 0 0 0 0 O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 (� r 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CL LLi ~ O v 2 r n 0 0 t` 0 0 0 0 0 0 0 0 0 0 O O O O o 0 0 r r r a (OO O o O No CD CD lVo O O m 0 000 00 O O 00 0 0 O O O O O j > d O N N c7 'D m C a . . . . . . . . . . . . . . . . cJ n w F v co m v C1 LO000�0000c-�poM00o0000 , _ CO Coo 0 0 0 0 0 0 0 0 uj > N N N N O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O p O 0 0 0 0 0 p 0 0 O 3 r 0 0 0 r O r r O - 0 0 r 0 o 0 0 0 0 0 0 0 0 60 0 0 0 0 0 r N o 0 0 0 0 0 0 0 0 0 0 0 0 o p O o 0 o o p O o o 0 o 0 0 0 0 0 Q Q O o o 0 o O o o O o o o 0 0 0 o O o O o 0 o O o 0 o O o o o 0 r a r 0 0 N O V Ct O N O '[� �-- O C)O C)O CD C,O CD CD o 0 0 0 C. X !Z fD 0 0 CD O (") C) o O O CI) tD O O O O O O O O o 0 0 0 0 0 0 0 0 v < O O O M O (n In O M O O r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'p ? r 'ct O o N CD V'T C- N o 'ITr CD 0 0 0 0 0 00 C)0 0 0 0 CD0 0 C C1 CD (n o 0 (q O M M O (D O 0) (D O o 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 7 :1 Y r O O O M OL� In O CO Cl O O O O O C. O O O O O O O O O O O O '0 V V OO r-O N CD O r-o It V (DOO o 0000 00 00 0000 0 cmQ N (n O Cl N O W CD O N 0 0) N O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > Y r- O O O N O N N O N O O r O O O O O O O O O O O O O O O O O M C to 0 0 0 0 0 0 0 0 0 to 10 CD o 0 00 0 0 0 0 0 0 0 0 0 0 0 0 H$ r- N o 0 0 0 (n (n G O O N r` O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co (0 O O o O N N O O O (D M o 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 >� M m 0 0 0 0 0 0 0 0 0 0) M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 >C (n (D O O N o 0 o O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > O Y N�'0 0�0005(D - 0<t(D C) CD C; C) CD CD O C)O O C:,O C, C:) O O Cl) N j � r 0 0 M O r- n C)(D O I,O O O O O O o O O O O O O 0 0 00 (1 Q r- tD O O r 0 O r o (O t` 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W v - O O r O (P 0 O r O r 0 0 0 0 0 0 0 0 CD 0 CD 0 0 0 0 0 0 N r 0 0 CO 0 M M O N O N O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (� w p.' O tD 0 0 1- O'N W o r- 0 M O.O O O'o O O O O O O O O O 0 0 0 0 o�o000C?Ci0oo70a0000000000000000 CD "t 0 0 0 0 CO M C- CD 0 7 (D o (D C� C) C) C) CDC:,C� (J (7 0 0 0 0 0 0 dF (nrno0uoommo(nornlnoo00oo00o00000000 W 0 Y (o N O O M O (D co O M O N O C:)0 0 o 0 0 0 0 0 0 0 0 0 0 0 O N v r r r r r r U) w O' "' 0 0 0 0 0 0 0 0 0 M r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co 0 0 0 co cD 0 0 0 CO 0 0 N o 0 0 o 0 0 0 0 0 0 0 0 0 0 o 0 0 Q. a .NCY w Y a0 N O O O O O O O O O N N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r N N r N O M c0 (n o O O C) C, CD C)0 O (n CD C) CD 0 0 O O CD C)o 0 0 0 0 0 0 't T - .� n O 'tt' 0) CD 'V O Cl) co Cl) M II II - - U c m tZ Z Z > > F ~ co O v to (n (n cn a s a a: a a zz '0 _0 m z z r c c LLj F m co a v c~o to 3 a a a a a a . , . . . . . . . . . . c E c1 v o 0 0 o 0 0 0 0 0 0 o v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r N (D (D IIl ) Q N r N N N N m � W L O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N r r O O r O r r o r o- .- 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 O o 00 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 cn y) Q Q O o Cl 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C2 EL Y Y r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r m dn o 0 o M 0 0 0 0 M O O V O 0 0 0 0 0 0 0 0 0 C. 0 Cl 0 C. 0 0 V r r o 0 o r o 0 0 o r o CD r.o 0 0 0 Cl 0 0 0 0 Cl Cl 0 0 0 r 0 r CoLjj Y 0 0 0 (n v N CD C) CDN (D C) (0 CDN C) C)N O (D C)O CD C) C) O CD C) C) C) CD C)o C)aD CD > r II it N r (f) 0 0 r- 0 0 0 o r- 0 (n r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o r- - - d > : N N o O V 0 0 0 0 V O N N o 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 W W >> W Y O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O o 0 0 0 0 r _U _U > W E E 'p j N O O O N o 0 0 o N 0 0 N O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 aD O V) m C d CO O O o CO 0 0 0 0 N 0 0 W O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N to y > Y N O O O N O Cl O O N O O N O O O O O O O O O O O O O O O O O r l(} Y 0) cn (n > > r r U E p m 0) 0) O O CD 0 0 0 0 oD O 0) 0) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O N o : C > d ' a' (() 0 0 0 0 0 0 0 0 0 (n <I' O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o M 3 O N= (n °) O o O o r O C) o C)r o o C)O o 0 o o o O CD o CD o 0 o O o 0 o R > C Y . (n (n, 0: 0 tc) C), (1') to O' (n' O i0 ;(n O O: O C) C) (D CD 0 0 O .O.O :O 0 0 O � 0 N .0, ,:N.'(14 C) (D. N, (D.*"N'0-N"CD 04 CV O C) b:o '0 C) C:) O.o (D C) (D CD CD O.O,O (Dw a v U o 3 o 0 0 0'0 0:0 0 0 0:0 0 0 6.6 0 0`0 0 0.0'0 0 0 66 o 6 CSJ In 0 0 00 CDHO 0 'O o Z O (D LO O O C)'o o 0 o C)0; 0 0 0 O' CD0 0 C, io O .O :O. O O"0 O.00DCDC 000 CD0_O 0. 00 N Cl) 00 SO o C) 0oa�o C6 m N N Wv a o 000`bbd;hood'000;boo;oobb'oo'0'0oo'oob'b F Q ccn F J ' (n (n O',O N O O O O N O In In 6.0 O .O O O O .O O O O O O O(DO O JQ ch M r r - .O C) O OrO O 6.6 OHO 'O O.O:O O O.O.O O;O.O O (D: C). O.b::O O 0 C:) 3 ri:o;oo;o:(b(no':oOco: o000000000>000000`oro W H E ro(n O) .MNO,O(n0000 Cn O N M.:O OOOO o o.000 o0000 o' C) (D HLLJ'O N N O M M CC? W �.. cn O N W w=F- > (jU fl W W (n U °7 m CL m J x (Q 3 L 8a jr U (T m C O m WI J (� !Z W H o W W n 2 f- (n 0 mw m Ci IT V BW U _U E E M aT m m U) E U) V L6 O M 04 m H U CO cD Cl . o � N � co Lo (n O .M N O " II > m— J N d 9 =w3 t M J d � m m �_ o a X E N N O O O O O N N O O O O O O O o 0 0 0 0 0 0 m m O m 0 0 t6 >Z O tD 0 0 0 0 0 (D N O O O O o 0 0 0 0 0 0 0 0 0 •a O V' m mll� O O v O O O O O O O O O O O O Cl O O C. C. O O O O O O O O O o 0 0 0 'O m d Oo0o0tno000CE 0000 o 000<t V0-t li'p0 O o 0 0 0 (D t() O O o 0 0 0 0 0 0 0 0 0 0 0 V' V O V' V' 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 p 0 0 0 0 0 o Inu)00000 nin0000a000000000vvO<tvo0 (1") N 0 0 0 0 0 47 (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V"t O <t V o 0 � v 0000000000000CD, CD* 00C)*CD, 0000000 -0 0 0 0 0 0 0 0 0 0 o O o o O o O o 0 0 0 0 0 0 0 0 C. o O O o jc o a �--mmopOOo(bCnC:l 0000000Oo00oo00000 > v r- 00000 --00 0 0 00000 00000 N N O N N 00 -p O o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C m m O o 0 0 0 m m 0 0 0 CDO 0 000 0 0 0 0 0 m m (Dm m 0 0 � , o riri00000m(600000000000000ciri0oici00 E N N O O O O O N N O C) o 0 0 0 0 0 0 0 0 0 0 0 m m p, m m p 0 (J n (D (D o 0 0 0 0 (D (D O O O O O O O O O O O O O O <t V O "t V O O W Z Y O O O O O O O O C. O O O O O O O O O O O O O O O O O O O O O N N O O O o O N N ,O ,O p .O o .O .0 .p O. 0 0 O o O m m o m m O CD O o 0 0 (D (D o O o 0 0 0 0 0 0 0 0 0 0 0 V' ,t O V' tt O O W j o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w (')th0000OCOM00o0o0O00000000 4 00 000 ( ~O t1 tt 0 0 0 o o '4 V (D 0 0 0 0 0 0 0 0 0 0 0 0 0 f` ti O 0rl� 00 0 0 W v N N O O o 0 0 N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N o N N O o �-•- OO 000 r.--0 O 00000 a 000 000 T-- C) �� 00 N N 0 0 0 0 0 O W O o 0 o O o 0 0 0 p 0 0 0 C. m O O of m 0 0 ~ n' V •ct O O O O O V 'cl' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '7 �t O •V' 0 0 W O N W 0 0 0 0 0 m m 0 0 0 O O O p O 0 0 0 0 0 0 w m O m co O CD O O CD O '= a ZZ ZZ ZZ a a a a . . . . . . . to CD . (D lD Coto (D m CJ CL FF Zz I-- Z2 ZZ LLI co cD m f- h-- F }- a a a a i (D (o to (D O o 0 0 o v v o 0 0 0 0 0 0 0 0 a a a a- d"I'v U 0 0 r � r rcq CD O o 0 0 0 o 00 0 0 X E vvo000ottV'00000000000000ln000t-oo m a Ln lD o 0 0 0 o In In 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m O 00 0 0 0 v N N o 0 0 0 0 N N 0 0 0 0 0 0 O O O C. O O O O r O r a- 0 0 -O j O O CD CD (D (D CD0 0 0 o C) C)o 0 0 0 0 0 0 00 0 •V m C)m "t CD CDC Q r.- O O O O O r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m L n O L n m o O Y N N O O O o O N N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 O -O LL) Ln O O O O O Ln Ln O O O O O O O O O O O O O O O m O m 0 0 0 Un 0 0 0 0 0 Un L n O O O o 0 0 0 O O O O O 0 O If) O O O L o 0 0 v r — O O O O O r r O o 0 0 0 0 0 0 0 0 0 0 0 0 0 r O r O 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O ' C P w O p N 0 0 0 0 0 N W CD CD 0 0 0 0 0 0 0 0 0 0 0( D CD O 0 0 > O 000 �" r 00 OOOr e-000000 0C, CD 60 (h r O r M O O �t V 00000't-It 00000000000000 m m O M mO O C 2 t1 r-I` O o O O O I,- h O 00000 o 000 a 000 m N O N N Oo O Y I� �00000r�r�00000000000000coLoo n(000 ? -It "7 0 0 0 0 0 T -,t 0 0 0 0 0 0 00 0 0 0 0 0 0 I 0 0 0 I 0 0 C1 d I n L n O O Cl Cl O L n L n O O O O O O O O O O O O Cl O O N O N O O O W Z Y N N O O o O O N N O O O o O O O O O O O o O O r_ O r r O O N. N .0. CD C:) .O .O N N .O o Cl 0 0 o O (DO 0 o CD C) O m r C)r m 0 0 ( j m n m m O o 0 0 0 m m O 0 0 0 0 0 0 O 0 0 0 O O O io C) O() Ln O O W Y r r O O O O O — r o O O o O O O O O o O O O O O r O r O O O Co Co 0 0 0 0 CD C')0 0 0 0 0 0 Cl 0 O O O o 0 0 Ln (D C) CC Ln (D O 0� 5L -'tv 0 0 0 0 0� -'t CD 0 0 0 0 0 0 0 0 Cl 0 0 0 CD C)r o r C, 0 0 W D d N N 0 0 0 O O N N o 0 0 0 0 0 0 0 0 0 0 0 0 0 7 N O N O O Y O C) CD CD CD O C) CD O CD O CD 0 0 0 0 0 0 0 0 0 0 0 Ln CO CDC) n O CDM M a CO O o 0 0 0 0 W 00 0 0 0 0 0 0 0 0 O O O O O O O L n O L n o C) o as W o a aiM C)(DOO) m CD 00 C? C) o C)CJ o o C) C) O o Oo(o o(o Co Y s[ 00 CD p Ln In O CD 0 0 Ln In CD CD 0 0 0 0 0 0 0 0 C) C) CD O r O CDt7 I` C:) C)W n C r r N cO > Q N N N N O (D (O O II 11 N > > c a ~ z z m cD t-- !- • l0 (D fn to a a . . (D (O . (o (D a n- . . . . . . t . : a a : a a ' z z v v Cia z z c c Li I - co (c cD (n a a 9 9 E 3 a a a a. c E d_ c C (D0 0 0 0^C\j O C) 0 0 0 0 0 0 0 0 0 0 0 o,t �t o v v o 0 C) C) W Q N N ry N N N lU Q 0 0 0 0 o C> O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 000 o OO o 000 00 00000o rr 0 r 00 Q O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Q. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q CMl Q 0 0 0 0 0 0 0 0 0 0 0 0 r— r i-- r r r r r r r r r cY M 'XQ M j O 0 Q Cl ID CD (D Cl CD C) CD CD C) O O CD C) O O CD O O (D C) C:) C) O O O O C) CD r �{ (O O Cl O C) O ID(O p C, C) O- 0 0 0 0 0 0 0 0 0 co W v 0 (D (D O Co W C) C)D Ln o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0 0 0 0 0 0 0 0 0 0 p II II -- N d > p, N NCCCCCN N CD O O O O O O o 0 0 0 0 0 0 N O N 0 0 0 m (D (D O O O O O p (D O O O O O O O O O O O O » U U W N Y > O O 7 N O N 0 C:) O C) O C) CD (DO CD C)o 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 (h �. E" E M M 'p > C .L1 d W m m 0 0 0 0 0 m m O 0 0 0 0 0 0 0 0 0 0 0 0 0 m m O m m 0 0 0 [p "t "� C:) C)O O O 'R V 0 0 0 0 0 0 0 0 0 0 0 0 0 'V O N N [9 Y 0 -t' O V V O o m� O C:) CD O CD O C) C) C) C) C:) C:) 'D (D CO (D C) C) C) (D CD C,O O m N t= L 'o N .n (n (n E 7 > -p m C N r1 O O C, CD CD CD C) (o c0 N O O O o 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 O o t` O O q '� Cl O O O O 'T V O O O O O O O O O O O O O co (n > - Y > O CD(h r O r C) C, co c O O C. O O O C. O O O O O O O O O O O O O O O O O O O o O O O N r > N Y W O O O'O.O 'L'0- )'(0 '0O OO -OO'OO O O'O CD O O O:O C:) If) In CD n.n.;0 N y ` O oOO.O.00 O.O`O .O 'O O O O:r 0;<- �.0 :0 M n- O W 3 , J .0 O O.O O O: O O O -O C' (D: c�. c> 0'o OO O O O.O C, 0 O.O ;: O O' O pLO co co co It W N O [O Ln O 0 0:C) O O .O C) o O O O(o O o.O o 0 O.rO 0 0 0 0 I 0 0'O O_,O O 'O J m p O C) ,C.. 0 0:O O p 0 0 0 O"O O O CCCO.O 0 0.O O O O--0 0 O _ O N N N N Y Y t7 W v cu CD i o o C� CRpC), Oo'oOo.CD O000C�oo4Z oC) -oo`o Fo auwo.000,o:coo),o0oo'.O•oCio.000C) CO00Cicamoo g� m - - -� >tn Lo O O O O"O Ln LC7 O-.O O Orb O O OH O Q.O`:O O-O.O O'O;.tn. (D. C:) O O 0 3 ,.V' 'cY O'O=� O C7 d' "C' O"O O O?O O (J O'. o O'O'O O-O '1� V' O aV't� CL 7 ! W Ln' m N , 00 c0 O .O O o O. 00 co O -O O C) O O C) O o (D.6 O :m of o OO . m o O. (o (D (D O F' W V C7. Q O. ,.(D .: .O to Ln'O O O M w li mr > !T I I O :N N N ... M Ln - lt7 In (.0 Po (n C) J N Cl N = M 3 _ _ _ CuCL c (° ED W Lt1 W W W ` W LLl = c C7 CJ CD,W "W o a C7 . W W W ( :W w O 2 k E et ti'O Nro-.g"t OOOOOti r`I-i-000O01`OOOI-o0 m � a InW! oLnv>ooC dC v( vvoododomom000 2: S2 N N O O O O o N N O 0 0 0 C' r "t ct tF O O O O O r r O r r 0 0 O O O aO O O O O O C)O O N N N N CD CD CD 'tm 0 co ct O O "d m a r<-OtnC I r�--O O O p O N N NN O 0000 O In p to O) o0 Y N N CD CD CD Cl N N C) CD C. C) V t c!- "t O O O O O O r- O r O p O O p O r co .- CD CD CD CD p CD 0 0 N N N N O 0 0 0 0 0 0 0 0 0 0 0 C m Q O O o to O In O O O O O O O O N N N N O O O p C! O b 0 0 0 0 0 j v o 0 00 0 0 00 0 0 0 0 0 o d- "t It v 0 0 0 0 0 0 0 0 0 0 0 0 p o o p In o o p 0 0 0 0 0 0 0 0 p O 0 0 0 0 0 0 0 0 0 0 0 0 O Q O O CD47 `1: In CD CD p CD p CD p O 0 0 0 p CD 0 0 p C)0 O O p 0 0 j c Y o 0 o v co 'It 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 O O O <t O O O O O O O O O m In m N O O O O O 0 0 0 0 0 0 0 C .n O O O O M o 0 0 0 0 p 0 0 o W M W N O O O O O O O O O O O O O Y 0 0 0 co m O O O O O 66 0 6 66 6 0 66 66 66 O O O O O 0 0 0 0 0 I` O O O I` 0 0 C1 p. MIn CD V' MO to NOoo00 V'<t 7''d' O O O O O O N O OO O pd W Z Y N N o 0 0 0 0 N N O O O o 0 'V 7 Ct V' O O p O o r r 0-- p p O O O f` N .rl- O O O O. O O 0.0 t- I` I- I` 0 0 0 0 Cl 0 0 0 0 0 0 0 d m fl O O o m <t M O O o 0 0 0 0 0' t tt 't "?' O o 0 Cl p Cl O O o 0 0 p LLI .Y O O O o O O O O O o O O O O -.t 4 -,t V p O O O o O O O O O O O G O O N Co CD CD C)O CD O O O O o 0 0 0 o p C) 0 0 0 0 0 p Cl 0 d O >Z O O O O ti O c) c) O O p O 0 0 0 0 0 0 0 0 0 0 o O p 0 0 0 0 0 w a. ..1' O O O to In (O p O p 0 0 0 p O o 0 0 O O O O O O O O O p 0 0 0 co U' O O O m I` O) O O O O O o 0 0 m m m co O 0 0 0 0 0 C. p 0 0 0 0 O p O In N In to m 0 a O p 0 c) 0 0 0 0 'cr 'ct V 7 0 0 p O 0 0 o p O p 0 o a Y Y w 0 0 0 co (0 W O o o o 0 0 o 0 0 p 0 0 0 0 0 0 O 0 0 o o 0 0 0 N - r r r to (N O M '0 CD 0 M 'ch M O C) p 0 0 0 0 o r r O d 0 0 0 00 0 0 0 0 0 C co m m �.tV-'t II II -- r � tl ZZZ I-- I--- ~ aaa v vvv I a a a a . . . . . . . . . . zz CJ a z z z a a Itl H F ~ ' aaa a a a a . . . . N N N N . . . . . . . . . . C E d o p o M CO M p O o 0 0 0 0 0 0 0 0 0 0 00 p o 0 0 p o 0 0 0 v vv a - co � rn m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u) M m In O o 0 0 p 0 C. 0 0 0 0 0 C) O O O p O o 0 0 0 0 p 0 0 0 - r r h 0 0 0 0 0 0 0 o p O O p O N O O O- r a- 0 0 0 0 0 0 0 0 p O 0 0 0 0 p O o 0 0 O O O O O II O O O O p O 0 0 0 o O p Cl 0 0 0 0 0 0 0 p O 0 0 0 0 p o 0 0 Q p 0 Cl 0 0 0 0 Cl 0 0 0 0 0 0 p o 0 0 0 0 0 0 0 0 0 0 0 0 o p ---- r r r r t- r r r r - r r Y Y r r -- r r r r - - r r r r m d. j .n n O .O O O N Q) O O O o 0 0 0 0 t- 1- 1` t` O O O O O O O O O O O O N In 0 0 0 GO I� CO O O O O O O "O O O O O O O O o 0 0 0 C) 0 r 0 r � W Y 0 O O O I-- (O O O O O N O O O O O O O O O r r r O O O O O O O O O O O O aO O r II 11 -- tD d > d 0 0 0 aD (0 o0 O p O 0 o p O O m m M m o 0 0 0 0 0 0 0 o O 0 O � Q O O P- In r 0 0 0 0 0 p O O N- N N O o 0 0 0 O O >> W v p O p o p 4l W O O O O o O O o O O O O O 0 O 0 0 O O O O O o 0 0 0 0 0 0 0 r > _V _V E E W w 'p j C wo Q. W o p p p m C) o 0 o p 0 0 0 p In m In In O o 0 0 0 p Cl 0 0 0 0 0 (O .- 0 0 0 I- r t- 0 0 Cl 0 0 0 0 0 0 0o OO co p op 0 p 0 0 O ID C) 0J N N [n > 14 v > > CD CD m 0 O o 0 o N 0 0 0 0 0 0 p O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o cD O � c =p U E m r O O O O N p 0 0 0 0 0 0 0 0 [O o7 N oO O O O O O O O O O O O C:)u) - 7 U) C > CS T a O O O M p M O 0 0 0 p O p O M M m M O 0 0 0 Cr) 0 p O 0 0 0 0 0 o o 0 V m j Y >> o o CDo o p O o 0 0 o CD o 0 o C) o c) o 0 0 0 o O C) p CD C-), Y N a C ;O O-.O to to ,ln o-o O:O'O':c) O O O O O C) C:) O p CD C) p -O c) O.O.O c) W ';O C> C) - :.-'O.p O�.O'O".O O.p�O CD c), o.0 O O.O O O b O O-:O..p va v 0� 3� p� N o'000000.o.00:oOo:0000'oo.0000'o'op0000� w W u') X0 'O 0 0 0 0 0 c) C)O O'O O p -.O O O C) O O O'.O O O 0 0 O�.O O O �O o � cu C, o o m 'O 0 0-'O 0 0 O. 0 0 0 O bd-O 0 0 0 Ccp oo 0..0 o O..O p "O O.'O Q N N N U •- r :r r r r In (o (6 w 0 CD O_ a i ; O O O t 7 0 0 C D b o b' .; 0 O C; CO O (D 0 0 b O p: O, 0 0 0 O O O O m m t s (� F-p ♦- :'000NN N0000''o 0(s m MM:MO O'O OO'O C)0O'O :O 'o Cto O IL'1 'O'o 00�'.000000:'O'OO O.:O OO`0000"O O O.O �, �,O061 h000b': C]O pO M M C6 m 00:0O c) c'. O o 00o'O CO N C C W `M �..N O C) .:N O M OO o O:'.O 00C) O OM_M O C)C)0 000OO'OO O.-- Q co a a CIJ O N,. « « W II W n- > m II cp 0 n zca .n n c X c0 cum - N X( X X X �:� C i N@ (D'. t0 XSC X "X X X •n.l w w w C7 C7,C�;C� w w w > ww w oa�� ,:.w — Z SHEET TITLE: DEAD LOAD SUMMARY:'; CT PROJECT # : 10014 - Osterly Park - Building C ROOF Roofing ash phaltshingles 3 -5 psf Misc. ; 09 psf 5/8' plywood; {O SB) 22 psf Trusses at 24 o c... 3Q psf Insulation 10 psf (1) 5%8" gypsum ceiling 28 psf Misc (Mech_ . 1_6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 20 psf NO gypsum :concrete 0:0. psf 3/4 plywood 2 psf 2x10 at 12" avg 43 psf ' Insulation 19 psf ;(1)/8" 9YPsum ceiling 28. psf Misc 22 psf FLOOR DEAD LOAD 15.0 PSF J� PORTAL FRAME ASSFMM For a I Iowa ble holes, see SB2 and SB11 on page 12 Pre-cut wiring chase 1/6' gap brace and concrete Single Portal aps'/z" from both sides ce (4 straps )race) Column base with a minimum uplift apacity of 1,000 Ibs Concrete design is the responsibility of the design professional of record PORTAL DESIGN INFORMATI® Use one strap on each side with a minimum uplift capacity of 500 Ibs per strap Double Portal 1\ Portal straps �i" from edges on both sides of the brace (4 straps total per brace) For allowable holes, see S82 and SBl I on page 12 Pre-cut wiring chase Using Shear Braces in Portal Frame Assemblies The portal shear braces listed in the Allowable Design Loads —Portal on Concrete Foundation table on page 9 require the brace -to -header connection details shown throughout this guide. Increased shear capacity due to the portal acting as a system has been accounted for in the Allowable Shear values. When designing portals using braces not shown on page 9, use the Allowable Shear values from the Allowable Design Loads —Stand -Alone Brace on Concrete Foundation table on page 6. To achieve the Attached to Header values shown in the Allowable Out -of -Plane Lateral Loads tables on pages 6 and 9, braces must be attached to the header using the supplied screws and Portal Kit straps. Any alternative connections designed by a professional of record should consider shear, header overturning, and lateral out -of -plane capacities. ■ For Portal Installation Details, see pages 15-17. ■ For drilling and trimming information, see pages 12. aps 54" from both sides ce (4 straps )race) Concrete design is the responsibility of the design professional of record Portal Header Design ■ Header width must be N' minimum and 5�i" maximum. ■ Header depth must be 9y" minimum and 18" maximum. Induced Forces A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR-2652 for more information. iLevel Shear Brace Specifier's Guide TJ-8620 January 2010 8 ALLOWABLE DESIGN LOADS -PORTAL FRAME Al;awable Design Loads -Portal on Concrete Foundation )a� _`j ,rx pTotalsr .c ec�Setsmrc0esl n4Rt;'vr do YWmd DeSlgn eras• PoT YYa B "ra e f l 4x ,rd7 Wrdth �rYertrcal _�n ti, 5 rttal�} oldo HwriUphft allowable'yDrdtat'U rr� EXIUrrF�l rmrfi$ra Her hit Lead erA]lowable a{±s #hearrFAShe a6�atSheoa �=bftShearr,r y .t'sASliea"r�i 1 lifi',; i. +Shearczltti t....�atAlyloW61e' s, 12' 78' 8,000 2,730 0.29 8,520 3,000 1 0.31 9,370 55612x�5 ':i12':;.: 85'fi": "8000':`•::,2'S20>: 032:-.::_:8;620: 2,770 :::.0.35 ':`.'2'9,480.•:. pS rS6�2�78r 12 93y 8,000 2,310 1 0.35 8,620 2,540 0.39 _ 9,480 TSB ]ZX9 : 12 8;000 -. ;"1,580 .. 0`43 . . *:8;315 1,780: -Ms, - 0" . 18" 78° 8,000 5,600 0.30 I 12,285 6,160 0 33 1 13.515 38x8ti:r. 14925 5;910.:.: '.. 0.37..:'.' '_14,220, ' , aS8 18" 93'/' 8,000 5,150 0.37 1 13,510 5,665 0.40 1 14,860 _611 1} 18 a05'/° 8,000:':' 3810 �:' 0.43 .:>:12,530 4;180' 0:5i: ::13750r, vireS6, iSe�dx7r{,. 24" 78 8,000 10,300 0.29 1 18,260 10,400 1 0.30 1 18,435 nSB �dx8' s '29' 93'/": 3;000 : '.''8 870 -0 39:. ':=18;800• 9;760 .: ;:0.42 '+4'riSB 24x`9!1t 24' 105'/" 8,000 7,810 I 0.42 18,680 8,590 0.47 20,550 k `3:xiS84Zx7 >i2'. ..'-38 '8;000.' `'1300 .` 0.21.'>;.'',8i15 1;430 033 '.'`8,925' " rS8A2X13 12' 85'h" 8,D00 1,200 0.31 8,220 1,320 0.38 9,040 ,12':. ., 93�":. ; i:8,DD0:: 1 100 0.35 :, , ..::8;2I0 • ::. 4.210 A:42 .: .': 9;030 ' asB31ai9;°!` 12 105'/' 8,000 790 0.43 I 8,315 890 I 0.59 9,370 z'0SB_ Bz7. <18':`': '-;78'.: < •8,000 ,.";:2;800 12;285 3;080 - 0.36 . ' 9::13,315 rSB 1'tiz➢5;s 18' 8554' 8,000 2,625 0.33 12,625 2,885 0.40 13,890 H rSt378x8„ .:•18" •< '93ie' :8;000 ;":2;A50 `. '' 10.36 r :12,855 2;695. ' i21S8 #Sz9!!1F 18" 105%" 8,000 1,905 0.43 12,530 2,090 0.51 I 13,750 j$6:7 x7 'r24 24' 78 - 8;000, : ' i 5;150 _` .:. D 29 : ,;. _:;18,260 : 5,200 ..' 0 30 : •,' < 18'435 93'/' 8,000 1 4,435 I 0.37 18,800 4,880 0.42 20,685 . kIS�],Z4x'314),,. ;-24'.:,:,;:165'/':...'.8000 .,:3,905 .' ': D42.'`.. :�18;680. '4,295 .: --: -0.47'.-:,..';20;550-,. (1) Interpolation of Allowable Shear and Drift at Allowable Shear values is allowed; use the values for the two closest heights. for braces less than 78' tall, use the values for a 78' tall brace. (2) DO NOT interpolate Holdown Uplift at Allowable Shear values; use the value for the shorter brace. (3) 12" wide braces 00514'tall or less) and 18' wide braces (141W tall or less) are allowed in prescriptive applications. (4) The portal kit must be ordered separately when specifying braces over 100' tall. General Notes Allowable shear loads (Ibs) ■ Allowable Design Loads table is based on: - No further increases for duration of load are permitted. - ASTM A449 or ASTM A193-B7 threaded rod for anchorage; 1' diameter for 24' wide braces, 7/s' 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 2x6 wall framing. See SB5 (page 15) and SB12 (page 12) for header framing options. Allowable Out -of -Plane Lateral Loads(l)(2) (PSF) -Portal on Concrete Foundation •P"Braced: ;ri::?.; %��ti> -:+i't'�;:*�:PDrt'alc8l2Ce7iei` fit"€rk:'s"�i ;Y:t'rr" r"f�';;;: 275 1 255 1 230 1 205 150 1 110 85 nieadYvt +]'85 770= 155.. 51135, . c'125> 110 ::'r'g5'; 140 1 - 1 115 1 105 1 95 1 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 - Wall deflection of L/240. - Header depth of 14" in a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. Vertical loads (may be located any where) (Ibs) 1 Vertical loads (Il) Side View Front View Out -of -plane lateral loads (psf) iLevel Shear Brace Specifier's Guide TJ-8620 January 2010 9 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 10, 2015 MIKE OVERBECK 13975 INTERURBAN AVE S TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0129 OSTERLY PARK - UNIT B-20 - 14401 34TH LN 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 l 1x17 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) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. On sheet A-3, mechanical and energy codes refer to outdated codes. Mechanical references UMC which shall be 2012 IMC with whole house ventilation to comply with 2012 IMC section 403.8 and 403.8.5 with Washington State Amendments. WSVIAQ has been removed. Energy code references to include and Door/Window table shall need to be updated to meet current 2012 WSEC Chapter 3. Example window U-value is shown as .35 which currently is .28, .30 or .32. Door I -value is also outdated. Revise code notes and tables to meet current energy and mechanical codes. 2. Also on sheet A-3, party wall note refers to Section R317 for electrical boxes. Revise notes to refer to current 2012 Section R302.4.2. Fireplace note refers to IRC M1704.4 which is currently M1701. Throughout the plan sheets, codes are referencing outdated 2006 energy and building codes. All code notes tables and references shall comply with current 2012 codes. Verify and revise code references notes and details show compliance with all the 2012 International Codes and energy codes. Plan review shall be conducted under the current 2012 codes, therefore rather than just changing the code reference number, it shall be necessary to ensure the actual plan design and code notes are current with reference to the correct code language. 3. The plan shows smoke detectors correctly placed. However the current code now requires Carbon Monoxide (CO) detectors outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors outside the bedrooms. (R315.1) 4. The gas water heater shall be located in an enclosure and vented similar to the furnace located on the second floor. Revise water heater enclosure or another alternative would be to have an electric water heater. 5. Plan sheets were not stamped and signed by the architect. Engineer's sheets show stamps and signatures are copies. All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. Provide original signatures and stamps on engineers and architects sheets: Also provide signed/stamped copies of the engineer's calculations for units B20 & B21. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 9 Phone 206-431-3670 9 Fax 206-431-3665 6. Provide two (2) copies of an updated geotechnical report for this site. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • Since installation of survey monument was missed under the PW permit for the plat infrastructure, monument installation/street use activity will need to be added to this building permit. Please mark monument location on your plan. 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 accented through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D15-0129 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 9 Fax 206-431-3665 I CT INC. 180 Nickerson St. Suite 302 Seattle, WA 98109 MEMO MEMO DATE: July 3, 2014 PROJECT: Osterly Park TO: Overbeck Properties ATTN: Mike Overbeck CC: FROM: Todd Eaton RE: Osterly Park - 2012 IBC ATTACHMENTS: Richard, PROJECT NUMBER None (206) 285-4512(V) (206) 285-0618(F) teaton@ctengineering.com 10014 07/03/2014 We have reviewed the 2012 IBC with regards to the loading criteria and wood framed construction (Chapter 23). The 2012 IBC reference standard for loading criteria is ASCE7-10, while the 2006 and 2009 IBC reference standard for loading criteria is ASCE7-05. Items that remain unchanged and those that have changed but do not affect the structural design include: • Live Loads and Snow Loads in ASCE7-10 are unchanged from ASCE7-05 for single family residential structures in the Puget Sound Region. • Seismic design parameters referenced from ASCE7-10 uses 2008 USGS hazard data while ASCE7-05 uses 2002 USGS hazard data. The resulting base shear calculated using ASCE 7-10 is equivalent to that under ASCE 7-05. • Wind speeds referenced in ASCE 7-10 are now shown as ultimate values. IBC 2012 Section 1609.3.1 provides an equation to convert ultimate wind speed to allowable design level. The result is that the Vult = 110 mph is equivalent to the Vasd - 85 mph. • IBC 2012 and IBC 2009 both reference AWC SDPWS-2008 for nominal unit shear capacities for wood -frame shear walls, therefore the wood framed shear walls remain unchanged. • IBC 2012 references NDS-2011 for allowable stresses for lumber, while IBC 2009 and IBC 2006 references NDS-2005 for allowable stresses for lumber. The allowable stresses for lumber in NDS-2011 are unchanged from NDS-2005 and NDS-2001 for the lumber species and grades specified in the plans and used in the calculations. The existing structural design conducted under the 2006 IBC and 2009 is not affected by modifications to the 2012 IBC. The current design for the house plans is in compliance with the 2012 IBC. Construction documents (i.e plan sets) should reference the 2012 code. Sincerely, IOU � &�� Todd R. Eaton, PE Structural Engineers M:\10014 Osterly Park\documents_out\2012_IBC_ MEMO_2014.07.03.doc Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 591h Ave. S. Tukwila, WA 98168 Cell: (206) 57108794 March 27, 2015 City of Tukwila Building Department Attn: Building Official/Plan Review Staff Subject: Clarification of Ground Floor Structure, Osterly Park Townhouse Sub - Division, 3429 S. 144th Street, Tukwila, WA 98168 (PN's: 004000-0088 and 004000-0094) Dear Sir: This letter clarifies the structure of the ground floor for all residences planned for the above plat/development. All ground floors will be slab on grade, to include the garage area and occupied areas. The building structures themselves will be supported by perimeter concrete footings and stemwalls and by interior footings or pads in the usual manner. As a result, no footing drains will be required for any of the proposed buildings, all of which will be of similar design. Of course the roof drain lines for each building will be required and will drain to the site's common detention system through the private access road drain system. Questions relating to this information may be directed to this office. TIGIEEroUft your ongoing assistance. CITY OF TUKWILA Bruce S. MacVeigh, P.E. Civil Engineer JUN052015 PERMIT CENTER overbeck13/0819 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0129 DATE: 07/22/15 PROJECT NAME: OSTERLY PARK - UNIT B-20 SITE ADDRESS: 1440134th LN S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: DWG PCJ AP Building Division Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Fire Prevention ❑ Structural ❑ Planning Division ❑ Permit Coordinator Q DATE: 07/28/15 Structural Review Required ❑ DATE: DUE DATE: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 08/25/15 12/18/20 ] 3 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0129 DATE: 6/5/15 PROJECT NAME: OSTERLY PARK - UNIT B20 SITE ADDRESS: 3421 S 144TH ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 14'S �"A � �-[a-is Building Division ,�)S covit Y? 1410 AW b Fire Prevention C P), Itu) C Planning Division Public Works § Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 6/9/15 Not Applicable ❑ Structural Review Required ❑ (no approval review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: DATE: DUE DATE: 7/7/15 Approved ❑ Approved with Conditions ❑ Corrections Required N, (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only j () _ CORRECTION LETTER MAILED: i v 1 J VK Departments issued corrections: BldgW Fire ❑ Ping ❑ PW Staff Initials: 12/18/2013 City ®f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.`1'ukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 221t5 Plan Check/Permit Dumber: ❑ Response to Incomplete Letter # (2) Response to Correction Letter # G ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Addre Contact Person: r( P2 Ce— rC- PhoneNumber: Z6 %% 6 z5 Summary of Revision: "PA- ker ieffer, , of- avy Diq-QZ13 G, Iq H 5(5 eiy Pt 10 �yo-� 7 //Yx//%r lyo-l- GVe4er-- J,0 tE:2) fry Ne4Y eiv lyx el- - I JUL 2 2 2g1 Sheet Number(s): "Cloud" or highlight all areas of revision Received at the City of Tukwila Permit Center by: of revision dW t4 PER'A41T ❑ Entered in TRAKiT on JMO Contracting LLC Page 1 of 2 Home Inicio en I:cpafiol Contact Safety inWashington State Department of Caber & 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 Search L&I s. A-1 Index Help Nly Secure I. AI Claims & Insurance Workplace Rights Trades & Licensing 13975 Interurban Ave S. #102 SEATTLE, WA 206-787-0259 KING County WA UBI No. Business type 603 346 256 Limited Liability Company Governing persons MIKE OVERBECK License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. JMOCOCL865C4 Effective — expiration 02/24/2014— 02/24/2016 Bond ................. 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 05127/2016 Insurance history Savings No savings accounts during the previous 6 year period. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 8/19/2015 S T R U C T U R A L N 0 T E S ABBREVIATIONS 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 0 AT INFO. INFORMATION 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 FEET(FOOT) INT. INTERIOR 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 SHALL BE DESIGNED AND BUILT " INCH (INCHES) CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES THAT ARE EXPOSED TO TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE. THE USE OF KILN DRIED # 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 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. 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) AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL 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 ADD. ADDITIONAL LAT. LATERAL CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPDSED EARTH. 061 WOOD SHEATHING ADJ. ADJACENT LB. POUND(S) ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS UC STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE ALUM. ALUMINUM L.B. LAG BOLT(S) PROPERLY SUPPORTED. 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 ALT. ALTERNATE LG. LONG(ITUDINAL) 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. APPROXIMATELY) LGTH. LENGTH 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 ARCH. 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 FASTENING UNLESS NOTED OTHERWISE PER PLAN: 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 IVPERVIOUS MOISTURE EDGE FIELD 8. BOTTOM LLV LONG LEG VERTICAL UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 02300: BACKFILL AND COMPACTION BARRIER. NAILS NAILS BEL. BELOW LSH LONG SLOTTED HOLE(S) ( ) BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY ROOF. 7/16" 40/20 C-D APA CDX T&G 8d AT 6" 8d AT 12" BEN BOUNDARY EDGE NAILING LT. WT. LIGHT WEIGHT 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" B.F. BRACED FRAME L.W. 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/EXTERIOR 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 BLK. 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 BL. BLOCKING MAT. 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 BW BELOW MAT. MATERIAL BUILDING CODE AS ADOPTED BY THE CITY OF TUKWILA, 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 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE BN BOUNDARY NAILING MBM METAL BUILDING MANUFACTURER 01200: DESIGN LOADS` LIVE LOADS 03000: CONCRETE CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE CONCRETE OR MASONRY WALLS BELOW GRADE. BNDRY. B.O. BOUNDARY BOTTOM OF MECH. MECHANICAL 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 B.O.E. BOTTOM OF EXCAVATION MEZZ. MEZZANINE FLOORS (RESIDENTIAL) 40 PSF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL'BE (AWPA) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN B.O.F. BRDG. BOTTOM OF FOOTING BRIDGE(ING) MFR. MIN. MANUFACTURER MINIMUM SNOW LOAD DESIGN DATA: APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND 18C SECTION BRG. BEARING MISC. MISCELLANEOUS Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, 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 BIM. BOTTOM MTL METAL 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 WIND DESIGN DATA: ! ION SHALL NOT BE USED. PER ASTM A153 OR STAINLESS STEEL. THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: N•L.B. NEW BASIC WIND SPEED: 110 MPH (ULT.) - 85 MPH (ASD) THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL ROOF TOP CHORD LIVE LOAD SEE SECTION 01200 C CAME. CAMBER CAMBERED) NO. NON -LOAD BEARING NUMBER WIND IMPORTANCE FACTOR: IW = 1.0 WIND EXPOSURE: EXPOSURE B FOUR WEEKS PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR 06100: ROUGH FRAMING TOP CHORD DEAD LOAD 10 PSF CANT. CANTILEVERED) N.S. NEAR SIDE TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONFORMANCE TO IBC SECTIONS 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 CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: "GRADING AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S TOP CHORD NET WIND UPLIFT 7 PSF (NET) BOTTOM CHORD DEAD LOAD 5 PSF C.I.P. CAST IN PLACE N.W.C.NORMAL WEIGHT CONCRETE COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER HVAC SEE MECHANICAL C.J. CONSTRUCTION JOINT O.C. ON CENTER EARTHQUAKE DESIGN DATA: 28 DAY MAX. MAX. AIR SPECIAL LOCATION FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH LIVE LOAD DEFLECTION L/360 CL CLG. CENTER LINE CEILING O.D. OUTSIDE DIAMETER SEISMIC IMPORTANCE FACTOR: le = 1.0 STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U,N.O. PER PLAN. LUMBER CLR. CLEAR O.F. OUTSIDE FACE 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: 06185: STRUCTURAL GLUED LAMINATED TIMBER CONC. CONN. CONCRETE CONNECTION OPP. OPPOSITE SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.99 SD1 = 0.56 3000 0.45 4±1 5±1 NO FOUNDATION WALLS Fb Fv F Fc E GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END CONST. CONSTRUCTION ORNT. ORIENTATE(ION) SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D 3000 0.45 4±1 5±1 NO SLAB ON GRADE, PATIOS USE LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) / CONT. CONTINUOS OSB ORIENTED STRAND BOARD BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM 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. CENTERED) RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHT FRAME WALLS) 2500 0.45 5±1 0±1 NO ALL OTHER CONCRETE 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 MATERIAL PROPERTIES SHALL BE AS FOLLOWS: PAR. PARALLEL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE CY CUBIC YARD 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 USE COMBINATION SYMBOL SPECIES CAMBER 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 P. PERPENDICULAR TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME CANTILEVER BEAM 24F-V8 DF/ DF ZERO DBA DEFORMED BAR ANCHORS PL. PLATE SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR DBL DOUBLE PL PROPERTY LINE 01300: GEOTECHNICAL INFORMATION INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: JOISTS 2X, 3X HEM -FIR NO. 2 850 150 405 1300 1.3E6 UNEXPOSED GLUED -LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS DCW DEMAND CRITICAL WELD PLMBG. P PLUMBING PLYWOOD EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH NOTED OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS DEPT. DEPARTMENT DETAIL PSSFF POUNDS PER SQUARE FOOT ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL LEDGERS 2X, 3X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6 PER ARCHITECT. DF DOUGLAS FIR PSI POUNDS PER SQUARE INCH COMPETENT NATIVE MATERIAL OR 8Y OTHER MEANS AS DEFINED BY A LICENSED BELOW THE SPECIFlED STRENGTH. 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 CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: ALLOWABLE BEARING PRESSURE 2000 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT 4X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6 THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE DIM. DN. DIMENSION DOWN QTY. QUANTITY ACTIVE EARTH PRESSURE (YEILDING) 35 PCF PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 6X DOUGLAS FIR -LARCH NO. 1 1200 170 625 1000 1.6E6 ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM D.O. DITTO(REPEAT) R. RADIUS ACTIVE EARTH PRESSURE (AT -REST) 50 PCF AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR DP. DEEP RAD. RADIUS PASSIVE EARTH PRESSURE 350 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 REQUIREMENTS OF SECTION O1330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: D.S. DRAG STRUT RE: REFERENCE COEFFICIENT OF FRICTION 0.35 SPECIFIED BY THE ARCHITECT. DWG. DRAWING(S) REF. REFERENCE 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. REQUIRED ALL FOUNDATION INSTALLATIONS 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.F. RIGID FRAME INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER. STRUCTURAL FINGER JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER " LSL = 1.75 TIMBERSTANO 1.55E6 2250 750 400 EA. EACH R.O. ROUGH OPENING 03100: REINFORCING STEEL STANDARD COMMITTEE "PRODUCT STANDARD PS 20-99". LUMBER CLASSIFIED AS STUD " LSL RIM = 1.5 11MBERSTAND RIM BOARD E.E. EACH END R.S. ROUGH SAWN 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 REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. E.J. EXPANSION JOINT SCH. SCHEDULE EL. ELEVATION SCL STRUCTURAL COMPOSITE WOOD 01330: SHOP DRAWING SUBMITTAL PROCESS ASTM A-615 DEFORMED BARS GRADE 40 f -40 KSI FOR BARS ONLY ( Y- ) #3 ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER 06102. FRAMING NOTES ELEV. EMBD. ELEVATOR EMBEDMENT) SCHED. SHT. SCHEDULE SHEET FASTENING SCHEDULE 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 FRAMING CONNECTORS, ACCESSORIES AND FASTENERS AS NOTED IN THE PLANS AND EN EDGE NAIL SIM. SIMILAR ROUGH FRAMING NAILING SCHEDULE (IN LIEU OF IBC TABLE 2304.9.1) FOR APPROVAL PRIOR; TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE ENG. ENGINEER S.J. SKW. SHRINKAGE CONTROL JOINT SKEWED) DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A EQ. EQUAL 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 EQPT. EQUIPMENT S.O.G. SLAB ON GRADE 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 1. JOIST TO SILL OR GIRDER (3) 0.131 X 3 TOENAILS E.W. EACH WAY SPC. SPACE(S) (ING) FABRICATION. SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER 2. BRIDGING TO JOIST (3) 0.131p X 3' TOENAILS EA. END EXP. EXPANSION SPEC. SPECIFICATION(S) SHOP DRAWINGS ARE REQUIRED FOR PREFABRICATED WOOD TRUSSES. SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO 3. 1X6 OR LESS SUBFLR. TO JST. (2) 0.131 X 2.5 FACE NAIL EXST. EXT. EXISTING EXTERIOR SQ. STD. SQUARE STANDARD COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: THE FASTENING SCHEDULE ON SHEET S1.0. THE 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 2SUBFLOOR TO JST./GIRDER (2) 0.161` X 3.5• BLIND & FACE NAIL FAB. FABRICATION STIFF. STIFFENER(S) 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(S) PREFABRICATED PLATED WOOD TRUSSES. p ALL BAR SIZES .............. 3 FOLLOWS: • • • • AT BRACED WALL PANEL (4) 0.131• X 3• AT 16O.C. FACE NAIL FDN. FOUNDATION STL STEEL FORMED SURFACE EXPOSED TO EARTH OR WEATHER SBPAFIA` E PERMIT NAIL SIZE DIAMETER LENGTH 7. TOP PLATE TO STUD (3) 0.131" X 3' END NAIL p p F.F. FIN. FINISH FLOOR FINISHED) STRUC. STRUCT. STRUCTURAL STRUCTURAL #6 AND -LARGER .............. 2" UIRED ��iR• 8d 0.131" 2.5" 8. STUD TO SOLE PLATE (4) 0.131 X 3 TOENAIL FLG. FLANGE SUSP. SUSPENDED(TION) 01400: INSPECTIONS AND SPECIAL INSPECTIONS #5 AND SMALLER .. ..... .... 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER " " 10d 0.148 3.0 (OR) (3) 0.131" X 3' END NAIL 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 alb p p 12d 0.148 3.25 • 10. DOUBLE TOP PLATES X 3 AT 8 O.C. TIP. FACE NAIL FN FIELD (FACE) NAIL BY THE LOCAL BUILDING DEPARTMENT. #14 AND #18 BARS .......... 1 1/2" 16d 0.162" 3.5" (20) 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"bl 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 AND BARS 1 1/2" Qpip¢ 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 #18 .......... CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A 13. TOP PLATE LAP INTERSECTIONS (3) 0.131" X 3' FACE NAIL F.O.W. FACE OF WALL THK. THICKNESS) 01401: STRUCTURAL OBSERVATION #11 BARS AND SMALLER ........ 1 C€1yo tikcvila 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) THRD. THREADED STRUCTURAL OBSERVATION IS NOT REQUIRED. BEAMS, COLUMNS " ILC)INC. t3IVIcION 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 11V 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) LS ... 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 INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131" X 3' FACE NAIL " 19. RAFTER TO PLATE (3) 0.131 X 3 TOENAIL FTG. FOOTING TRANSV. T.O.S.. TRANSVERSE TOP OF STEEL CODES. PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT 06103: JOIST AND BEAM HANGERS 20. 1X BRACE TO EA. STUD &PLATE (2) 0.131' X 3' FACE NAIL GA. GAUGE TYP. TYPICAL 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 GA. 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 3' FACE 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 GYP. GYPCRETE VERT. VERTICAL MEMBER SIZE HANGER VIF VERIFY IN FIELD SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE STRUCTURAL DRAWING SHEET INDEX H. HORIZONTAL 3.125" WIDE GLULAM BEAM GLT3 HD LD0WN W. WIDE( WIDE GLULAM BEAM GLT5 H A ALVANIZED W/ SHEET DESCRIPTION DATE 6.75""WIDE GLULAM BEAM GLT7 WI (�[�Q� j�j�•O( Vt IV 8.75" WIDE GLULAM BEAM HGLT9 "In "IUS" "In S1.0 STRUCTURAL NOTES 06/26/14 HGR. HORZ. T WD. W.H. W WELDE ADED STUDS MANUFACTURED WOOD JOIST SERIES TO MATCH JOIST SIZE S1.1 STRUCTURAL NOTES 06/26/14 RIZ I � 1.75" WIDE PSL OR LVL BEAM "LBV" SERIES TO MATCH DEPTH "LBV" S1.2 SHEARWALL SCHEDULE AND DETAILS 03/08/10 R D W.P. W.S. ORK LDE D ) IIi 1 i 2.69" WIDE PSL BEAM SERIES TO MATCH DEPTH S1.3 HOLDOWN SCHEDULE AND DETAILS 03/O8/10 E BOLT 3.5" WIDE PSL OR LVL BEAM "GLTV' SERIES TO MATCH DEPTH "GLTV' HT .F. IGH LDED WIRE FABRIC M tho vlftm 41 emy 5.25" WIDE PSL OR LVL BEAM SERIES TO MATCH DEPTH "HGLTV" S2.0 BLDG. B1 - B4 FDN. & L2 FRMG. 03/08/10 7" WIDE PSL BEAM SERIES TO MATCH DEPTH S2.1 BLDG. 81 & 83 L2 & ROOF FRMG. 03/08/10 INSIDE DIAMETER X-STG EXTRA STRONG o fly : S2.2 BLDG. B2 & 84 L2 & ROOF FRMG. 03/08/10 I.E. INVERT ELEVATION XX-STG DOUBLE EXTRA S ,- I.F. SIDE FA �. S3.0 BLDG. C FDN. & L2 FRMG. 03/08/10 YARD H 1 `i ► �- no d $11all bo Maft tO I S3.1 BLDG. C L2 & ROOF FRMG. 03/08/10 Of work wit old print of S6.0 TYPICAL CONCRETE DETAILS 03/08/10 City of Tuhffla Tukwttai Building Ot Sidn. S6.1 TYPICAL SHEAR BRACE DETAILS 03/08/10 � BUILDING DIVISION Kon: Pots:3vic wm r equira a arm plan moalat W S9.0 TYPICAL FLOOR FRAMING DETAILS 03/08/10 S9.1 TYPICAL ROOF FRAMING DETAILS 03/08/10 m 0 0 rn U Z_ � w C"2 co o CO CO o a� Lo V 00 N CO CO p� ai Lj ^ Q LO U z � M � C\2 U 0 F mot- r" N co 0 o '' N 0 o •- O 0 cn N 0 rn 0 o o w O LO d- cc o co OIn 0 5 Z LLj G w o � U (n 3 � w o LLJ m a r- r- w w w U CL z W REVtEUUED FOR CODE COMPLIANCE APPROVED AUG 052015 7� City of Tukwila BUILDING DIVISION RECe IVED CITY OF TUKWILA JUN 0 5 2015 PERMIT CENTER 00 rnn� 00 00 03 4 V>1�--� O MH LATE RE: 1 /S1.1 FOR RE: 1 /S1.1 FOR RE: 1 /S1.2 BALANCE* OF. . . . BALANCE OF FOR BALANCE SHEARWALL SCHEDULE - 7/16++ APA RATED SHEATHING W/ HEM -FIR STUDS AND HEM -FIR PLATES SECTION SECTION OF SECTION WALL PANEL FIELD BOTTOM PLATE O RIM OR BLOCKING TO TOP PLATE CONN. FRAMING FOUNDATION ANCHOR BOLT p, SHEARWALL PER PLAN TYPE EDGE NAILING NAILING , , AT ADJOINING SILL PLATE SPACING o BOTTOM PLATE NAILING PER P.E.N. (3) ROWS (3) OR (4) ROWS SHEATHING NAILING 0.148 x3.25 LTP4 DIRECT A35 ONLY 10 PANEL 5/8' DIA. � SHEARWALL SCHEDULE cn PER SCHED. RE: 14/S1.1 & 10/S1.1 RE 14/S1.1 & 10/S1.1 03 ® ROWS SPACING TOENAIL TO FRAMING EDGES 0 7" EMBED °' RE: 14/S1.1 & 10/S1.1 a TOP PLATES m W RIM/BLOCKING TO TOP PLATE RIM/BLOCKING TO TOP PLATE 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 3x 48" O.C. PEN FLOOR SHEATHING o a CONN. PER SHEARWALL SCHEDULE CCNN. PER SHEARWALL SCHEDULE ai RE: NOTES SECTION 06160 (EITHER LTP4 OR A35) (EITHER LTP4 OR A35) 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. U Ir ONE SIDE 3x 48" O.C. z cd FLOOR DIAPHRAGM EDGE NAILING ? o - n RE: NOTES SECTION 06160 '- 7/16' SHT. 2x 32" O.C. w w P4 4" O.C. 12' O.C. (2) 6' O.C. N A 16' O.C. 12' O.C. (2)2x OR 3x • 2x BLKG. W/.148"DIA.x3 0 3"OC U) J ONE SIDE / 3x 40 O.C. � 00 BLOCK TO RIM (Al N • Z3 0 7/16 SHT. , • 2x 24 O.C. o NOT REQUIRED FOR P6) Z CONT. 4x RIM CONT. 4x RIM P3 ONE SIDE 3 O.C. 12 O.C. (2) 4 O.C. N/A 12 O.C. 10 O.C. (2)2x OR 3x 3x 22" O.C. a; Lo 7 16° SHT. • 2x 18" O.C. co SHEARWALL PANEL EDGE NAILING ..... .... p2 / 2 O.C. 12 O.C. (3) 6' O.C. N/A 1On O.C. 10" O.C. (2)2x OR 3x 3x 24" O.C. CD .................. 2x CONT. RIM PER SCHEDULE ONE SIDE aD 7/16' SHT. " 2P4 4" O.C. 12' O.C. 3 aJ PEN BOTH SIDES () 5" O.C. N/A 10' O.C. 10' O.C. (2)2x OR 3x 3x 20" 0 C. W RIM/BLOCKING TO TOP PLATE RIM J IST P.E.N. " OR PONY PEN 2P3 7/16' SHT. 3° O.C. 12' O.C. (3) 4" O.C. N A 2x 12" O.C. a o CONN. PER SHEARWALL PER SCHED. ili / 8" O.C. 8' O.C. (2)2x OR 3x ° SCHEDULE A35/LTP4 '�'_ WALL SHEATHING SHEATHING (2) SIDES BOTH SIDES 3x 16 O.C. L LO W/(12) 0.131" DIA. X 2 1/2' MUDSILL 7 16' SHT. » 2x 8' O.C. U uO 2P2 / 2 O.C. 12 O.C. 3 » " U A CO SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN BOTH SIDES () 3 O.C. N/A 6 O.C. 6 O.C. (2)2x OR 3x 3x 12' O.C. � z � SCALE: NONE CALE- NONE LAP SHEATHING SCALE: NONE TYP. EXTERIOR SCALE: NONE TYP. EXTERIOR SHEARWALL SCHEDULE NOTES: cq TYPICAL EXTERIOR SHEARWALL CONNECTION AT FLOOR LINE SHEARWALL CONNECTION SHEARWALL CONNECTION 1. STUDS SHALL NOT BE SPACED MORE THAN 16" O.C.. ❑1 ' P6) P4 8c P3 1 A DETAILING 0 2 P 4 2 P 3 2 P 2 ❑3 2 P 4 2 P 3 2 P 2 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. U 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 "P60. f PROVIDE 3X3X0.229" PLATE 6. WHERE PANELS ARE APPLIED ON BOTH FACES 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 r WASHER 0 EA. ANCHOR TYP. FOUNDATION SILL PLATE AND STUDS FRAMING SHALL BE 3' NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. U.N.O. PER SHEARWALL SCHEDULE TYP. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND 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. S N 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. ti r 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. ~" a �, A.BOLT PER SHEARWALL SCHEDULE • • • • • • 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. ti a d • 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.0 18. 2-2x'S IN LIEU OF 3x'S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/S1.2 SIM. AND BOTTOM PLATE NAILING. a °n 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 RIM JOIST HEAD -OUT FOR A ' '.a° n a PLUMBING, MECH., ° c�v n rn FOUNDATION PER PLAN L cn `} PLYWOOD ROOF SHEATHING N N o ETC. SCALE: 3/4' = 1'-0" SIMPSON LTP4 10 A o 0 0 0 0 SIMPSON L1P4 W/(12) 0.131" DIA. X 1 1/2' DIAPHRAGM EDGE NAILING 3 - ---------- ---- --- ❑5 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE W/(12) 0.131" DIA. X 2 1/2' WHEN APPLIED DIRECT TO FRAMING W 2x10 WHEN APPLIED OVER SHEAl1NG TRUSS/JOIST BLOCKING o w ° SCALE: NONE I I i NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2 OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET Lil TYPICAL S I M P S 0 N LTP4 BLOCKING CONNECTION TO PLACEMENT AS SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. = T _ _ _ TOP PLATE N U210 HANGER r----I------� i-----------�_ .' • .c EA. END;;;;;;;;;; j I•:CD FRAMING AT 3 5 1�1.. •.•. I•I .I� o �, o I'I 11 I'I I'I 11 PANEL EDGES 1.�.......'.•.• f z a U210 HANGER 1 1 I I I I I I "11' I.1'.'.'.'.'.'.'.'.'.1.1.'l• w II 11 II II 11 I I'J'•'•'•'•'•'•'•'•'. I' I 2x10 JOIST PER PLAN 8 0 En m I (16' O.C. U.N.O. PER(•j :F= W 1 PLAN) _ = I 1 r _ _ •� - _ _ =� I i'1 I.1....,...... �' i5 w U i WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING " N 2x10 o aw o a N EXTERIOR TYPICAL 2X6 2X6 ® 16" w w w c) cn o i I N (n v=", ° GARAGE GARAGE/UNIT 2X6 2X6 ® 16" 1.1 I I I I 11 0=_ 1 I s 8 1 li II U CL IL 1-4 1-4 i FOR JOIST SPANS UP TOcm INTERIOR FIRST 2X4 2X4 ® 16" 1 I I 11'-0", A SINGLE JOIST U U� 1 NOTE: o I Q � Q (n W SECOND 2X4 2X4 ® 16 1 Z w MAY BE HEAD OFF TO $; w N w ¢ THIRD 2X4 2X4 ®16" I MINIMUM SIZE OF SHEATHING SHALL BE 2 0 X 4 -0 DEDICATE STUD BAY AT ADJACENT SINGLE JOISTS �- N '- " 1'-e C PARTY FIRST 2X4 EA. WALL 2X4 ® 16" BLOCK ALL PLYWD. EDGES 8 "' s 8 " PLYWOOD FLOOR SHEATHING NOT SUPPORTED BY END OF SHEARWALL FOR (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 ®16 RE: NOTES 06160 HOLDOWN. REVIEWED FOR 1 I z z z z " FRAMING MEMBER. i I FOR JOIST SPANS 1/ , M THIRD 2X4 EA. WALL 2X4 ® 16 : _ . BETWEEN 11'-0' AND o 0 0 o O BOTTOM PLATE CONNEC11ON • • • • •... •I.I;I CODE COMPLIANCE I � I 16'-Om ADD ADDITIONALU BEARING WALL NOTES RE: 1, 2 & 10/S1.1 �. • • • • • • • • I I APPROVED 200 JOIST ADJACENT TO I �•'•'•'•'•'•'•'•'•' ' f' I I 1. SEE SHEARWALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, ADDITIONAL PLATE AND STUD I' I' • • I I% , 1 3/4" MIN. 1 3/4" MIN. 1 3/4" MIN. 1 3/4" MIN. REQUIREMENTS, BLOCKING AND PLATE NAILING. SEE 06100 "ROUGH FRAMING" STRUCTURAL NOTES I I 1• • • • • • • • • ADD L STUDS FOR HOLDOWN HEAD OUT. " •, 1 3/4" MIN. DIAPHRAGM EDGE NAILING I I' (I PER SCHEDULE. �� 0 5 �015 2 MAX. 2 MAX. 2 MAX. 2 MAX. SHEET S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME I I I '1 I 1 1.1..I' �. MAX. SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR THE PLATE NAILING. I I J ........ . z I ' NOTE: JOIST HEAD -OUT 11 I I I 1► I:I IS FOR UNIFORMLY LOADED 1 'I of Tukwila 2. SECURE SILL PLATES TO CONCRETE WITH 5/8' DIA. ANCHOR BOLTS WITH 7' EMBED AT 48' ON CENTER I I•I 'I ( I' I I tY FLOOR JOISTS ONLY I I i.'.'.'.'.'.'.'.'.' ' F. CONT. 2x RIM g __� �__ TYPICAL UNLESS NOTED OTHERWISE. REFER TO SHEARWALL AND HOLDOWN SCHEDULE FOR ADDITIONAL I I I I I I I I I� I I W LOCKING IF REQUIRED DING DIVISION ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED, REFER TO THAT SECTION I 1 L ------ 1-- z z z Z I I I I I I I I I I' -- - --- FOR CORROSION PROTECTION REQUIREMENTS FOR CONNECTORS. II II ( 1 �' ' ' 3 i � � l- � 1L_ � 1I ; � ; i�` ICI _ J. L_ - - -� - - - JJ - -�• �- - - - -�-� - - . L .. _.. , r RE IvED �-' t-' �-' t- 23 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE. PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS TY pF TUr�vyll m INDICATED ON THE PLANS. BLOCKING OR CONTI RIM CONNECTION PLAN -JOIST HEAD -OUT 2x4, 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDES 2x6, 3x6 PLY ONE SIDE 2x6, 3x6 PLY TWO SIDES TO TOP PLATE 10 " _ � " , 4. TOP FLOOR INTERIOR WALLS ARE NON -BEARING. INTERIOR GARAGE WALL BETWEEN GARAGE AND r JUN Q 5 2015 SCALE: 3/4 1 -0 SCALE: 3/4 = 1-0 CONDITONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. - - - - - - _ HOLDOWN 7 JOIST HEAD -OUT DETAILS 8 ANCHOR BOLT PLACEMENT `DETAILS 9 WALL STUD SCHEDULE --- ---' _---------- --_ ___---__-- - RE:11-17' 19/51.2 RMITCENTER r r TI TF. f� r PROVIDE PANEL AT NAILING 1 I I I I I I.I• • • • •', • • , l 1 AT END OF WALL STUDS THAT T EXTERIOR BEARING I I I 1 I I I I I FRAMING AT 3 5 1�1.'.'.'.'.'.'.'.'.'I'I I• ATTACH TO HOLDOWNS TYPICAL SUPPORT PANEL EDGES �'I I 1 I'I I'I I 1 I.1•'•.:.:.:.:.:.:.•'I'I • � _ _ _ _ _ _ _ _ _ _ 1 I I I I I I 'I`r 1•j ...... • . •I, b AT ADJOINING PANEL EDGES PROVIDE M SIM. ®2 2x FRAMING AT (1) 1 1/2' (2) 1 1/2' CONT. 3 1/2 1 11 I 1 11 i �� I I 1 1 1 1 1 1 1 1'J'.:.'.'.'.'.:.; PANEL EDGE NAILING AND FRAMING PER () SOLID I I\ I ROOF/FLOOR SHEATHING NOTES I I I I I I I I I (1 : SHEARWALL SCHEDULE (STAGGER NAILS) 5Qi ADJOINING PANEL EDGES. CONT. RIM RIM PLUS BLOCKING RIM I I I I I I I 2 I I I 1 BELOW BELOW BELO I 111` I I 1, BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. 1 I I - _ '� _ _ -_ = 1 •I 1'i' '.'.' ' ' ' ' ' BLOCK ALL PLYWOOD EDGES NOT I( i I I I I I PANEL EDGES (B.N.) 1 I I I- I'` yl (-• I SUPPORTED BY FRAMING MEMBERS AND I I i I 11 I I I I 11 NAIL W/PANEL EDGE NAILING 3 5 l 2, EDGE NAILING (P.E.N.) AT ALL EDGES OF ALL PLYWOOD I I I I RIM TO BLOCKING I i I I I I I I I I I SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS I • GALVANIZED ANCHOR BOLT RE: 5/81.1 • • i i i 1 11 I I 3 X 3 X 0.229" GALVANIZED WASHER00 � 3 � N .148 DIA.x3 NAILs 3 � N I � I I � I I � I I � I I � I I ••• , .• •�W/ '„� "' "' ®3"OC TYPICAL �' 8 I I K I I � -O I 3, INTERIOR FIELD NAILING (FIN.) 12' O.C. AT BEARING SUPPOR 1 I I I FIELD ' , • • • • • • • ,I•I• (' DIA./SPACING PER SHEARWALL SCHEDULE. E.•-� r� E"'I00 N N g N I I I I I I 11 I I NAILING I J , , , • • • , • ,I•I'� PROVIDE MINIMUM OF TWO BOLTS PER I \ I I I I I I I I 4. SEE PLANS FOR PLYWOOD THICKNESS &NAILING SCHEDULE I 4 � �` 00 PLATE WITH ONE BOLT NOT LOCATED I I'� ' ' ' ' ' ' ' ' '��. MORE THAN 12 INCHES OR LESS THAN � � 'I I.�.'.'.'.'.'.'.'.' 1'.f. 5. LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR (7) BOLT DIAMETERS FROM THE END. TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. I I I I I I I'1•'•:•:•:•'•' :.:•'I'I'•t' - SEE DETAIL 8 THIS SHEET H d' (1) ROW (2) ROWS (3) ROWS I 1 11 1 I 11 I I i I 6, MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8" 11 1 1 1 1 I I I I'�'.'.' FOUNDA110N SILL PLATE CENTERED ON CENTERED ON CENTER ON I I I I \lo, I I•I I 1.1 I�I 1 I•I I a .....coli .. STAGGER NAILING , RIM BELOW RIMS BELOW RIM BELOW I I I i 7, MINIMUM PLYWOOD SHEET SIZE 2-0 X 4-0 p , I I I I I I I I I I I I f• RE: SHEARWALL SCHEDULE FOR SIZE 1© NAILS SHALL NOT BE OVER DRIVEN I I I I I I I I I I 1 1 ' ' ... ' ' r • HOLDOWN ANCHOR PER PLAN N P6TN, P6 P4 8c P3 P2, 2P3, 2P4, 2P2 8• --- -- -- �- -I L _ _ - -l-I- _ _ L - - LI_ _ RE: 1, 2/81.2 d- J..11 ^ a a ^ 1 11..t ^ ^ ^ I '-ooe� .d ,I / SCALE: NONE SCALE: NO E SCALE: NONE CONCRETE FOUNDATION 11 12(ELEVATION)W 10 0 ❑ TYPICAL SHEARWALL NOMENCLATURE�+ ❑ BOTTOM PLATE NAILING PATTERN ROOF/FLOOR SHEATHING LAYOUT HOLDOWN PER PLAN 1 #4 CONT.- HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE A: STRAP TYPE SCALE: 3/4" = 1'-O" ® EXTERIOR H HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER floo PLAN AND HOLDOWN SCHEDULE HOLDOWN PER PLAN K*I!MI!m "Imll HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE SCALE: 3/4" = 1'-0" OLDOWN EXTERIOR HOLDOWN 4x a..Q FOOTING SIZE AND REINFORCEMENT PER PLAN HD TYPE SCALE: 3/4" = 1'-0" i © INTERIOR HOLDOWN ADDED STUD FOR HD TYPE HOLDOWNS HOEDOWN PER PLAN (COUNTERSINK) FLOOR JOISTS/RIM Im L TYP. HOLDOWON FLOOR TO FLOOR ABUTTING 3WALL )OD CONTINOUS UTTING WALL �, 1""RWALL RE: PLAN i TYP. ABUTTING WALL 0 ADDED STUD FOR HD TYPE HOLDOWI (COUNTERSINK) 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 I PER PLAN :R PLAN PL5X5X3/8" WALL BELOW WALL ABOVE SCALE: 3/4' = 1'-O" TYP. U.N.O. it DRAG STRUT DETAILS 0 z <N 0 0 z STRAP STRAP SW PARTIAL PLAN: SHEARWALL WITH FORCE TRANSFER SCALE: 3/8" = 1'-0' —11= =1 r = — -T =1 r = II —�-- — --U-- II I I II II IIVZ HEADER PER PLAN II II II II II II II II CS22 X 48' HEAD/SILL W/ (36) 10d NAILS II I II II II II II U.N.O. PER PLAN II II II BLKG. W/ EDGE NAILING II II II II PER SHEARWALL SCHED. I II II I II DGE NAILING AT SILL, I II I HEAD, KING & TRIM STUDS I II III II II II III II I I I II II I II III II I —JL-- III I II II II II I — —JLJL— — II I II —JL-- - -I I — T- - -I r _1 I- - -1 - -I t- -rl II --U-- — --ILL— II III II II�Z HEADER PER PLAN II II III III II II III II CS22 X 48' HEAD/SILL W/ (36) 10d NAILS II III I II III II II U.N.O. PER PLAN II III III BLKG. W/ EDGE NAILING II III III II PER SHEARWALL SCHED. I III II II DGE NAILING AT SILL, I II III II II HEAD, KING & TRIM STUDS Mil II I N III II III II II III II II II III II I I III . Mfi II I II I JL_ I II II II II I —J L— I II L STRAP TYPE HOLDOWN PER PLAN �3) 1Od TYP.) JOISTS PER PLAN (rn'•) BEND STRAP UNDER MULT. JOIST/BEAM U.N.O. PER PLANS FRAMING AT PANEL EDGES PER SHEARWALL SCHEDULE F— 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 & HOLDOWN PER HOLDOWN SCHEDULE HOEDOWN PER PLAN STAGGER NAILING AT PLYWOOD JOINTS PLYWOOD SHEATHING PER SHEARWALL SCHEDULE - TYPICAL FIELD NAILING (F.N.) - TYP. POST & HOLDOWN PER HOLDOWN SCHEDULE 10 19 HOLDOWN BOLT - SEE HOEDOWN SCHEDULE ANCHOR BOLTS - SEE SHEARWALL PLYWOOD/O.S.B. SHEAR PANELS SCHEDULE FOR SIZE, SPACING, SCALE: 3/8" = 1'-0" AND EMBEDMENT TYPICAL DETAIL FOR SHEARWALL / FORCE TRANSFER AROUND WINDOW OPENINGS SHEARWALL RE: PLAN SAW CUT IN PLY TO ACCEPT STRAP AT INTERIOR I � FIN-1 HOEDOWN DETAIL 70 HOLDOWN & 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. 13 14 15 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. HPAHD22 (2) 2X4 (2) 2X6 (21) 16d N.A. N.A. N.A. - - 10" 14" - - 8" 8" 1 2 1. 1. STH D14 (2) 2X4 (2) 2X6 (38) 12d N.A. 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 (10) SDS 1/4X2 1/2" 5/8' 9" 6" HDU5-SDS2.5 (2) 2X4 (2) 2X6 (14) SDS 1/4X2 1/2" 5/8" 11" 6" 15, 1. 1. 1. HDU8-SDS2.5 4X4 4X6 (20) SDS 1/4X2 1/2' 7 /8" HOLDOWN & FASTENER NOTES: 1. HOLDDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY. 2. 16D = .162" DIA. X 3 1/2" LONG. 3. USE HALF THE REQUIRED NAILS IN EACH MEMBER BEING CONNECTED. 4. SCREWS ARE SDS 1/4" X 2 1/2' MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. 5. HOLDDOWN ANCHORS SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. 6. ANCHOR BOLT NUT SHOULD BE FINGER -TIGHT PLUS 1/3 - 1/2' TURN WITH HAND WRENCH. CARE SHOULD BE TAKEN TO NOT OVER -TORQUE THE NUT. IMPACT WRENCHES SHOULD NOT BE USED. 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. 10 HOLDOWN & FASTENER SCHEDULE SHEARWALL RE: PLAN STRAP RE: PLAN OVER -- HOLDOWN NAILING SHEATHING HOLDOWN NAILING RE: HOLDOWN RE: HOLDOWN SCHEDULE SCHEDULE J a W ,--�I------------ ---- -. _.--- ------ ---------------- ---------- _--- N r u ul a 05 U N N 0 WALL LINE Or BUNDLED STUDS RE: HOLDOWN w BUNDLED STUDS SCHEDULE RE: HOLDOWN o SCHEDULE STRAP RE: PLAN OVER SHEARWALL SHEATHING RE: PLAN 10d 0 6'0.C. STAGGERED (.1480DIA. X 3" LONG) SHEARWALL SHEATHING NOT RE: PLAN SHOWN FOR RE: HOEDOWN SCHEDULE CLARITY FOR ADDITIONAL INFO. 1 INTERIOR HOLDOWN ALT. LOCATION BOLT TYPE STRAP TYPE STRAP TYPE 7 i - BOLT TYPE - ALT. L0CA11ON ALT. L0CA11ONS NOTE: SEE 20 THIS SHEET FOR PANEL NAILING DETAILS -STRAP TYPE r BOLT TYPE NOTE: HOLDOWNS AND STUD QTY. TO BE PER PLAN AND SCHEDULE. 19 HOEDOWN PLACEMENTS P.E.N. F.N. - RE: HOLDOWN SCHEDULE FOR ADDITIONAL INFO. EXTERIOR HOLDOWN F.N. -7 F.N. - - PLN. P.E.N. - - ADD STUD IF NO PLN. - EXTERIOR A.P.A. SHEATHING NAILING NOTATIONS: P.E.N. = PANEL EDGE NAILING PLN. = PLATE NAILING F.N. = FIELD NAIUNG F.N. P.E.N. - PLN. - P.E.N. F.N. P.E.N. PLN. SCALE: 3/4' = 1'-0' TYP. U.N.O. 20 STRUCTURAL WALL INTERSECTIONS Y #f Y )Pill a5�i Y ,rj. t _ 4f�,,� C'i1Jy' UY,S • Mel ���Ytff�f}{ U � • �I a xi �V •• � ii VIA 11, 0 MO InI r- O �t o O ao 0 00 0 O 5 ;� a m � w c� w a U w < w I5 x a °z w rEvt WED FOR CODE COMPLIANCE APPROVED AUG 0 5 2015 of Tukwila B ING DIVISI0N zi; r C El V E D F T U K W I L A MIN 0.5 2015 PLIT CENTER 0 o U � 00 00 k00 ® a' ct QV] N O MH 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 (8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.D. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE BEARING WALL SCHEDULE 9JS1.1. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4` PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4° PER FLOOR N0O0 SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 1O/89.0 RDQ TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE B/S8.OFOR BUILT—UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFT8TOP AND VENTING 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.O. EL HANGERS INDICATED ARE AS MANUFACTURED BYSIMPSON STRONG —TIE. 10. PROVIDE JOIST OR BLOCKING ATOP 3HEARWAJL-8 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12' BUNDLED STUDS FROM THIS LEVEL SHALL 8E CDNl]NUED DONN TO FOUNDA11ON OR 3UPPQR11NQ8EAM' 13' ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF(1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM 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 HOU0OWN' MATCH THE SQUASH 8UDON 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 VENTILA11ON REQUIREMENTS. FLUSH BEAM WOOD PANE �L FB 8HEARWALL OVER FRAMING DROPPED BEAM SEE 11/S1.1 AT ROOF DB ---- HEADER — SEE 1O�S8'O HOLDOWN MR ' \ � PE� 8�HEDULE SLOPING FRAMING �-- ' --- ' --� GLUED —LAMINATED BEAM �—MST48 M3T48—y SEE 1O��12 AT DECKS GLB �~' GIRDER TRUSS GT BEARING WALL 0� x INDICATES NO PER SCHEDULE BLOCKED FLOOR ^ OF BUNDLED TUD3 �~ SEE S��1^1 DIAPHRAGM S ' QD ' pRONO[(2)TYP.U.N.Q. �—�—^—'"—�—~ POST TYPE PER PLAN ATTIC ACCESS CONTINUETO FOUNDATION AT CEILING OR BEAM BELOW �----� ATTIC ACCESS AT WALLS N ote: ALL SECTION CUTS ARE TYPICAL \8. �SEE SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SHEARWALL SCHEDULE ON SHEET S1.1. \FOUNDATION � NOTES FOUNDATION SCHEDULE FOUNDATION LEGEND \ 1 ^ A�80L��NQ����A�E�8���|N���NAN�����LBT�E���HN|���������RB���N� ! AND CONCRETE PLACEMENT. MARK DEPTH WIDTH LENGTH REINFORCING DETAILSf�� SEE FOO�NGTYPE T�S SHEET W0DO PANEL |^| 2^ CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS TY9|CALU^N^C� (� O°) 8�Tl�� OF ELEVATION SHEARWALL PER SHEET 31.2 ! 3 VERIFY �O CONSTRUCTION. ^ MOLDOWN �4` / 3I—U' TOP OF CONCRETE ELEVATION \ PER SCHEDULE LHPAHD22 SEE ARCHITECTURAL PLANS FOR WALL LOCATIONS. SHEETS1.3 � 5. CONCRETE WALLS ARE B" THICK TYP|CALU.N,O. WAY POST S.J. SHRINKAGE CONTROL JOINT PER DETAIL 5/S6.1 DETAIL. all O. SEE DETAIL 20 3HEET38.O FOR STEPPED FOOTING O.J. CONSTRUC71ON JOINT PER DETAIL 6/S8.1 7. SEE SHEET82.1 FOR WOOD FRAMING LEGEND, NOTES, AND SCHEDULES. C3 nA nE El —1 - 11 ///4�" 1, 29-9" \S 6 01) - � 4�F FSTHD14 0 4 4 1.3 t2l—O") (-2'-0 S192 Typ Ila, J 31-2 lu a' =IT In .0 b� .01 +6" 4q T. +6"' Nil- �4 8 8 F U' a!� REF. nA Cc) _AL 1/4 OE (A) C (D) Sq PT2X1O RIM Sim. PT2X1O RIM M rz-1 ...... P X&D ZOP.'IIEAM'*' 7n X /11 A /I(- I In IF iv/'Ijj��/6'1' 1 /1 6 I A 11 for, �1' I !f — j 1/1' A ll AA L __j 'A�7LJI co co ............. . . . ..... . ...... - - - -- - ------------ N cIq co - co 01 F, S12 1-4 ce) CD co CD Lij Lo CQ 41 00 Of 1.1 ZW P,QR441T CENTER 00 00 cd 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-11E. ---0 FLUSH BEAM FB SHEARWALL OVER FRAMING BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 �- — — —� DROPPED BEAM P6 SEE 11/S1.1 AT ROOF FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. DB 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. ®— ---® GIRDER TRUSS BEARING WALL--j PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE GT JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS INDICATES NO. OF PER SCHEDULE ,�' I BLOCKED FLOOR SHALL BE DOUBLED U.N.O. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) BUNDLED STUDS SEE 9/S1.1 A DIAPHRAGM 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL. SEE KING STUD AT EACH END FOR BRACING U.N.O. 3 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 . CONTINUE TO FOUNDATION SCREENED HALFTONEEACH BEAM, TYP., U.N.O. POST TYPE PER PLAN AT CEILING / 15. AT SAWN LUMBER JOISTS, SOLID BLOCKING OR SQUASH OR BEAM BELOW 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL 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 O�e,e■ 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. B. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. GRAPHIC SCALE 4 0 2 4 8 mommm ( IN FEET ) 1 inch = 4 ft. x, 5 H H • r A,c0' lgj b YtCt�'�bp'X IAA' Mv 5 WW E� O p N M 'q• d O o O O w O p 0o CZ p z � 5 � � w N � F- ~ W o_ U W Q W 2 d C7 w z RECOMPLIANCE WEDFQR gPROVED 052015 of Tukwila NG DIVISION RECEIVE[ CITY OF TUKV ® JUN 0 5 201 PERMIT CENT Ill M O O 00 00 0 44�V� N 0 MH F___ __ ----_-------_--- -- ' || | | ' |�| | | � z� � J 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 SHEETS1.O FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2' FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS e ATOP WALLS. SECURE JOIST TO TOP PLATES NTH y 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 9JS1.1. 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 10/39,0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 8/38.0 FOR BUILT-UP BEAM CONSTRUCTION. UL SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON 3HEET31.O' 8. SOME SHEARWALL3 REQUIRE JX FRAMING ATPANB-EDQES' SEE 8HEARWALL SCHEDULE ON SHEETS1.1. % || i \ [, � i _L[.���_� [������__--___ Third Floor Framing Pl_ SCALE 1/4" = 1"-0" [ L q z� � J [L HANGERS INDICATED ARE AS MANUFACTURED BY SUMPSQN STRDNQ-TIE. 10.PQDNDE JOIST OR BLOCKING ATOP 8HEARV0ALLS' 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 12.8UNDLEO STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13LALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) h]N% STUD AT EACH END FOR BRACING U.N.O. 14`PROVIDE MINIMUM 2X BUNDLED (TRIM) 8lDD8 UNDER EAOH BEAM, TY'', U.N.O. 15'ATSAWN LUMBER JOISTS, SDUO BLOCKING OR SQUASH BLO' KS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOL0OVNV' MATCH THE SQUASH BLOCK NTH 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 VEN11LATION ---- ' -+m FLUSH BEAM FB -z--����� DROPPED BEAM HEADER - SEE 10/S9'O H� CLUED -LAMINATED BEAM GLB GIRDER TRUSS GT INDICATES NO. OF BUNDLED STUDS PROVIDE (n) TYP' U.N.O. POST TYPE PER PLAN 11NUE TO R}UNDA11ON OR BEAM 8EUOVV WOOD PANEL SHBRWAL SEE 11/S.1 HOLDOVNN \ � PER SCHEDULE \-M3T48 MSl48-/ SEE 10/S1.2 BEARING WALL PER SCHEDULE SEE 8/31.1 OVER FRAMING AT ROOF SLOPING FRAMING AT DECKS BLOCKED FLOOR zz Z// DIAPHRAGM ATTIC ACCESS AT CEILING ATTIC ACCESS AT WALLS N ote: ALL SECTION CUTS ARE TYPICAL MIT", IF CD CD 00 CD cn * ECity of Tukwila ;41, (. RECEIVED :)CVV Y Or | Up~vv � ~ 00 00 00 4.4 rA pq BAR SIZE LAP CLASS F'c = 3000PSI F'c = 4000PSI TOP BARS OTHER BARS TOP BARS OTHER BARS #3 A B 17 23 14 1 17 15 20 12 15 #4 A B 23 30 18 23 20 26 16 20 #5 A B 29 37: 22 29 25 32 19 25 A g 35 45 27 35 30 39 23 30 1. LENGTHS SHOWN ARE IN INCHES. 2. TENSION LAP SPLICES SHALL. BE CLASS B UNLESS ONE HALF OR LESS OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN THE REQUIRED LAP LENGTH. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 4. TENSION LAP SPLICE SHOWN ABOVE ARE FOR CONCRETE COVER GREATER THAN OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING GREATER THAN TWO BAR DIAMETERS (SPACING AND COVER CASE 1). 5. INCREASE LAP SPLICE LENGTH BY 1.5 FOR EPDXY COATED REINFORCEMENT. 6. INCREASE LAP SPLICE LENGTH BY 1.3 FOR LIGHT WEIGHT CONCRETE. 7. COMPRESSION LAP SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS UNLESS OTHERWISE SHOWN ON THE DRAWINGS. ® 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 MASTIC JOINT AND REINFORCING STRIP OR PREMOLDED (TYP-) CONSTRUCTION JOINT (MAY BE SAWCUT AT CONTRACT— OR'S OPTION). Q a a• e--------------- d a v , �. O _ Qg Q, CUT ALT. WIRES COMPACTED SUBGRADE AT JOINT 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. 41 CONTROL JOINT SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL z SCHEDULE P.T. SILL PLATE ; P.T. SILL PLATE s (2) #4 CONT. m (2) #4 CONT. m FINISH GRADE w FINISH GRADE w FLOOR 0'-0" 0' 0" _ w z 2„ FOUNDA11ON DRAIN RE: CIVIL #4 0 24" - (2) #4 CONT. 11 P.T. SILL PLATE SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE (2) #5 CONT. FINISH GRADE C Q Illllllll II,,11= I - co #4 0 10" O.C. z FOUNDATION DRAIN 0 • RE: CIVIL #5 0 16" ALT. HOOK 8 ' 1' (2) #5 CONT. —41 i� TYP. 'EXTERIOR I 0 FLOOR. - FOUNDATION DRAIN RE: CIVIL #4 0 24" (2) #4 CONI. a 12 P.T. SILL PLATE (2) #5 CONT. FINISH GRADE 0 X Q 00 I FOUNDATION DRAIN 00 RE: CIVIL r #5 0 16" ALT. HOOK — (2) #5 CONT. SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE r #4 0 10" O.C. 0 T SECOND POUR FIRST POUR SEE PLAN FOR BURKE "KEYED SLAB THICKNESS KOLD" JOINT. AND REINFORCINGI I STOP REINF. (TYP-) I } CLR. OF JOIIIT EACH SIDE j � •a .• 0 —Oc� COMPACTED SUB GRADE AND GRANOLAR 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— (2) #4 CONT. FINISH GRADE . . . FLOOR 0'-0" . . .. `° z "OST PER PLAN — LOCATE ER ARCHIT OST BASE ER PLAN 2" SQUARE ONC. PLIN' #4 BOTTC WAY 1._0.. UUn i. POST AT SPREAD FOOTING POST AT THICKENED FOOTING SCALE: 3/4" = 1'-0" (2) #5 (2) #5 CONSTRUCTION JOINT ❑ TYPICAL POST SASE SHEATHING, NAILING SHEATHING, NAILING SHEATHING, NAILING AND ANCHOR BOLTS AND ANCHOR BOLTS AND ANCHOR BOLTS z PER SHEARWALL PER SHEARWALL PER SHEARWALL �< SCHEDULE i SCHEDULE SCHEDULE Ir m P.T. SILL PLATE P.T. SILL PLATE #4 0 48" O.C. #4 0 48" O.C. �i w IL. . . . . . . . FLOOR 0'-0" FLOOR 0'-0" FLU --- > _ >� a, 2" FOUNDATION 1'-4" DRAIN • RE: CIVIL #4 0 24" (2) #4 CONT. ® GARAGE FOOTING / RAISED CURE 0 SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL (2) #5 CONT. SCHEDULE P.T. SILL PLATE AM FINISH GRADE pi w¢ a_ J L• _ =111,,11 i #4 ® 10" O.C. z FOUNDATION DRAIN o RE: CIVIL _ #5 0 16" ALT. HOOK' 8IV 1'-4" (2) #5 CONT. 181 S. 0. G. PARTY WALL FOOTING I 1 U U ;r, (2) #4 CONT., (2) #4 CONT. LAP + H LAP + H -CORNER BARS = CORNER BARS = TO MATCH HORIZ. + TO MATCH CROSS + REINFORCEMENT WALL REINF. (ALT. HOOKS) (2) #5 41 a c STD 90 DEGREE HOOK DOWN TYP. SINGLE CURTAIN ALL REINF. PLACEMENT SHEATHING, NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE P.T. SILL PLATE STEP PER PLAN —0 . . . . . . . . . " #4 0 48" O.C. FLOOR 0-0 III—� III- J J U U (2) #4 CONT. V-6" 1'-611 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 —II �`• 2'-0" I _ RE: 4/S6.0 FOR REINF. 0 STEP S SO = STEP 15 TYP. H OLDO N AT FOOTING z z J IIL"IIII�IIIIIIIII �- T w 1.5 H IZ 5" #4 #4 AT B.O. WALL (2) #4 AT FTG. T SCALE: 3/4" = 1'-0" 26 TYPICAL STEPPED FOOTI } � 1 asp+�gim" ' r (k F}�1���lppYeCjzSz{}d. rl, �'�y; •• � I {1} t �� a INII • f t, 11 1 •• 11 HE 49 co A o 0 cn Lo 00 ch 0 w � 0 00 1Z 0 z E-H 5 � o a � w � A � d w a U N Q w 2 t� REVrEWED FOR )DE COMPLIANCE APPROVED AUG 0 5 2015 City of Tukwila JILDING DIVISION r� • pool RECEIVE +j CITY OF.TUKVf LA JUN 0 5 201 PERMIT CENT R �I o0 �—I � ct a� O MH SB-11 STANDARD !LEVEL® SHEAR BRACE INSTALLATION Two top plates or as specified For trim zones, see below. Verify brace is plumb Hardened nut Washer Anchor bolt spacer Optional OSB shim, �" maximum OPTION A 6-" lag screws, provided • 6 with 12" brace (3 front, 3 back) 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) Start screws 3Y2" = from bottom of double top plate or header = Optional OSB shim, 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 Y2" front to back to avoid interference. Do not install screws An installation template is in electrical chase available from your iLevel5 from either side. representative. Install nut finger —tight plus yb turn, minimum ° Hold—down r_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 OPTION B 6-Y; lag screws, provided, installed from the top • 6 with 12" brace • 8 with 18" brace • 12 with 24" brace / Optional OSB shim, got X" maximum For trim zones, see below. Do not install screws in electrical chase from either side. • Trim height from the top of the brace only. Do not trim the sides or bottom. • DO NOT trim the bottom brace in a stacked brace application. • 3Y2" maximum allowable trim for portal braces. • 12" and 18" standard braces taller than 93Y4" may be trimmed down to a minimum height of 78". • 94" hrnr-es may he trimmed down to a minimum heiaht of 89-YA". Sts -1 STANDARD !LEVEL SHEAR BRACE INSTALLATION BA— ANCHORAGE FOR STEM WALL OR BASEMENT WALL rn O +� t �E+3 M u Tie threaded rod to footing reinforcement (recommended) Double nut and washer assembly iLevel Anchor Bolt Spacer iLevel Anchor Bolt Holder Jam nut Threaded rod SB-21 ALLOWABLE SMALL HOLES - ALL BRACES EDGE DRILL Middle Xu of brace thicl HOLES Maximum three in face and thre edge • -Y" dia. holes m • 6" o.c. minimurr to holes allowed i top 8" of brace 'ACE DRILL ZONE laintain %" minimum edge listance from chase and iutside edge, typical to holes allowed i lower 40" of race �SB -2 ALLOWABLE 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 49C dia.holes or one 4 Y4" x 12" hole o No minimum on —center spacing required o 0 0 No holes allowed in top 8" of brace FACE DRILL ZONE Center of brace as shown Minimum 12" ° above existing hole 0 S E3 -11 ALLOWABLE LARGE HOLES - ALL BRACES To install Shear Brace flush to the outside face of wall, align Bolt Holders vertical faces with inside face of formwork. Grooves To install Shear Brace centered under a 5Y2" header or beam, align Bolt Holders grooves with inside face of formwork. PORTAL FRAME SHEAR BRACE INSTALLATION For trim zones, see below. Verify brace is plumb ij Hardened nut Washer Anchor bolt spacer 3Y2" 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 /oo,minimum edge distance. Attach with (16) 0.148" x 2W (minimum length) nails, (8) into the header and (8) into the brace. Connect header to brace with 6Y4" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6 front, 6 back) Start screws 3Y" (±)C) from bottom of double top plate or header = Optional OSB shim, 9' maximum rnE Countersink (Y4" deep x 1"dia.) and install at an angle that prevents screws from exiting sides of top plates or header. Offset screws X" front to back to avoid interference. Do not install screws An installation template is in electrical chase available from your iLevelo from either side. representative. Install nut finger —tight plus )fi turn, minimum ° Hold—down readed rod Ensure concrete is level and smooth beneath brace. Grind and fill as necessary. Foundation system design is the responsibility of the designer or specifier PORTAL TRIM ZONES • Trim height from the top of the braces only. Do not trim the sides or bottom. • 3h" maximum allowable trim for portal braces. SB-3 PORTAL FRAME SHEAR BRACE INSTALLATION Cracked Concrete Embedment Depths and Footing Dimensions for Threaded Rod (1u2)(3) Application Brace Anchor Bolt Dia. (in.) Minimum Footing Width in. ( ) Embedment Depth & (In.) Minimum Footing Dimensions, (in.) Wind SDC A-B SDC C-E C1 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— STK 7/8 36 13 13 16 20 18 Standard iSB 24x— 1 32 10 11 14 18 16 Two—story Stacked iSB 24x— STK 1 35 10 12 16 19 16 Additional Notes for Anchorage - Appropriate for use in areas governed by IBC or IRC - Anchorage embedment Is based on ACI 318 Appendix D - Concrete assumptions: - minimum fc of 2,500 psi; phi = 0.85 (condition A) - 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 AGE FOR STEM Table Footnotes (')Anchor bolts are ASTM A449 or ASTM Al93 87 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 (3)ASTM 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. L 0 � rn 0 w- E 03r 0 0 .2 o� o a O ?� 0 0 0 Cn 2 0 0 E SB-5 PORTAL FRAME SHEAR BRACE w/ 5Y4" or 5Y" WIDE HEADER (similar for 3Y8" header) 9Y"-18" deep header, as specified. Center over brace width. Portal straps (provided): Maintain )4" 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 3" thick OSB. Attach furring to brace with (10) 0.131" x 2 V nails. With WC 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) SE3-5 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 iLevelY 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 Specifiers 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. S B - 1 !LEVEL SHEAR BRACE NOTES Section C—C " -C 2 min. Anchor bolt spacer 1N4" in. Threaded rod, grade A449 or Al93 B7 •• J. '4 '• �" dia. at iSB12x .'. A'• Jam nut below " dia. at iSB18x c .2' '' anchor bolt spacer 1 dia. at 1SB24x .� ` o Stem wall per code a " ''•' Ported coupler compatible o ` v '.::. •, with A193 67 threaded rod, �, o as required }� �•' O Monolithic or •' `' two —stage pour e, Second anchor bolt .° 3 •'• ��' � 1• spacer recommended o y •a e: . '. for two —stage pour o °" Jam nut below �•~...��. o anchor bolt spacer #4 rebar per code or plan 4' 0.3 "' • 'ti:• r Double nut and washer assembly C3 Brace width C3 C1 C2 LC Footing width 111 NO �'�I�ffi� x , �, k 1� f , �y £a�g i t r �yro smk • r,".a� ca A o Cn � Mo w I � 0 rn 0 d- 0 0 w w � � 0 ao M O z H 5 o a _ M w o_ U W ZA < a W 0_' � a C5 w REVIEWED FOR CODE COMPLIANC APPROVED AUG 052015 CO'City of Tukwila TIMI-DING DIVISIO 4.) RECEIVED CITY OF.TUK JUN 0 5 201 PERMIT CENT c� P"9 � O � o . 00 V1 ct C '. C1d O MH BEARING AND/OR BEARING AND/OR BEARING AND/OR BEARING AND/OR SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN SHEARWALL PER PLAN PLATE NAILING PER PLATE NAILING PER PLATE NAILING PER PLATE NAILING PER (3) 0.148" X 3" SHEARWALL SCHEDULE SHEARWALL SCHEDULE SHEARWALL SCHEDULE SHEARWALL SCHEDULE 0.148"X3.25" 0 6" O.C. MIN 0.148"X3.25" 0 6" O.C. MIN 0.148"X3.25" 0 6" O.C. MIN 0.148"X3.25" 0 6" O.C. MIN 4'-0" FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING EDGE NAILING PER SCHED. I (20) 12d PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 PER STRUCTURAL NOTES S1.1 0. RIM/BLOCKING TO TOP RIM/BLOCKING TO TOP RIM/BLOCKING TO TOP RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE — PROVIDE PLATE PER SHEARWAL SCHEDULE — PROVIDE PLATE PER SHEARWAL SCHEDULE —PROVIDE PLATE PER SHEARWAL I' SCHEDULE —PROVIDE . . . . . . . . . . . . . . . .0:148"X3.25' *0' . . . . . . . . . . . . . . . . '0* . . . . . . . . . . . . . . . . . . . . ... . n . ....... -.......... ..........v..............,.............. ,1...� .� . . . . . . . . . . 6" O.C.' MIN i I ; 0.1480X5.25' 0 6"� O.C. MIN 0:148"X�.25" 6" O.C.' MIN 0.148"X3'.25"' 0 6"' O.C. MIN' .,......., 11 TOP PLATE 41 :It ..,._.........__ ....,...........» 1 3 $fi �.....—.-`LL, '+.„'.. ,........R—. ...._ " & EDGE NAILING PER SCHED. EDGE NAILING PER SCHED I EDGE NAILING PER SCHED. EDGE NAILING PER SCHED. FRAMING PER PLAN I I ! BEARING AND/OR BEARING AND/OR BEARING AND/OR f 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 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. 2. SECURE RIM JOIST TO BLKG. WITH 0.131"X2.5 PARALLEL PERPENDICULAR 2. SECURE RIM JOIST TO PERPENDICULAR JOIST WITH 0.131"X2.5 & NAIL TOP PLATES AS SHOWN 0 ALL EXTERIOR, 1' NAIL TOP AND BOTTOM. SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" NAIL TOP AND BOTTOM. PLUMBING, PARTY & SHEAR SCALE: 3/4" = 1'-0" AND AT ROOF. SCALE: 3/4" = 0" ® EXTERIOR WALL TO FRAMING ® IN TERIOR WALL TO FRAMING ® INTERIOR WALL TO FRAMING ® EXTERIOR WALL TO FRAMING Eo] TOP PLATE SPLICE JOISTS PERPENDICULAR JOISTS PARALLEL Ajt PLATE NAILING PER SHEARWALL SCHED. TYP. ' SHEARALL SHEATHING & PLATE NAILING PER .,., SHEARWALL SCHED. TYP. I SHEARALL SHEATHING & LAP JOIST 4" AND USE (3) 8d NAILS AT SOLID BLOCKING TO BEAM NAILING PER SCHED. NAILING PER SCHED. TOP PLATE RIM TO TOP PLATE 1 , RIM TO TOP PLATE JOIST HANGER PLYWOOD PLYWOOD THISCSHTSEE 5 A35/LTP4 PER SHEARWALL SCHED. ,�a A35/LTP4 PER , � SHEARWALL SCHED. JOISTS AT NON BEARING WALLS PANEL BLOCKING }- _ AS RE HEADERS MAY BE Q• ATTACHED TO KING STUD STUDS AT HEADERS: W/HUC HANGER OR A34/ 16" O.C. TYP. �2� 2X8 0 2X4 WALLS A35 CLIP: 3 2X8 0 2X6 WALLS (2) 2X4 MIN. U.N. UNLESS NOTED JOIST PER PLAN TYP. JOIST PER PLAN TYP. " BLOCKING AT 48 O.C. BUNDLED JOISTS (2) 16d 0 12" TYP' JOIST PER PLAN JOIST HANGER JOIST PER PLAN 2X BLOCKING OTHERWISE PER PLAN KING STUD—TYP. BEAM PER PLAN BEAM PER PLAN FACE NAIL W/ TMP.16d 012" 0. . TRIPLE JOIST TRIPLE JOIST AT BEARING WALLS AT NON —BEARING WALLS SHEATHING AND NAILING ; SHEATHING AND NAILING TRIMMER STUDS: (1) TRIMMER STUD PER SHEARWALL SCHED. PER SHEARWALL SCHED. 0 " WIDE TYP. TYP. �12� ®OPENINGS 5P, & GREATER NOTE: FIRE AND SOUND A: FLUSH BEAM B: DROPPED BEAM UNLESS NOTED OTHERWISE PLAN SCA 3/4" = 1'-0" RATING INFORMA11ON PER ARCTYPICAL SCALE: 3/4" = 1'-0" SCALE: NONE PARTY ALL 7 NOT USED BUILT UP BEAM TYP. CO . TO WOOD SEA jo] TYP. HDR. AT STRUCT. WALL 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 :...� ................: y 2X12 STRINGERS FOR L<84" MST37 STRAP 1. 5X14 LVL STRINGERS FOR 84"< <140" 2X BLOCKING TYP. CONT. RIM JOIST A35 , TOP PLATES TOP PLATE T TOP PLATE A , ........ BEAM BEAM BEYOND — -- -- PER PLAN PER PLAN — — — — -- -- -- -- -- -- I I I WALL STUD 1/ MIN. -- -- -- -- -- -- -- -- -- -- = v/_ n BLOCK FLOOR DIAPHRAGM EDGES LANDING I I I STRINGERS PROVIDE (4) LTP4 EACH SIDE OF BEAM PER PLAN PROVIDE (4) LTP4 EACH SIDE OF (2) 8d TOENAILS (2) 8d TOENAILS .... "-r-.... -"'::-�.-------- --------------------->e__. 2x E I 3 3 I BEAM BEAM BEAM PER PLAN EACH SIDE EACH SIDE PER PLAN E 2X RIM JOIST I I I ? IIII Illl POST PER PLAN (2) STUDS U.N.O. ON PLANS 2x BLOCKING P.E.N. PER LOWER WALL ;; u____---____!---___-___v'-`-_...._� I I ,I BEAM/HDR 0 SIM. �� EXTERIOR INTERIOR WALL WALL WALL AND CEILING PER ARCH. LOWER WALL: = WIDTH1 4" VERIFY A 3) STRINGERS FOR W< 1 BEARING/SHEAR WALL PER PLAN AND SCHEDULE (4) STRINGERS FOR 42"<W<48" TYP. TOP PLATE TYP. TOP P PLATE SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" TRUSSES PERPENDICULAR ELEVATION AT WALL SECTION A —A AT WALL 11 SPLICE AT FLUSH BEAM SPLICE AT DROPPED BEAM 1131BEAM TOE AILI G ® EXTERIOR WALL TO FRAMING WTYP. STAIR FRAMING AT WALL WALL PLATE NAILING PER UPPER WALL: BEARING/SHEAR WALL WALL PLATE NAILING PER UPPER WALL: BEARING/SHEAR WALL SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE NOTE: NO WALL ABOVE AT SIM. SCHED. FOR UPPER 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 P.E.N. PER UPPER WALL-- a _ �' ARCH. WRAP PER STRUCTURAL NOTES DRAG STRUT PER PLAN STRUCTURAL NOTES P.E.N. PER LOWER WALL i, BEAM PER PLAN 1 3/4" PSL BLOCKING 2X BLOCKING DIAPHRAGM NAILING _ I 6X6 POST WITH BEAM � aid. � BEAM —ALIGN WITH CENTER OF WOOD BLO K FL OR -- '��' DIAPHRAGM EDGES r -- SIMPSON A35 EKG. ........................................... ........ JOISTI ...... BEAM/HDR 0 SIM.—,," �. TRIM RE: ARCH. JOIST PER PLAN JOIST PLAN PER TO TOP PLATE BEYOND SPACING PER —TYP. SHEARWALL SCHEDULE PER PLAN P.E.N. PER LOWER WALL PANEL SHEAIING/NAILING i TO MATCH LOWER WALL 1 .' I; ; " ;I I; BEAM TO POST (2) 5/8 DIA. x I 13 EPC POST CAP , 1-- HOEDOWN STRAP PER PLAN f SHEARWALL BEYOND "� SHEAR WALL SCHED. MID') WALL AND CEILING I LOWER WALL: BEARING/SHEAR WALL LAG SCREWS " STAGGERED j'I CEILING PER ARCH. 18 PER ARCH. PER PLAN AND SCHEDULE 2X LEDGER s,. SCALE: 3/4" _ ,'-0" SCALE: 3/4" = 1'-O' JOIST PERPENDICULAR SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 1 SHEAR WALL TO SEA[If A STRUT TYPICAL DR C� S 1S 1 LOAD TRANSFER DETAIL ❑ �p 0 TYP. SECTION AT DECK FR G. W o" • Ski � 1i4a`y • �art5�sya�s�ts1$ .• � r 3 a� 11 • W 3 3aS�si 1 ` F NO A11,01l 01 0 A o n 0 o rn M 0 0)i I O o) O d- O 0 o o w d w � � O o o CC o z o H 5 Z W a a �m U w N s m a x r- x w a- a w z REVIEWED FOR CODE COMPLIANCE Uj4PP630VED �UG 0 5 2015 f of Tukwila ING DIVISION �msA SUN Q 5 PERMIT Cl O �' 00 00 +� 00 ct CCU l • � � dam' � cC3 � N O MH RCCEIV CITY OF TU D WILA TER ►:1 j A it t2 f W -ry - 44 r [L A fj Vo, Ij y Vl�tt 41 S. 1.�INNXA, -.0 ter "m 01 11 49 ki �j "'.101 A Z . . i . - -;� - .. -,- V,S11"_ .. ... . ........... .......... .... �Iv- M MWT, -1v fif jj(i.j e s i4v, Sr.'- J vvo-v U 13\ To _Jr, zst e4A jj T ago Jill zft .. .... ...... ..... ... ........... . . .. tv Q� JTS fl! IT14 f. A4 r. ltJr & ;,t:, zz . . ............. . .... . ... . ..... . ..... ......... n 41, iK Jt,� _0 pj . ........ . ?f 4i ♦�R' -11"V- Pl� `V ... ........... ......... . . .. q Ze,• 4 j, .. ........ .... ... ......... ... ,k ni W I L�V ............. i r F-0, Mkl �j T 's 41 -S! sh A . . ...... Alt-. 4 4 Q,7 j .11A 4 - 4 X&. i sr 4 if UF:. S • t dJ ............ . . ok J I v 7 `:t 1. iF v. v. --fe �k ........... 4-- 7 tA ..... .. .... .. A, J 7 10 NO 4 M WW, Z - N"o• r �fisd 4. POW en rr tM. t 41" o,_ tmi�4v(",Af, '44 FR arN M-6 A A 5 xz Q t-1 N rren jjll 61 V 4 V, JSt '7 J lie, X.. 6V11 1V RAI [1 19 pawn — 4—v'. 10 WUP A RECEI CITY OF T It x. Now JUN 0.5 205 �jx• �ER T , CENT, Ak. f; 21— 4 tn iO .2 7 ImaytTi i. MCI r',.Z D FOR REVIIEWE. CODE COMPLIANC APPROVED� AUG 0 5 2015 N City of Tukwila . . . . ...... BUILDING DIVISION 4-0 f L P so T7 a ?P er V ;t� . ........ ..... t7 ........... . . ....... I A; Ok i -"I Irn 'A, 1z•, ... ...... .......... .. ... ... rj 4s P, v WA - 4- GLAZI SCH EDULI� UN in m (01 AIN (Cl 9� P so T7 a ?P er V ;t� . ........ ..... t7 ........... . . ....... I A; Ok i -"I Irn 'A, 1z•, ... ...... .......... .. ... ... rj 4s P, v WA - 4- GLAZI SCH EDULI� UN in m (01 AIN (Cl 9� ROOM, VMX w A'M, GAS -mv, 'tip Ll�ql jL( Ll 11 Ag L ---- I w. iis, 70 RM . . . . . . . . . . I y X".v 'Z , Lgg [&L-vu Aj_�U- P) - -mr- 2, K OTR 0 v M kh V, _Q I;N �j 4 1 Y4.. ..... 1;,cyf,r- ` , , - , PiJ 10 I -Al -I V-01114� 511, LOY 5 v IV --TR ff. At - 14 ONAL U 2, 4A &L �0,0,o- TE Q, UGTj.M D'A Otf. W TO TH, .4-S . Rt-M.-.0011 4 0 MI. t 44 V., �:c A MED &416T TOJO -11-104AL WILD-1-fiG CODE AS ADOPM BY THE 011Y OF VAMLA,, 0112W. cco QW. LOADS LIVE MOMS ROF (SNOW) 25- psp- ftOCaS. (REES1 DENT I AL) -40. PSF SHOW LOADr DESI-N DATA: is t- 2T 02F, P! 14 PSt, N If 0, 1 Ct I - 0, Wll'�D VSIG4 DATA` SA-Slic W1. W, SPIEVED�. 85 NPH (3--!SECWD �GUST) i �..P MWAM �t P ACTOR: i W 0 T0.0MONAK FAWRA jr4TERN& W-S$uK- C0EFFtC1.ENT-. PRE-SSU�E, P(t) 25 PSF EARTfWAKE V-ES I ON DATA: SE -I SMI 0 f W VRT AM -Z - P AG TOW 10 1,0 $PECIRAL RE` M_� WAYAN IMH Ss 1.47. S�l 0�51- SIT GMAA SITE CLASS 0 'RE$PMI SE COEM01INTS. $0$ = 0.08 Sol = 0., 61 SE'l Mc W�.. D BAS-fc �j-t`+TING Sysxw. 01AREWALL SYSTEM. cs - 0 19 F�t-_$PZ MOD F ON FACTOR: XSE f� 10TICI R 6.5 (VORT F A,w WALLS) mwmms Oka E00 VALtXT LATERAL FTRCE ......... .... ... . nil + tq) it _4-_ �77` 77-7-7 4 2. nil 7 MOV, �4 k4 '"pro, lilt 0, q1K z- 1 04 �hf k, ;rn v C�4 EE Nn �Q-Qk 3j, -Al I'M - 7t "111 - "64", i TPf+11 was, jc 7. 3 4 ITT 4-M 4. Whar ........... -Z -4 to 21— oil k. ZI kw 4 ts �45 . . . . . . . . . . . . . . -.7 0 7�- 4 .......... :P A tq. 7 J. 4N. 22 vy; 71 7 7,177:!& "1 14 ........... X .... . . ...... . X, M 70 WINK 1. T/ A141 _77 L 77 ANN, R lot .00TA. , U, K7� 14 ............. M .1.1 .......... 40 . q.50' __7 - - - - - - - ......... 1 Q: �Z[ I j a J: A L3 X` - N; 7 A, 61 f tN ............... Ile' 4 0 CAW 7' fthi-M PL . "-.r t W�:4 14 �J APA 04TO4. *16811 1 1" 7 k t T `004* M- To a owl bm ED. Q,�� NAILING ING *;Mp P Royrs. P4 TN f Vox� 2 v 0.�. 2x zl� "c 24� 0.t Ix 4!, 0--c. 42� 0,c�, 0. -aA tv ox. 2x. �:V - AV, SHT. 3' UC 12" M& (2) 0;c, N/A. 12" O.C. ONIE slq� 7/1 It" b-N 1, .2- OX, O.C. t,� /.A ox: 014f- SIM p) io" 80,ni SIMS'.. 0-c� O�C. CvC. '4' 0.0, ixt; i-1- mm 1g, %I PSI mc. N/A NTH I� k. two n- x. V! rv� ilk_ - - - -: , ..... ..... A.- r �4_ i:,A ig� t� jl 4. IT: oiqi xy AIR' ......... ....... CITY OF P 7 JUN 0 in PE�MIT CE L4 NOW. ISO, . . . . . . . . . . X. - - - - - - - - - - - - 4�- E MAN 1V X, _Qc AED WAU Soo A6 MAT loss P* Opt A'R er, V,� Da 66 `b6_-1iE-ATihNe ftR AM* A ftti ALL. I Me M1 So �RAOE. AUL !A0, iLy M 'S VW1, 2T' 4, v4EARI!,R4. 0ALM -"jo k JWST-'4'_0 amm Wx4i'l-ky Oq T V. 4 P Q I & 6AN I emu pkmwy, A�Opko Am 60i ftas 'cro M4 am SPAalo.*:6 Uss'wtl 6'At"PAN. MR-16 SHki tk - W--strio FAU U-4 0*6WA�� kC_WSS OR 901 I. MY JWl.'44-OR -W� AND Nk.�c5 SHfU.'9 SZA ;T.989, a W006 -AWL PAKL EW 1DwCOU T Aabk-z AW K.0 MINX -4,411 9� 4�4 X_ 2 1/21L 00 VOil,':06 k "A SMU $f 12D Vve (. 1i in� a. R.W SHAU 61.7 Wm . OMS14 1we. SPAaw. cA M, W. 17 R'DfAP FtNTE. NAXR,'�� 0-340T 9-0 MIL. lHt S, 0 TV, ANMR aTs SMIL Of conva. r b. lit P A M x AWW. 47 Mo. wu. m QW Nil 40 �M 9TI kw 12. 0P4 RA "N PLAM VAIL 'a VISTAftO 41H 1214D X I (Aft* X. AT EAMAIM:%, PL-Ar"i is No, A�aoka- 74.. 3 N k�, -it 7 L044 .0 0,1" 124a. x I W Go* x ..I M q-) 14� ALL 0115440 Fft%tl '0 MWONZ -Asm M0 SmMM SML ME 1PEA10 Woo SNA11 89 MOT. -Om - I*X-fta 01, A . 15, t Uff TAU VA * M.0 V4 I -A .-Ty, A,. A 1. Ow LOE 1115T-Aa-0 N' TWO M-M 'it SrAMIM ItNOn'10 i.-r-EMS 'A ".'4L PES. TU tAil BE PRE$WK M, F TEO. s, G010 1 �2 W04 A, TOM nbult , "E. .. 11 . q Its. AWW4 W. UP ic Co. vw*f- NIS op not x0v �k 0 us 0 VAR ENRON - 1 bd .......... Aw .......... .............. D VIE "I r M 'OVE D kPPR X % x AUG 05 2(15'. __T �w kk X.1 fla C Of i1a owl WILDIN 0� r 7 I T, t LI-9�jl E I On. 10, � .Lrc,o �61D(wj 2X (o C:;,TW P6 e..1t 4. G• T4 2aclpTc�a�.. Ps r 1146W,.. 1«w 1a 4.1 /6) C - Tr-W-51 .. -.' t iv 2Xto hTUPS.:,, i�n'�U;G. t� - _...._ 2xCo f. TSr-� ::.. W j . W 7" al „ q 1, 1 �•..:.�i�:a��-i��"�`:1 �!`�� :�"#��k:: �,�::1'1~_:���?i���l.�;`�:: '-.-~%�u¢,xlp� �'A..��C�.T G��. ' n •Af - �/ `�}- y, /� {� J' (�'� spa+• ~- �.V.. ��~ ,iti � �,lfl�iP N �f'4<,w�/ ..RCwC' ..�t.._.�'�`V.:.'���t�btfi�...S,P.rI..'�,.Pi�I ��t�.•t'[ R 1 wit'"' � , 1 U`f :::,'.i":.::......... ........ :. .� ..��:..._. : t�ur .. 24!.l. lif • 1 ,rrt ,, �. .ni•.- � , WTI tl�" ......::.y� j,•,v�'�.�n�;�;:.�n:_�'7-���-.:.�.��t��• .. •�Idr ...-.�:.:k�/"r-.t�vtr�;car1,.-�v '�To�M. ��•�i� 11D LL 9x+ NAi(.r-P-- + I I fRp- MANL4F, WP, =-: -�5 o ~r. ►W� ,Ub.. 5TR C-:154) SEGO 521 l`?'�4�G� 1 i'•tP �'F'R.�iQr �v �' �. .......... . Ufa G.W,�. TiP"G �S Pik- MAiuF Wp- T9466P6 S S41016. 11'P, G.I4f$- L)KAF' 16TOP 5r-4 ?for FRAM I H� PLAN j3ATT c.: s- -� .:. - .,::..�� .. t _ 1 'aTo i`t x ;lter.:_�?f�fi..:..:t°jf KOKIZONrAL FA�6TDF v)' G x J e-velPf 10 LIN, Fr .' ....... :..:..-:_ . pi;r�t WW. Ol'#14 14 13/4, Fw4p � '�' ,�� t:� � ..� T�- ern• � � z1v r�cn��Dl�TS.. 7.1i9�:f:.I:1--:::: j. i^��Gt�-roP t 1 _......1. ..r� rR C,1<1,3�• TtP� �. • _...+��!��i�i��-�f��.::f�l'�tl�fnb•...... =-� C-13 �i�t"- 1M�t�t,,,.��' . x 12 :..:::::fir .:�.t��.:_ . tV�t�l. �. :.:I� l ,SO r- w(� X-At1411 (t WA/a `M, /// - �rw)1 .�'.7y (�1./. �>}���j/A/� .... ...,..FM .��r�[`�. ., ,R ):::• '�u: •• < •i-.• S'. 4P t 1hi�� .UGtG j 5 +t d7k` mil ' a !. it�6t.�GA"i"iC�f~i:..`C'1.: - ' .�E ..•�i�fi4.W,�1�,� � . �4.lii+� Gc�'f't���E::...: L�l�i 1i'i��?`.."i�����.:,P� Ni��' . >,. � �,�:����� rc�oi� � e0m I�•'�t 1 t'i'1�} 1• i ; 6. 5 t•(ti.� t"� I �, ?,fir;. Dd 3� 3,� i, b MAP. P�Dt-' � bZK5jf' P: H0U_ ' ........ �voCp W 13©bM MAX. 31w,HT". : o -r-� . RI 'Mitt . ' : .:�' PQV i t 2 f=t;vvt � 3 M�xt�iUM •P�+�Gf�,PIi;.#.:. ...... 31 MAXIMUM "114kK cis NIMUM 1't.LIIi 1 S' 'ti I ... ''�,. i t <G. clk�. I'f,Cf.4. ± �.y��y"c�i�...�' i cVfJ t F"••-" �i` . t"!~� � r__?'ti+�"'1f.I N . �' . �t`*j•, '�"'!1 G�%tM; �GT"tl'fi't" I�".� 3''1' . . , �} t�� �• -`�,`� � � ' ' k' e,'47U t -ra . F" + e©Ht-t I . afe" 2$14 C64&(rT. 4L P0vtr4e>Pciu'p.S, Tv' ` hgHTLA:-r- ARA ST-oi\t-' ei''5r'5-il r X- f5RAC-a. ALA.. F*t_r©R.AMP .Koor JDI67"s 'A�T- 2), vie, * IIA11-6.AHP 15�'A'L.1�—�,T& w4rof.Nt Tq &, .mi~ 'A :cvrr- �Hff�A L INN u. t Gd'r•#GRvf� %Au, ArlAtit't A 20- PAY hTg"Tip 1.7r -F& v-2.74d MI • 1711= t4jX 694,L 4OH-AIN HPf 1,P56, VAH ra .,�A4K6. OF e4M"-T Ft& 'GU+Xp AM NOT MAkE VAt'i. tP 4A",0116' OF' WOK t'M hAe ff 415,MIPM4. ON Fc - -SOY,..46 X 2000--f5t 2. mitjipgcwq 4va, -smw, ootifog'# 7D A6TM AUiS'- :16, 4$AM40, �y.40,000 014. 40t.uMM ?itF6 i Flf�,P t 0if a WfJ-M9 $Aft AW ANY e�6 :50 Narrx;' aM. •�� Vt iAWiH4� 5 t . 40M, 4o, fl= 01 oo& t°�t: -,ht� t. Wi MW -WZtfot�rM To A5tM kmt 3 qAt` 0RcrN-q 6TM 60A)�L ft "IE-W- W&I-1,191MqHAMS � grto41 tti. A,4Z0FVA te_F_ Wn A.G,I:. 315--1,+ $ `fi1,0-$$.LAF,ALt 40HT)NUOU6 KPliFOR6aM5r W I�AK ptAMr--,5or, �'-�MII > rwtvE, &o9Hr_R &Av,.6 Air Aw. ,Wm4, t#•ifea0i`#0rI- 1AP GoRrtM I>AK-tp 30. DIAM TgR� aR 2.'-'G'�` t" il3`t.. t Ar- Aq JAG15N•#". t z',�. OP Wf U t?W Mf,6H. Ott fU L, ' t C6H Art l h ADD 1 E�IP . W&nri6j,!;, AtJ17 Mfg- UH.fMHf ! Sift l �j. 1"ARTK ►G you I'*Mf�p: 6ttMAr-, ES m i)tRW 400TA-4-T. KI TH rH-. �� r► . - Igl�4M� �at~uMC��" •i1�iC�`'SUf�FPti�t�S- t�cP� T� W���� t�� 6 AV6 AMP 944A-5 '- Ii4i?.RbOR Mee 5 'RuG�'Uf ,, . 51 tr, lt`I�LLiI%I N t ANV R61A air 6K4,?A6; '5 H4 L1,, W0,09M 1-0 A6TM A- 3G, Ft = �G►- I'.55t . 6`f-St-. Fief :�A" tZli Fo" To A6.r'M- A-515 •-74A TYPI° Z:O. -41 4tAP15 1!71 - f' c 3a Kul-. AM`7 61iAL,41' . 40MFORM• ?a A✓TM A'�0-7 . 4,a ALL R. Lt lri. 5� - ft l h 49VAcH61E KIM A16e ANP Aw-:S ,��NVA �5 AMA � tl-t..� i i aRMI:Q SY E'ti"ii P W.e.LPK/v, HAiA 0 cSR-T-IFISP . I 4L4rxV LAM I HATE P MWD996 6RAt•.t- fA0914ATW I t� CON MRMAN60 KlItt I%D4.' �`/TAVvA"6 GtWTr__& 2_:!; �A(,H MaMPtM �5HAL4-DVAx K "tti AM-6 i t%�NT1 l~I �,A•!" 1CJ� fi�IARK. '� ��t�U �� ,moo. NiY"�rtl �'t� � ��:-,�st"i+Cr G ' "IFI 't"i� : A1' G4 IFDR,MA #GL•. A4-1, ,0 146 .�NAi,.t.: �t :PD04A!a .FIR 60KW.J ... 2+1~) Fb. z t4 P' 1. .AMMO Aw, qt-tALAM i 446 16 1>6 8 MAMIriCj UMt 6KAM, it.44WOO Ah9 t-,'ir4?,KeV Ili -4Z?0Rt'i�FG� $" ANPA P gRA01"4q 4ttii 4e6 V9 WFtht• 4VA6 f'j.UMVC ;', tiO- .j a LAT 1!-tr ' ' W1-rI0H F4N 16k To Tap, RIL.410witic, MINIMUM �DARP P MAR. k4aC g�i1P � M fr.tR=- b 05'S psI Jt�t LS.' I Iri�l-flt No. l , ©R Dottq �K Ka. z. MINIMUM .���N 5tt ' b: teou �5t . 87SPsf %W6 _-917R# tqaK-.% o - PaU41-A6 'FIR NO.4 ? MIM I MU M OF-410 6TAF,36 4 = t 3Sa 0�t . Pd 't Tit'lB R� o. HaM PIK tW,lk �11NJtAfAH p ,314l.y tMe6, IQ�� Ii•S; #'li�y t-1401 FRAMttiq o VOWq HK 09,M t jTA�FD K,c�t �w 'P5t q "W009 KaOrA �LMR,ASV WALJ, hI+FATHM M--60Al.., ft q"W CC.)" 51RU�TUKAt. �, �C'1'�R#!?R �it,.t,d�.•' �t:Y1+�44D Tt<}#G•K�t..� �H'A#•L. , Aga ���1N. aci- �t�At�. . i Wb Aid- . Yt-YW4009 T .6U?PaR-'INe1MFMOt-K-!;, Al� ML-1- W-5 4 . rid �t7���. Scl �.. l2t'. rt,c>. ,�T tM?IrE�IGR t�'�AK,t �• I7d1t`Il'�-•�.'.i ..�I�L� ��1��'t'�R. i..##`�!q t5 - prTAt L-1w 10K 6r1561 p# pat2. fL WD, 'IN P EXO p ' aF , /c R- = 51/1 1 to AL. it ov PG•a,? 6 AtJP •J)t..041<1hd�j ltt v1t "i".6ot*rAor. Wifff Got,tGl !✓ : �l At.t. Pkt%-sw ~. -mvwirP. W.tTt-t. mi APpwag- .rKasmvAT'lVp- !�, �� �"t��{�7 ��y�/ G4MP�J{,#����. - ^[ �•ys� ' 'T � . 't�i ��iP . #�l� 7 U f W i�.v #54�"�'' • Pl T HF_ 6 tJ�l 0U FJ 1 Tq t"ytlt UFAMJK. tK 3" n�t.tvt° .Y KA1' VWt•ie'-, 6TOK j+ " ANP l�l�G'C-�tfl'D,irfr:....1�; tM it`t�a�G't''tUhF'a F�� t1€t 46 614A1.G ?tA?, �r0 L-tp ui�1 l TtlR� `-D > t '€t / T t,�7t�►l 6-r ,4PJAC_jM4i' FISI.0faP RAM At4 6RAIA, . ISA:'1t` 0 �"0 Mt1�l�i'd". UM v'l�'I�A� . �lM�fi�i�7M�' ' ��•�� ��4 gt.r4��.+ . . ..,. ... . i�, ' vt��i " �ftl�''�.F'.tA A. t,'t3. � . •" Z�U� I✓>� t-�t �tr� p �5,#�G. � S;t�G'• �'CP.u�.�,w Zw�.. a..G.. L> 25 fl-�F L.t�. wl r+p c>. P,6F z 8)5 t-4,P,f+, C� EXP t�PE. '�#�U 1vA����" F�Lt l�. �F'R,�'.�t � t� 3D • �G F ��p. �G-F;, l�t�ht�U� S1SP11G 2:da(, cSF 6>e") 1 2aQl� i� s G .WIND � RA9,M.4Ru� P ION PATA O 61 i tu.o .1;� -= RF1 tdaA. 444�6 16 05, .41= W►N10 vs,61,qd 94OR tit � Ida. FA�PK ?RV-r'A SURIS J'RSA-'a.P • 14040v) Z MA X (.5r mP-_e,47i1� 09 R� . i~A pt�P.D �Yi`1 ixSTM-'j,A{PA (5' tt�3�� S"�.t... � ��� . �v�• Q� � t� otz 5'�'j' 3c� I M����. 2. Car N tfG ►a �5 t f or tal PP gAWAr Izap =� A6Tr ! A 40 S!, t 44A'S 4i . 5 'Atl l-p , . STET-t.- = T`t a 3o+ aR s*t 1! 5Sr16po, HOWIOR 4_=_t = to t • :. . • . tt>i .�I �CtRt�t�'l`� .pj �"� � lySt�C> P �•1, �t11. � �5 .��!•��al"t:`Gik1- l�t�f'�•7'•tOt`f ul l�titT' . oi- u- e�tw t..r°►i[7 UP IM FU.I.- oep T'Ym. t> f `4 t')t00 .10.I. AS F01*NM1,AL AVEP 10 Ut e, e. �iL�. ��c..t.� - cQrt'ra,t�4 tt� P�t�.lMFG7t"`ti c".kM�•NT'. Ai�P -: ��� i�t..+�M'� Wt~r�# ��At"'���. C�,Y��'1<' �`� � = 2� P' •5.1� �i�a Fc.�t"�M�i #...A�'T'�*-i� l!'� llt ilk. I l ON TKA,,-rgX *AW- I?Rvv %#> . M1'QKA Y ctfEtl r THlr ! MMM e-TU a.� f'�C� R E C i'J E D 4iURAL, iomeamvv5. uimt/ . 5isA- 4"mmi-r N6 owa oam4M1' I"e-p. In _. CITY OF TUKWILA A 099AHCA. - Willi 'Tl-i� E'�t•l� ., 17- PRAWIN S ;t �tr- � .::ct :}i-Y i i.'.t .r�4ii� vt= c rRu�%"�oc x i JUN 0 5 2015 GoNflt�' N,,,r7 ARC 1�t0'1".,: PE�1F1f. t..t~y` 1hPlGA't'%;� P+ut" A# " OF ,,5IMtLAK e4WAGT•AK PERMIT CENTER -jY1. 1� 'r,�it- !{Dt�l t'� � ..51 M t GAK' tZ-r �I LDS OF. Gt�t'I �GT IC�t I AEI. _ I' r >rDs R"PAAri9.A'PRt(Ato !�Y 114e AgMtT151_'t`.AtV J*Hr. 6191itjrIAR41 .gMalhof-g.. REV tEUIlED FOR RCODE COMPLIANCE 115 01 APi ROVED AUG 0 5 2015 Th "I pity of i'ulcwila . a- 2 o.. a s r r !* N K �'D? 4 5 1 � k � Iic � a 3 ? c � VT t 4 ! 9 t i ! l S l y k ri D M } IA Yfiti. � uS s f,s a ) �a it AWAt CMGCKE W JAPPROVED j 3^—rNO PA'C A Vs ',iC?t�1 c ' IAAF%KF—R ARCHITECTS y D r f 3 t a} S { Y t { r� r t Y P } 4xs 3 f 4 P S 13 4 4 i F � t S D t:h 2 t ry D. n J { 4 1 d +i.l ' '1 to ),#tD,.vF aYt�'M h �.'�•'{5: �$ (N4R3.t�} SLcr� u}ei} �x, kY,;�; a`~k `t rcdx,� 1d�� rvSl'�Sait3i � lt; t,'� ;� �? D �:„' Doi►;.. �� ��. , �, J i i W W l 4 � u rr rn Y 1k s sv a�r '•y eyJ'i. p � 1 1 `�{ . Y,. t Y 4^ 3� #. 2 I ......: ;q�. L:- :� �� ..: �. :p. p . I . . � q ta� - . - ... I . .. :::� W�:,: _ .. . : .".. �� . . . . - : .. . � � : : :�:'! 1; � : ... :;rj,. . � . I i- I 0: . ,:. I �. I. ...:.�'. - .-Ift . � X ; 0 : I . �14 : , , , . .... * �Ju. .:.::..tg. . - I . . . ..�-,u .. : �� � . I : � * 1: . .: . . �--!s I ; �,� ., . - 1. -....'. ...1.1-1. ..- . . .. - I .. -, , ". - : � ... . ..... .. . ... .. �... . . - 11 I :.: .� - � - ---------..- I -a;i�,-...-- . . : i.:-- � - --.------ -- - � � ::,-� -01 Au - , �. ..... 1 -- .. - � -- � "' :v -n .... . - I ......... I I . R,me. ;- -In ... ..... I... .. .... -.... Jkfft-l�% ---. �! �-u,-- � - - , : ?; �:�: .. V �. a - - ............ :. I 1;.: .111-1.1''.. � .. �.. . �.. -t ief --- � Im--' - I.. , I, - .1 11 . . ... � : �� 11 --;t� ; � � ,� :. '-;�:i -,--:-... -,: .. ... I -. li-� 1. , 1 - - � 1. . - .. ,� -- ,kr- � , ,� 1, _::l: r!l� 1:� . 1. � . I , ., 11 - -� I . � � . ... - ...... �A�-' , � � � . � � . 'I .-fl - , , - , �,io-.- - , ,. ...., -.1- .: . * : ::�: - :. ... -:�: � I . : I ., . ... . , -.4'.. �'. . - 1, I , -.1. . I..'' , -: ��, � I , e, - - --... I'll. - �, I : I - � � : V . - ... I --.. . . - . I . - 11 ---... - � I � - ... � .... .. -- . : , r-T 15 =4-9- , : � - ,. ... . �,--:-:I, . . 4 � I 1-1 - .. .. .. I ... ::. -. .. . �.A I . .1.1-1- , - - I � I . - I.. 1. - : � -- � � . - .:::. "". ... -.. � . ... .". �- � �� -:��-!; ---�� -, x ���'& � . :; . . .:.:::.:..,.: . . :0 .:, .t R�'�- �'� .. -.1- � 1. --,-",*, :1"L i��:; �7 77- o . . ,.! j: i: �� I :-���.] �� �,� . 1. �!�� ip� f�"� - i 2�:, 1-1. . � ... �.. .1 -- - ..... .... ::, k, � ,��- 1 .. .... - .......... - .- ..::.. .- . ,�, , : . . I .. - - � - - � ... . .� . � - . . � . N T- - 11: :::::::, ._-,��-1 �._.: ': � .. ........ . ..... -.. . .. I , ,m ��.i -,,I- . :1 ......... �.... .. . . .. -1. .1 - - 4 , e. ,ig, , ,pj I vj � . . � I . . ,. - --. � ... .- I - - . �� . . - . .1 - e -- - - , � . � . . . . . . . . . . . I - . . - . ,: . . ,?!� V `- , If - I . * :**:: � :1 . . I . . . . . :...... . . � , ,7 ... .::. q x�,o m� ,,- 4 1 : . . ... .. . .. �; -, ... . . I .... .1. - I e �. . , . , .. . , ... .1 ", - � .... . . � � i ,� - .. - ... 11 ... -, , -::: � �: L . .. - . . . wi�,. � -�,� I " .: 1, . .... .... ... ........... : - - . . . .. . - : - .:.. .: 1. - : � � a ; : ; I - .. ..... ... .: . . .. :..:.:.: : I ... .. 1. . . . . . . . . . I !1'..- . ..: . .11 . . ..... ..... �.... ... . . � - , . , " .... -.. � . .. I � I - - . . .... . . .. IN?, %"n lr-)� I .... -.11 , ... - - - � �. , ..,, ... - . �t, ":,; ,::�:��-, - . . I � .. . . . , . . , ...:.. / rg , . * * - . ... ... �. �� .. ... . I �': . - .1 !k . , �, ot�e, .,, I L-�*:-�'--,: --�* iz-�:- . � � - -N ig&p --�-.-f. ., . .: . . - ... � , I .... I-- .. ll�� 1. . . ; � .... . '......,.- �: : :::::�� .... .1 -. ,:.,. 41 -1- , - :. . .1 5 - - F;,%V,, ,:,.,�,.-�.,..,.,�,�...�...�.....� ......... .-.. .... , .... - ... ... --- -:::-_:-- � 1 . - . . 1 1 - - � - - � I . ....... -- .... , : � , i:::.:. I . . . I ......... : . . ... : �. N . ... . I -� : . eT.-,. - ': . . . ... ... - 1, 1, " I" - - , � ,I, . . : . . ... � � ,", - I .. � 11 . I :E,� : : 4:: . 'ki -.-::� I . , ,: ... I � I 7� ,: � .... �- � , . . � � ... �. . .-....--.z;, 'v- �' --', -'-`-�- �,5.:iw,' ,,, '.2 -,�-`,--,`�:: . I ". .! � � I I... : .:,::.:: -- _ ,- f I ..: , -N. , . ��; - � lvj. - � wl! 1, I -o- ... -� . . .. . � ... .11-, .. �- .- .. . .. ,. . i::��!� -j:.:��:.,. � ::�:-� , .. 1.11 ...... . .... . I ... - p -, . . . ", , . � � - :. �::: � 1: - f I . �� . . � - � ... I . . �: � t�7 j', . � .11'... . ; . , KO!s - .1, �' �, : ..... - I .. .... :1 ... I E::: � . i � -,, , ..".- .. �j: 4: t,o� :.. :.�,... - �.� , ... �- . , . . *** -1 :..]: � - � ., - '. e ill T: - , , ...... "A 1 �,��7 � , , - ---,, ., m -�z � Q � ... . 11 �::�:: t . , : ,, �t , Po "'�*i7f::-t� 77 ��-I:: ,4,7r, - U ", : : I . -1 -1. � - � , , ,:::;..; � I :,::1:1::-� 4. . 1 .::: I ,�k, , � : : : ", - ,; !� �..��, �� a , �, , - - - - I !: :: I'� ,� e4. i I � - , 1: I.... � .. - I I 1. I . . 1. ... : . . I _ _ -ji�,_�, ��, , - I � , :� �:�- .� � 1 � -� �11 , t I - . . I I,- I . �� . z - � . � :�..-, , . �;_��,,�i � :.:. , . ..... ::. . I ltl��. . - .. . . �l . I I 11 . ��. I . .., . . � .. . .. - .; I - � � �-' '.1- I.. I � . . � �- �': % �, ` ::. � ::. � � �.. .. I - I 11 - . -, I - � - � - ". , , r - . - '. I I.. . . . ,,�,,i N % -- . -1- - 11, - . ..... � .... . ... I , I,- I - .. i .. . . ., . ... � � � . - - '%If . : .. - .L'--. . . N!, - Qy- - -1 .1 - ::-� , -- . - . ... . .... - I �.. .1.1. � ,-- I . - . - � - � - i 1: � - - . . . - . . I ... � -11 - * . .:, -- - ... I I � � . � � : �:::: 1. 1� I , . .. .. - - . . . -.. . . � � - I I ..... , . . I .... , . -.1. - ... - * � . 1: � I, I . .. 1. . I .... . . , , . ... . . . I M I 111. I - ... . . - -z. , - - ?$,, -4g, -� -�i�ifi % i� ---- * , ::�:� - . . �� � . I �� :- �- : . 11 * I I I I -1-1 - .. �. - I . : � . �,--:, ,-- I'� � �� . -� , ,: , � ..... . .. . - . . I �. - � * .. 0- - - c ------ - I , - 'J" 'Jul ul �, g , , --,lj:E, � `Q'J" - ,� , � .,- -- . �� � - I ; I --- - � � I � � .1 . : � . - 1. � 1. � � '.1-1, I I - -. . � , . : , . - '. � � ), -�-,:: : : �"k,:.,��'ie S� .:� %�:- .. . . . . . .. I . .. : : I � I �::4� , - - ... .... ,- b, .F... ... .::.:. - . .. , . . . , - - 1. .1 F.. �. .i :: - I .. :. .. , - . ,.:�:,:.: - 1 -. llli�t�'�,��4�;!� 1:, �� : :: �; :-�-' . - ..... , -. ... I - I ....-I. . . - ... I - 1. I ... . - . ... I Z- .. .: A -* -* , � , -, I � � 1. ..- I .11, - � - , , -�;:: � .. . � , � �:, ,,- �� :�; ��� : � . .1. J � .. :: :.: :." . . . . I .. . 1. - .,,a - . I '(- xw�# .� vv! . - .... .. ... . , .. I � � - . I � F. , , � I . ,. . I I . . .... . - � - - � - I-. , , ... .. . � a . . . - .. . I .. . . - � , - � : �wj .A � - - � - - ,',�� 1. . - . � - . , �, N, "I . � � " : � � ... . . . .,�", - : , ", _ . - �:�... .. . t, - .. . -A :..:. . I , I - : ;: " . � ... . - I . . . I :- . - �7':, 11 �;-,-' " *R� ` , ! -�,,�'�%;� ..: . � � 31N I FAIrGe -,! or p ::::, o.'r "S, �N--,`�`r,��E � , li.��: . a I, ��7;.; S -i�, :: : 1 ,.�:: .1, I �i f "M,.: - :��' � ...: : % �.. � , I .... �..... .. ''.... I , � - .. � . .- �� I . � . ... - �i � �, I .1 .'ill -.- . � , - , , , , - � ... � I . . �g D � , i4 - � - 'j, � - ..''.- ,�T�� ,:.� ;. ........ ... .- . . I . - � . .. j -�7!. �: , Ali- I .. .... g - . 4,�, "'N ;0"'.-N-V :: I -."... -1 I , I r.r ... ... �- , -.-- ,:� :.:: L��, lo::: . . - � I I .11 - 11 .: : . -::. .. , �,�: V: A: I : . "All 1- . I - � . . I . !,� :�,��,','&?tl, - . . 11 .11,11, , � - . I , I , . 11: t :: -.. 1 ... - - -- ,::.: . .11 .. �.5 110 N '�".y. � i:,��:,ji.., � . . . T. - 11 - � L �.% P ,,� I ... - --- ."'.....- - , 1 - " - , .11 I � . , 11 � . . . . . . I... � 1. I v . �j .1. .... - I - I � - � �� . U � �. - ... � . , , . . . . I ... - w 11 1: ... :.: - *� I - -.1 ... I � �.:::;;, I -.11- . 11 - �-:-, A � - .:,::.:: - �:�,, � �: -.- I-, - .---.� .. ..... . - - 4 . . , -- - I I ,- . 1* ; .,:. ..... .. . .... 111. 11 11 -.1. . � - ,::,::, 1: , I . : � , "' , , - - z..." . -� � � - I.. . - 4 � , � , '! ,., , ".- ,. ...." -,� . . .. .. � ... . . :: JR, . ... . . - :��' - ll;�l .. i �l � - 1. �:. �': � � "Ill,"-..... 11 : �� ,: I... . �.- ... - 1. . . . , � � - ....I0,141,11 - . - .. � - .. . ... �, �!� - %'g I ,�;li ,,:!":��, :..: - .11 I - ........ .. - . - ..." .. . , . .... . .. .. .1 : . . . :: . �: ,.. . . . I ia , :-: , " , � � 1. ., I . a �.: I .. . . .1.1 ., . - I . .. - �. - .. �. - . . . ; I L .. . � .. , 11 "..... � . � I 11 . . - I . . I ... - I ....".1-1-1 1. - - . . . . .. . I....: : - I I - -:� .1 - .. - .. - 1 . - - ` * " , . , �. - , "I". ..... I I .:� .. ::: -1. � ,. . . . 11 � .. �: .....".- .11 I . . ... .. - . .- -�. 0: .. . ... , 1: I :: t� ". :.... :�, -:� .... . -:X:.:- 11.1- ... I'll.. � � . . I .� � . I ..... .."... I. .- -:��::, " .:.�.:-. I .....-...."...1-1. .1-1 . 1 .4. . . .. .. . . � . , : � ] f, : : li-114 I . . ;;; ,; , . - , ... I- .- .. .1-1.1 . I .1 - . , . - - . . I , . - I ... ...... . . , - , . 7 . . . - . - 1; .: :::::� . . -A r ,: : I .. . - - . - 1. -., � 1� �rr 'k -- `t�� :,:: .... .. , I", - .... ...... -.1 :� 1, � I'll K -�,,� ,�,�-� ,,, - ,,,'�'! --....- .... ...l. -1 . � ... ...... - ... ; �. �--... - . - . � I � I j . �,t7,, !�� �., -: f -- " , $PR _ � , , - � ,--Nxll�k , I - - - . . . - 1: �_-- .... . ...'... .. .. -1 . I I , , . , .--m", I. . � : 4-w f 1, �: ;;, -'..;,::, ,- �-., ,. . .: .1 : *.. - 1: ,;�� : 1,::. ii,-��, TR,,�N"---A .. ...... 1 "' � � I � " r i147 �, !. 1�� i �: �= ,: ,:. , � , . � . . I . I - r . � . . ,. ix fj�i, ,, ,� :,!, ,% ;",,-4--".� -,��, .... - . ..... ....-. .::: . , : ...... �,� � : . ..: . . .. ... .:�� . . t...... . .. . '; 4 I - I . - - �� - I I I-.. . . � � , :, - 1:,;..: , 1, � _9 , I .... .. , : . .. -� . -----'4 W , *� ` 11 --. �.; I ,:� .:.:,:� I ..... I � ... ::::� . .- -=-% .. I -, . 11 � .. . . -...- , � I. . : . .. i. - I - ; . .1 - - . - ;:�- V5 t U. � kv" %,#�, j�� ... .-,.- , - � 1. ...- , �' ': :: :: � �: : : .�-:.::-: . ... .. I.... .11 1. . .. t f I . . � i. .: 1. . 1. -.:. ,#,� "�; . � P'N ,1, I , 1191-11111 -1- 1�1'� - .1 I , 1. - " � ... - ... - � I . . .1 ...., , . .. .... . . . . -- -I 11 * . . . -� . - 1. . -. -� I . � : C F.: ,� ... . k-o , " - - -<', - � I I.. I... . I.. .:� , 11 1P 1, W,,', . --��j:i:. ...- .1. I.. -.1--l-, --.11- �� ....., ... I-- -- - � ... I ..... - 1. . %:. �� ";, -: .:- - . ... ... . - .1. . . - .. I - :� � I .111''.. . . � - - I-. ...'e- - -.... .. I . . ... 11 . .... . . . . . . I . ...... I ... ::. % , : I f - .. ,... ,�,.; -1 ; I-e , 1 - - . . . - 1. � I . . . - ,;. .. I � - I--, I... . ,I : .... .11.1 . ..... I .1--l. � 11 - , . � - lt��- .... - . ',l!! I , , 1-IF, ,-"��ll,�,;,L,�'l��:�"�.;'�A.��' -:l:,,l. 1-11 --, , 'S - - - 1. � . F ... - ;-.1,11-1-1- I . - � �` I i . - -"I - ��,� .:.. I I -; . �� ::, 11 . , -- � ... .. - - liv, I - I . . I I.. : : . , .1 .... I I I - ** I -�- � �, � :�. -4 . -11-- - '. , -1. lx;�� , , � , - -- � : ..... �.. - I - . .... ... I ..... .... 1. - I.. I.... - .... : .. . .... I �-- . : ... .11 .- . 1. � - �7� j. -f � , .1. ..� - , I . I . ... ......... - .... I - I - - X- :,� - 1. -1- . 11 - . � �� -,iII4 :, . . , .... 1. . - . - I - , , , . . 'l . - --.-, , .... ". .. .. .... . - � �p% ; ... .. v . . � v . , - � S, .0Y - � �� , ii� 'VA - � .-Ill , �T�3 1. I....".... -....'..'. I.." . � , � : � 3 if%. �.... e , - ........-I.. ..l... --..- -1. . . I � ........ 1. � - ... . ,. � � .: w ,f.,�� - . � . 11 ., .1. � I "I', I - , , � - ..... . .... - - . . 11 4 :.:. I � � - . . � .., N� , , t -- t , � - � .1 * :** , ': � . � ,. . :: - �" rfi " m , ,e . . -1, - I ... . . - ::: . . .. -11 - * � - --1 . - I , -.11 � -1� . - - ,�.'D.k mi, * - I . � �,, , -14 . -...... I ol , ,loy .,-a 4 .. 1. �: -.- ... � ..... - I ... I - 1. I � -.1--.1- 4 ,--- -- --'. � - ',q . -w- e- r - - 'o .. I.. - I , 11 � - .. .... "I .. � .... I .1. - -- - :-A --1111�- � .... A , , � ... :: 1: -:� ,. . -- N. - . , . ::: .. ...... . � .... . - I ty it a i . - . - --- . ... . .1 . . ; . i : :� - IV - "' .�:, _4- � -- � . 1-1. ,. . ..".. . : , t� i :::: u ... , . :.-. ,,, : ...... - 'I � . � -1 I -- 1. . ... � li- 11-1-. .. -.� � � I . ..... � . . . .... -. .4. * � � . ;., � I I , - � . , � -N - ... :::.:::: I � � , I ,:_ li '-* - -:: ,. ., . . , - .1. ) � , , I .. . I � - - ow- � - - " * I . , - � -1 .6--�', : fi�� " ,!,�� , � �% �,-_ w - - , " - ,,Z,� W " , E :.,:: ..� � - .. 1. ., ,k&-oA ::: �. .. - i*b � .11. .. .;i:,-. '' - I . � , - &-l! 'm I , ..... .. , � . . . .. .. .. :, I - ' � ,, � , .14; ' �; , .�'. I L � ..� - . , �.: : � ,�. i . �: . . I . - 1, - . .... I - ... . . - -l.. I.. ... if' , I ,,,, M!"IN !w�jg�#!�)�g*_', -I.:. I I .. � - -.1- �,.� . - 1, .. I I . .- - . - L ... -- . -� �: ,:. .. .1. � I .. .. . .1. . � ��j . - . I k L.% � � I -1 I . � . . - - * I � .. I . �.%: . . I I I . - .. .11, 1 . -l# . ; -% I . - , .f, , 4 - , 1h .- 1� kla� I zl , k � - � - - 1. ... .�-�: . ... I... , - �.. - W -1-1 : ,�� A, - - . kL - �f ;, : � - 4�-:� * I : :::: :,!17�7-:- '. :: t '46 4 : � , - - : - , ... ... � . .. . . : : �A ---f ,4 I - � "I . :4 , ��i r ,� I .. ll*.--� 14 : : - Op�=-- ( : : ..... I", -. I �.. . � ,.... :�: . 7.i4.. ce, - ,( Illk", L I �. - -. � �.: % I ; ... .! 'I 4- -�ii, . r , : .. -1 I 11 11 .... .. - : L i ) I !:: ! � : � - . � � , . ............ .. .. - .... I . ....... - . �`,i . , . � � ... . : 4 te, .I � �� -. � I IN . . - , fl .11. � 4� r n � ': . � , ....... . � -... , ::. 4., " � � C. . �.x , , � - v , , " � . . ::� :.::: . �: . I .. � ....... ........ I... � � . � ..., . . : I - :: , �4� 1. 1� . � "...''I'll I., . ... I . : - I - - , .... .... � . ,: . , 1, .: - ;j;o ;� .. � . I . , � , �'. '. - . . 1. � . - ,. , , I I . .1 - ,.� �, , . � i , , 4 I ! w , %:::,::''.:::...::: � I .. I I .. I i I . : � � .1 , - - ,JiXjo� . - ..... ; : 4, 44 7� - .. . : � . I . I � � . : - - . I I ,- . vv.- ,� ; - .: :::.! ': .- �- : . : ...q. . ''. ''. I . .. ..: : � . -::!-::� �- - . .4 2, : � �*,:- - - i ': , . � I - ", . 1, -- , ��- .1 . ;.- I .. �:9.,��: .. .. .. . I � � .. jt��, � m� " �� - ... , , � . - 11 -,= Z'l , �,` � � � . :.:� , �-.::. ,�. 1 va� ,.- 1, N" .. . ... ---l-l- :. � :.. :: . -:.. .. - ::::� -:.': . ;l - - . 1. � - ...:. ... - , - - - I . .1. ....... :: Ill: , : I.".. -.. -. � . � .11, . I.. . ::: � . , .. .. � � .. .:.. . ..... . .. IA:. .�i;!�. �: -4 . - I - .. � - r , -� .1. . -� ... ... 1.11.11 4-, ... ... .. . - .:::::.,: - . : " . � wl I � , � � , ��Q - �. �.. � ... ., . .: . :t, -: �. ,:�� ,:. �l 11 .., ..... . � � :- d : ...... ::,- ... q - . 11 1. - � - I . .iE ,*.. ,� . .. ..."..... , .. iA! t - , , ... � " . . ... , � I _;..", , -,nt p ;� 7 , - . . ....... 11 I .1 I I . . I � . - . . . . , - . . .. � . �. , I - - , I . . I .- � . - ... . . ; I -r- �' , -'�;,- �1� I 11 11 � . � - .!.::,:4:: 1 1 � - - � ... . .. .... --- .- .- .. ..... ..... . ..... .. 1. I.. .1 .. . - � ... ..... '... 11 � ... . � - : . :.... . . . ..--.. ,� - .... I . . . ..... .l....., ..... . - ..., � . � ...... . . . . . 1. � � � . -V .." �lil-111�111Y �,-A , .... . . .. ... . ..... . . . ... I .... . I � - - - ... I .. � - : ... - I k , I .1 .101KL, r �. .1 ..::, .. . , I - :. j� -�, ,� :j�', M Mol, �l -41 ; - 4. : �� ::.: : : : I I ........ . ... .. ....... ... .1 ........ ..... . . ... . .... - � - .. ... - . .i� . , . . . . � I � I � I 11, WN -1. ,1� I z . I . .j " � It : .- ....... . .::.. I . .11 - .. ... -1-1 I IL .. .. -N I... - "clY �, 1 411. �. : , ..... - N . F--4� � .. , . I . ..... � - "X I . I.". .1.1 - : � ,: -;: ,. . .. . � I.. ... . . � . - I ..'I..,--- f , -- , , , - ..� . -- .:: � :, ..::: :: .::,: :,..., .. ': ,:,,: p: .... - I �. .: I - I .. I . ... . . - 1 �. I ... I � - i. � . 11 � ........ . I - :� --...e . . :, . �.,� . . . , . � I -4 .-- - � I . . r& ,. :�,� , "... .. - . , -�.. -....- - --- ... � ... ... I ..... ... .. ... , . �:. . i : : . � . . . I I . . , I .... '' - , . . I . 1. I..... I �.: � �.:: : . V--. . � .. � , . ! 1, . I �! �.. , j �� � � . � I � I ..: I. I .:,: ::::,:::.:..:: ,:. ": ..... . : .. .... I., .. . - llir�-: V � X-.v. 1. -1; . V1 , . .... .. .. ... . � t,� . . .1 , I ,� � ,� � w - I ...... s - , . ..... I.. ... ... ... . ... .. .... , , IL I :-, I . - - : � � � � - � X I ,:�: , , , - . .: . - .: � ::.:::. .. - , 12� i : �]- ,� . . i - L., -� !, � , , "I , I , . . ,� 0 �i�;� I I I IR-W IV, , - �-K �-- , :. �� 4�� .. -- -0, --nllil' ; �'j R Ku 20� i . : : i,� " , � � . ., � t .� i- �- �,- , " - .. - � - , -, P-_. :� ! p : . . rp ..... �.. , � -... .... w.... -: : : I . I , . �: .., ,,,� I'M ifs, "ID - - . , � . :�� : : , -: I * I . � , ., , ,", "" v . - . . . 'i , : , " , �� .. � : 1 * � . 1 ,I �i il � - � -- "'�, - .: ,. I .� ..:. , . Il �.� , I ... I I :.4!�,&: .... . - 6X,ml-::�: .... � . 1 ll.-....0 " w... . �, � I . . - �-- , -,:��- I -.1 .1- .-..-..-.. . . . . . . � I ..... I... ....... . - -:.- � I -.1.. -.... -.- : . . . ..... . : , : . I � 1, * . � - --1 . ..... �:. -- - I .11 :.� .... .... �. :� -v�i� i.,��-j, .,� �:,�� ... ". _ - . . T � - ,��e, -j �-, p -:�-- �g� --, ...... , : � .. ��t: . � - .. : i:. 1: - -.. � ::* :� I . � � � ::: f. 11 . ., I. � . . , . � .. �. ... . I . � .... � . . - - ,u ,.... I � � L�, � ::��F ,�g,�,�,,;wa�f,�r . . li . ,z 1, , I, , I - 1. . I . � - .1.1. .. - � ; I . . . ..., I I'� - - :. 4 �� : - I. I .. -1 � ; . : I.. , . v � - - ! ...... . . -- , - . , � , ', I - '2" j�, ,, ,,, . ... I � �.. ...-I .. 11 . .: .:! ., � - , Y� .. . ': ... -1. %-. ". ,, � � .. .... "I . � � - 11.1.1 .. : : . :::.:.:.:. : . , � � . :- I � � . � - � . . , . . . .. ,�L � - � ... g;.__�'j'��_� L�j: - --- "I ... - .... 1. .: .11 :! � .. . --- :: :: � :1. � . .. . . . . � , . .. :, --.- . . m - . - , . , . - , W� � ,�kp.'A',-� il��'.. I ', � - .. ... . I . I � I � ... �-,� - ,,,��- _ '. :.:. I .::�:: . ., I , . . ....-.:1 :1 ... . ... . . . I I 11 I I ... ... . � I � .. � . - � .. .1. .... - � I � ... � -�:- - ill 40 f , - ... 11 1, '11-M,"'I" MMF,Nnl�- -�,,, i', -. , . k�::: ::..,:,� � . rUm C2 1. , . . - . - � - V, . - , - �v,M,,,��P,,� � �1� . , : I I... -:..- -.1 .... , - ... I .. , � I %l-..-..l.--.. I , I 1. - ... . - �: .. 1� -1. 11 � .. � - I � 'i - ::: I 14 � � 'A s I � S� I � . 1: .: - �V; -o'', 0-1 .: :., � - I ".. - . I � ... . . .. . �.. - . . � - I I � I r�ii�� '4, ::- . I � �... , � . ... .. . I.. I . I : ,. .. , . .. ,. . .. . . - - : : I � -. lqlp v - . ,- 9 .. , -,..7 �'l :- I ... .- - . I .... . . �, �: . : . � . . - . . �: I 1 :: ::: : : - - 1. ... � , " , . � � � � X ... - 1. 11, , :..:: I � - � �� I. .. E T---�--�;,?, -� . , - � :: .: ..- . - I r .1: , � 1. � - . ... . . � � - . - �� - - .: ::. I -.- .. . - .1 . :.:, W I . "l."".., : . .. - - .. I � I . , - 1 W� .... � ", ... 111. - - . - � .. - -- - .. �... ... 11, , .11 :� -1 -".-,�, - -q ,� 11, . . I - ... � .. - .. . I .. , ..... , �.. � : .1. - , . , � � .. - I � I , - � .. ....... . � I � ...... .... . .. � I'll. .1 . ... . . : . . - I I � ,,, - j��.`.',i,,,4!&�,-k �. -:.. , --� 1.11 � I - I � . � -:- I .. � �:.! I i . - . .. 1. I �� �;V,o ,,� - � � I . �L , : �- ". I ��*. , ;t � tl' .'�r , .l.. .1 � � � - I . T . ... . � , ..-..:;--:- �- .. I - I � , li,N�sc�,�,- mi�,:";, --g"""', I ....- I.. .1 1.11 11 .1. � .. . ... I I .. I ...- : � - . - L .. . I � -�� . .1 .1 W'Y'�: ��l - � v --.......-l. .1 1. . 1"... ... I I I � � : �. � . I -- �. - lllt * I - z - c.. , .. .... �1,11. � I I I'll . . - .. -... .1-': . , 1. ... - �'J. �:: � . � i : * - :� .. � . I - �l . � . I - I .. ..... A., 11 -11 I . . I -, � .. � . : - ,:.. � . ::. I : -.1. � . f,� .. .. .. .. .. .... - . .- , . - � . � � I - -7;--�,IX . I .1 1-111. . - ... .... . - . .. ..... -.. . .. "I".... . . - 1. ... . - .::. . ... -Qs2,,Q'-.'l ,;,�k"',,�,,Z, -1, : :� . :. �.- -:: i, -.1.: . .l... � - . I I I - . .1. - � . . � . , .. � ; . -� , "" :: i ... . , -...l.:::::l: ::1 , -1- 1. - - ! . L . :;::. '- " , ..:,-:1 :�- . . I - , �,�o k ..... ... .... - . . . -- . ...... . . 1 j ,; � :.� . ..." Ylk,,;�k� � '�, - - -.:: . ..: . '.'l,.-.: ....... . - .:... - � I.... . I- � . I:d , i�� �'��'K� . . . .. . . . . -... . ... � .-�n .,-,� .� .... . I ...., . I'll ... . :, --L 1"�� :::� � I 4 . - ; : .: i - .1 .. 11 ... .. - .... ''I". : : - - -. � . .. .- � . . . . � : .--.- ,. � ...- -.1 . � . I 1. . . s�� - fl, . �7� . 4 � - ,. 11 ... . -.. -.. .. . - ,. ; t . . . �ml� .... - --- .. 1 7 � ;�!: � .. .. ,"�,"ii' - �,:�:.:, &q,� ..... � -..... I ... I .. ... �:- . : - :r6 �, I . ;;; , ... - 1� .- ::.: -::: .... . .- , . . . ... - : I . � -- i,.: ': : .. ::. � :.:::�: � - - �,�.- �........ ::.. I. I ... .11 .., . .. � . . �.. �. .. I -, I I � I . . I: � If ��`� � � "I , :. . - � . � .. . ... . - . . .... - * N -Vl�,W ;m-.T-� . - : ��l I ... - .. , - i � . . ... - : :: �� I... . 1. � . . I - 11, .. � I - � ': . : - . , I ;, ; ., --, : .11 - -� i � :::� ::.:,:, - :. . � , , .:.; 1. .1 ... .... . . . . - .. . ..;::.: �iv . - ........ . fmip... ... . .:.. . : ... .... .. � .. ..... . .... . -:. -, � . - . � . . .11 I- - � � � .:::�, I : : . - - � I .. - -,. I .. 1. . . ......... . . . . . � .... -- .1 � � ,i�� : . � . .� , -- . . 11- . � I � . . I 1� � i6l .�: P��.'l W - - - � � : .:. �: ... . I I .... I/ I , - I - %: : ..... .:. 11- � ... I . . . , � � . ... �- .- - � .. . .. . � . I'll, I .. . . I- .. I . � � .1 1. . .- 1. - , - .... . . . I.:.;L4 � - . :�� .� �- ... ...'... : - � - ... - I'� �.- . . I . - il ��, -q. - � " .1 4� lr�l- �.:- f . I . . - p w .. , , - .. I I I -- -, � �. ,;: . , , �. ... ....... . .. .. ... . " r�.�:, �- . - .- - , .... . .... ...... 1. :::-:::&f vin,F v � ; - , � .... I - , :::! . . . .. � 11 -11 - I .I .. 1. . .. . ,: 1, � ", .. ., 1. 5 �, -1 � -.'g�� . . 4-' A 4w� . � "- , : : I 11 . .1 - ,... . : ,: . . � : .. -- . - � x � � . - - - !,j�. , �'11� , . � 'iL.i ` , I I 11 11 .1 .... .1 . , .. - .. . . .. , - ., -... . , . . .... � .. - .. -'. � . . - - - ! 1� . . I - � ... � I . . .. I . I �. � �. �. - I ....... 11 � - . . . � . . - : : : - � . I . 11, .. . - 1. � . . . . - -� . . . -�A - - �l A .. 11 I -- ��� . , -.. , ..... -...--.... . . I - . c .:. ;,� - � - 11 11 11 11 I I I ..... ... - - � ,,,��:.:!:m::, : �� 4� , I ,, � 11 I ........ I . .... � ... . - . ... � ... ...... I .... ... . .. - ... . i : I . . , �� - ,. . � -.......- ... . . ........ ..... -.... . . ..... ,.,. - .. �l � .. - � . .. . ..... - .... . Ir 11 - 1- - � I I � - -11 �. I - - - 1. � . . : 1: * . ---..", ., j- -:.. ..::; . 1�- URI - .. I - .-.- ... ..... .-... � . -1. .. � --- , ... ----1 ... . .. I - .. I , , - , 4� - I - , ,. ,! . �.. ... I .... . . .. � .. ... .... . . . - . . � , - ....... .... � ... 1. -1 . . ... - - . � . . I . , .;; x .. - m , �'.... -11- . . - ... � . � - f, - -... 11, .... .. 42, -, ..-.. 19; . .. : - .:::. :: ::::. : ... .... .... . . . ...- .... '9--* � .. . �.:: .. - I I �-,-- .- , - - - . ::, .... , A� .., . � , ': � �:� �. � ... . , ji*Li �l - � - ... .. ... .... -:. � I- - - - I - -.... . - ..... � . . . .- ..: ... . -, ,: - , . �. -, � -- , :: : _:': . .1 . .. - I 1, :. -.- �� I. - ..;�--. � - , . - .. g - .. - ,. "� I I, , i . I .... 10F --,,- -v -11, * , � .1 . . I .. . - , .1. -� . -.11.1 .. , - .. .....'...'...." - d . - .:. . .. . .� � . 1: I , �..-�:: � 6 I � 1, I -1. .--::. 1. �. . - ..::. . I . : ..... - * I - �:. .: :111 .: �: � I �:. .-.. ... :... - ...... I I.. - - . .1 * ** I - .. .-J, � I 1 �. .-...... I � ":i x :� I . . I.. ... ...."ll . ,ft , ,, � I . ...... - - I -� -:.-. . . . . � � ** ***'* * : , "' .-, - . . .:: � .i , � , n . � I I , - ,� � , .... I . I ... . .. - .- - � . .. .1 -- . . - . , , ,_ - ... ..... 1. ... . . ....... . ol I . - . .... .. I .1. 11.1.11, 11 -- ...... --Air� . ......... --- .... � . . � � 0- - � I �:-. ... .. ".. a, . . .. - . �. , - - I zz v I - I I" 1� k t, ,-14 L ��� I, A, , I -) . I i � 1 44M \ .I I I fv I , 'o- . : I I..... ...... .11.1. I �:. .. ii� : . . . . I.: I ... - -- - �-.11lm 0----l---l-lA--ql7 - - 1. .. 7 ... ,�' i ---.., , - -- , , . ..�.. I I . .1 , ... . ... ... ......- . ....... :: . . .� % t . . . . . k � 11 I � - - .. ... 1. .. ---.- ..... . : . !::] : .�- I Ii� , ..... � . . .1 .. 1. . . - . 'a � .� ... �i !: 2; lqi;!.�tr .. 0: * rfv .l., , ,-.-... ....... ... I I , I '..... ,� ... . � , �, ��L��:4i�,,, � -., .1 I I � I � - ,� ,; �r 11 ,." 11 .. ... - - � :. .; " ,; -- . - . . - 1. . I. .- I... 1-1- : ..:. .... � ? ... . - .1-1 I ... !P--] . 1 4:..: .... -! a :. I ': � , 1, � � , . ... . ...... .. � ... . 11 .. . � � � - � 9--.. . : ''. . ..� ,, .. . .. .A. A ... i;7 , � ::. - ;::::: ... � %*-... ... ..".11 I - ...... �.. .. ... �. -? , ". xx�-; %I,�,, � : - :,. ... . ........ . ..... . . . � � ... I . . 11 - I . - .. �; - :� 7 .. % :. it"- � I . I � . . , . , � ..... � � : � . � A L, � - .... .. I .... . ..... - . � ... .... --..... - I ...... L .. . 1. ... . .. ,!, -.. . � . - . �.:� � . . � ..... I . . . ..... ... , - -;.. I . - ., 1. w - ... . .. - � . - �, 4 � . . � . - . : m'v : � 4) : : � : � . ..... - ::� � ... : : - . � ,: .4. 1. . .. . .... . . .. .. .. ..... . � � . . .. � .. I, . i , , 4 . . . � .- �, , �- 4, : "I I � ,.:. , l� - � . . � " . - .... � . 4 --...., . � 1.11.1-11 , �m : , J, Lov. �`,4, �: -;; !��' . I.:..: .1 1 .... I-.. . � I... . - - ... ..... . . - I .... . : I : : :31�1 ur .. 1. .. . 111. . . , � � - -fli�- - 1- - . . . I - I A ... . : : � vll`-'� `��;-: - - . , , ,.... : - .. -- - I.... I ..... I - .. � ...... ...'; , ,.., --� . .1. �. �- .. �. .. . , , ; - . . .� , .. - �;� � ... . .. � . . , ,. F ". -, - ,.. ..... . . . . .. .. . . . . I - . �- �: .1 I- .: .. � . I X1. .... 4 - I . ,� . � , , f .. - :. - - ... I ..... . ,... �'.... . ... .1 �: ... I �jL, A�*** - ........ -N. - .... .� i. �. - �� . ..... . , - . � . , ,,, ,:, I . . . W�- -. . :: , - � . . . �� : . � - . .. . -, - , - i- � .1 0.":, . I .. I . . . 1 . -.. . . ,... I, �. . :. . . 1. I I . .. "... . . L-i4,4--.--,z�� - �.. .. , . . , . 1. ... � . 1".. I.. 1.111. - I,- - .. I. I ... : , v .... . ... . ., zh, :::, .. . - . - ... "m V-�, i .c,",, . , .� � , . , ,4 1. - ... � - .. . ... .1- . . � - .. I.. - lj:�,�, � .. - - + z ..: - , t1l, .--F� :. ... :.:.. . , . -:. 11 . - �: , ... .1. �. -.,, .......... .. .. - .. . I m. I :: �: :.. i . :: . . 114 ,. . :� . I.., i Q� , -..:* :v . . , �.. I ... . . - ': 1. I J . - , 5 - , I . : 1:: � - - 11 . .111, I 'I'll, .L-. -1 ..:.:. i: .. .� �. , - �: . 1: . � .. I I .. . . 1. . I - � 1. q , . . �.. P1 , 4. . ., , - %. . I - is, i �t: I ... :,:: I I -1-1 : . -n- ... ::� . . . � � I : 1.11, , .. ... . . . - - /- .. . . .... -:1 -. ....... ; I`] :, t� : ;,,n I : I �-L - , .. , . ..�:.: ... - - ... . I... . � - .. 1. . � . .. I ... .. ... . .... . ... - '�� , 'I" ., . .1 ."% . I ... . . - � . - .... . . ,4 IM4. -1 :1 -. � I , I � ... � ::: � � I ..... F � � - - .. ::�:� ,1� ,, ?- :::�:-::�:. � � ....... ... �. . . I - , I :: : �le I ..... I .... -- � - I . j '�;A:),. , '. , : : I I . .. ,. - 1 .7 , -4, Tzo R�i I jq � - ... 1. - ..... . . 1: ,;. T ., . . ....:r.. :. �, .... -. I , -E- -��� : , .;.::: : I - .... I.. n . . . . ... . ... - .. ... :... 1. I ::: ......... . . � .. - ::M�::: .. - -- ... . ... ... . -- -1- ... . . ...... ... .." . . - - :: . . .. I .:. � :. * -�.l � A 1�' .... ,., 11 1, 5 I ,3 . .... � ::': ::.:::: : ...... .. ... . . ... : , .. .1. . I 1. . --m; i,�, ,... ;;�Wr : ;4- .. . - - . .... I � -- .- ... ... - : ... .1 � . i.:� * . "� !� ... .. .... I . x . : ,: I.. . . 1. I . .... : I .... �- . I I .. . . - , - ... - a" , , . 1.11 �.''. "..'.. . � . , :��: .. � - .. ... .. . - � � � ............. - 1- .. . I 4 - .- .l. I I . . -. - . . , -1 ... I ..... I.... - - ... . - . .... .1 -: � I ... .. . . - ---Tl� � - - ,4 . . . . . " .. , ... I - : i::: A Ahlc--l- � . 1. �] ��L.-: .%�:� .- 1. -..� .. I I .. -- . . . - - � As,A!�1'4( ... . �,I!,::: W�, !N, .. , .: , -,; .11, - I - - ".........-I �.. �: ::::-:.::: .: .l.. . : � .. .- . - q: �K � 7 . .. . . � Irl') - I � .1 �� - I - .. . � I -- I I 1. .. - �. , I 1, -.1 . . .. . � I 'AT", if-:. .- .. . ......... - ..... I-- � .. W, LT � �.. . . I . I.... 1 : I . . ... �!i,j : � z 'e, . I - � -- . el _. .... 13 I .. �., . .11 .: 1: .... ... � . ..... � . .1 - ..... �j : I .::: �. .: . . - ,Plo--JU .. .. . . ;� 1. . ... � I � ... . -Ml --l' � I 2:0i ::: ::: : "a ,::::: -;�&� �:: : ::::,�..�.:.:,:.. .- .. ... .1 1. . . .� .. - I --,.: .. . - . 1 �... .: , - - � - -.1-.1-1 - I... , , . . � ; 11 . 11- . . . % �.� ... .. 1. . �:.: ..:::.�::,:-. .11. �u . , - I ''I - .1,1,� ,,,�, - I.. 1"... , 4, . - .!. .1 - -: ... .. , � - - - - - - . . . 11.1 . .11 . . . . .. � -- . ''I''. .11 . I � . : � ,Jl�** .:. -* ..... . ...... .. I I - - . I I... . :- .:..,:., � .. . ... ... . � I ... 11 � --..- . . I - . . 1-11. 11 . . I - .. . , , . ---- - ... � � - .1. .. � , .1 - -��,: .... � -1 .. .11 .... I ..... 1. -.. :. :::.:::: ... ,-�... �; :.::i �-- . - ; . .. � - . ... .. :.:... Ip .... . .. -1- , � � , - . � 11 --' ep �1* w , � :;. � I - 11.1 ... ... .. .. .. . .... � � .. - .:� ... -1 - --. .. .- . � * -::.::-'.:- I . .... . . M Nll�V` - . ,: � :::::: .:.::::: I I ............. - . . I .- � . . . � . .. ::: .: . j. .1 . , ..... .... .. :-. - ;:,::. - ::::.:. _.. I , : 15 0 ,;�m I .. ........... ... : . : . .... It : :: - .1 �: 1� ... I.... � . -... ..... � . ....... n - . . . .... . -.... . � .... . .. ------. .. .. - .. 1. --.. . - ... .. - : - I I I - ' � m , .k ";. , , ..: : -1 .... : . I ": ..... . -- . .W' �� - ..... ��,%-........ - --- . ..... -- . - .... . .. .. - . . . �.... .- , _ � � -111-1-1-1-- � "I'll le - I-: 11-1.111, - I i I - � ".., .111, I I � .. i � �� , I - ..... . ::::::: ...:::...::: : �: -,i. � . - .. .. � I : 1. . ... I - � . ... ... � - ..- � ... .. --.... . .1 ----- � �... f. � .. . 11111US", . . ........ .-�m it- L , .. .... ,. I � :�E N, . .- �...".............. - I 11 .- I - ... , ,m: . -:' -':,:�, .. . . -- .. - ... - 1 - 1-1- ,. .. - -........ a..-- .. - . � -1-- �. � �� . � � . . � � :::. . 1, :. -1 - - ---- 1. . - - , � . - - . . ,it . .� . . - ---l- . . I ...... . , � �. .... .. 1;l R. :-k, .- ".'.".. � . . .:; : � � �: Kk� O.: � �, �-; ---- 3 � --- . �:�: I I . .:!... � . . . I . . . . . - . .:.44-1: . - .. . .... �- ... ... ,...:.::- I -.11 ... .... .. ...... . - ... . . , ... �. , � 1412 �' . I :: . :.:::.: . : : � � . ... . . - ....l.l.. I I � � .- . ---... A .1 I , - . . : � I I M '� ii,�I, ��,-�, L . 1: ........ �X��:x::: �]�:�� ��:�f,;�!i .... : : . . . . , I . -1. : . . ;; Am � - - ... . . ....... .. ... �. ...., .. ... ;�;;:.. ------- ... 11, � � - - - ' ' .: . 1. . -A S-T. I �i�,,,,�,��& I , -.1 . ............. . :. ...... .1 : I I .1 I ' . - .. l . . .. I p . . : :� .. --,'--- ........ i .. 1. -1: - � .. ... .... . ..:: - : * :: I... . . - : - .; ... .. . -,--..�:.. �. _ . - 1. . . . � �.... I � - -:,' I -,;,,Z'l:. .... . � - . - �. !:::: :p . .:::. : .. - I e , , :F: ..... . :. . ,. I.... .-I ......... , I , , "I", - -.1. 1. 1, , . .. �.. � ... � .:--.� I I I . ... 1, . I ..... .... .. . � -.. .. . -.- � :. �,��::, , ... -12K-40�1;1� W M-llil :-�: .:;: - I ...... ""I"......... � �. . - .. . . I . .... . ..��;- ... - 1. ... -� �l . - :.. I lw �. � � � ;- i � g, .... � � . .:::... �::: ,:� .. . - -og - . .l. - ' Ps2 - "ill �. : � �:-:.:.:. .... � - � .. - - �. -"-m,t.iRW& L - �..:: I I-- -.- - �l � I .. . ,, , , ... - - - :::.:,:,, � - - . .... . . -11 - - I . - P H A. S, I ff-W . .1 ,��L �, - I I .. . � I .:. ; .- . � I %.. -... . . . . , 'p - - .1 I... ... I I ...., E .. .... �,9---:"1-11-'.11-1-----m� -,- , . .11 .. , � , - .,� � � . � � g , -.,.�..�.;- - .. .1 ,... --NL- � � ;�e:� � Q-9 - -p% . . . .k - E ,__r - - ... . ---: , . --- -.1 . ,. I , � ..... �.... � ..: ... ... . . .:- . - . .. . 1. I T� I . ... � .:::::�; � . . - . ...., I - I ... ... - ..... .;.:� ... �. I - llu -k , Ir LV-l::..l :::l.... .. . �'. ... .. . .. t a- $AN I - .11 , . :':*:�:* =: r;;��Sl FF" I :. A-YA � ... .1 ............... -...-".. I .... - 414.:PAVEMI�, I ': :--:�_-��: . .... I'll, . . . . : it,, IG - U.- 39 , -'�� � . .1. . .! I - - �- I "I'll, -- -- - - - � -, � .-- - .-I �i llmilallifil�. l-%-r Ah k�mklff-m'llul,r '. . �� : 1,NgS APP I -, - I = . 11 I'll Rwl- --- I - I A." - - � . -.. ... -- � I �. ��:; .:::.,.-- . .... :. � - � ..... ,:': - ... ,-.:::. ::_�. :.: :.. - , 1. - .... ... - . .... I ", - .�:� -,:,.:..:: ..... ... . : : : ...... ,. .::.: ::.:� ij*: .- . ,,-.-.:, :� . ...., .1 --l-..... I I - .... ,..:.: ,:� � ..... ....1-1:.. :1. I ;,ii; :. � � ::.:.:::..:.:.:.: .... . - .- ... . ... I . , , � . .. . .. .. :l--.:,l"nA. i.!:.��.�J� . �!��:i:� . :�! -�l �:�.; 5 � . ,. � , I 11 - , . 1. 1. � - I - .1 � , - . a - - :..:::::.:::.. - . � I .4 , * . ::::��:.::..::::.:: .1:: -, -.. � . I , � I . � I.: � ,: � �_S::- : - :_ -111 .1 Jt :��.i.:'::�.j:i..:�..!,.: � .� �.�� .. . �� -,zX . . I : ... �:T.:,......,.:�.-... . .. ....... I j-- .... . -... 11 � ::: i,:, : ::,:! .1 % 77777777777 , ''. -.- .l........., �. I -:: - . .� 1, 'I. - -, -,�- ;:::: -::; �. .1 .. .: . . 1-1: - 1, : ::::F �. � �.- . � I.- , � .1-1- I - - � I I... -.1.... - .- ...--.---. . : .- ,�-::, -.-:�.. :X:.:::::.:.:, -: , .11, I . .. ...... -- I - I , . . , .- I I ..... .. . . , . -.1 . .-.1-1-1.1 ............ -1 - . � . . ... . . ......... . I-. I , , - 11.1 .1 . .... 1. : .-....-.- - 1. ... I - , - . . � 11 I I .;. - ,.:. . . ,�: ... ........ --- 11 .11 .... I 1. . . , I.. I., �.. , I . , I - I I ..... - - ... - - I 'I..--,. 1-1-11. � -:� - : , .... � * :.�::i-:,:� � -1. ,I .. . 1 ,:. - --.. I . I . ..... ..... I.. I I - , q, I . � , : , , "'.. - ... �. w - ,� i", --.:-'��:�-- :,.:: 11 - . :: . - , . -- -- - I : � :: .. � - . . .... I-- . , � 1. .� � ".., � �.. I-- , - . I . - . , 1-11 I I-, .... - : � r 1. : .- I - ...... I,- - ....... � � I 4 - - , . , I . ,:: :�,�,:�":::.::::: � � _I, : . ; :: �l -11 :,::::::::: ll�l ,I . ... .. .. ..... � x. .... .. .. - ��n 1 �i!�i�� . !;::!i:�::�. ��..:-1 .. I , . . ... ......... I .. . .... � .... -- .. � .. .. ..... k......... .. ..- . .... .. �. ...., ... l.:-j..:.:., :. . : p- : -: ... �..:�'.. . I 1. I .. .. � : � .. �.,� � ... ... � j::� :��. � . � - :--�, - . �. � - � � I . .- � 1-1-1 . - I � -- , �: � ., �� - fl- - --: .. --11.1 -.: i I I . . . . 11 . , i ... I I ... I'll., .... I : I : H I..",..",. . "I'll ". .... . , , . 11 . I ... ... i. 11 I ..... �.. . 1, � -- , . , , I I.. I . ". ".., ... .. . I ".. - I ...... - . ....... .. ...., , . - I.. I ......... I ... ... �.. , ... - .. -, . ..... �. ,. - I .... . ...... .. . - .... - .. . � .... . . . - - � ... I."..", ...... :. . . ...... I ... I-- ...... .. � - ... . . . . . . ... :, - :- 1. I".. I I . : - -.. . :�:4:: ; .... -.1.1 ... ,. "I J., ,,;� : ,�:�.......:: .. . . . 1: :: ,: � ,. ,:: .::: : ::. � I 1. 11 ::�,',:.:.: ....:::: � 11 -.- .. ... .. �. , .... . .-I. . . � , .. . ., -:::.:�::..::--.l .. . - . .. -, , , 11 .. , .. - � .. �. -::�::::�:..: � �: . :: 1- ...... �. � - �:�::.: - �: , :: - - - � REVIEWED FOR CODE COMPLIANCE AUG 0 5 2015