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HomeMy WebLinkAboutPermit D16-0060 - OSTERLY PARK - LOT 6 - NEW SINGLE FAMILY RESIDENCEOSTERLY PARK LOT 6 14407 34 IN S D16-0060 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 0040000088 Permit Number: D16-0060 Address: 14407 34TH LN S Issue Date: 5/27/2016 Permit Expires On: 11/23/2016 Project Name: OSTERLY PARK - LOT 6 Owner: Name: OVERBECK JULIA 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: WASOT CAPITOL INC Address: 5413 MERIDIAN AVE N, STE C, SEATTLE, WA, 98103 Phone: (206) 787-0259 Phone: (206) 787-0259 Expiration Date: DESCRIPTION OF WORK: NSFR - 1865 SF LIVING SPACE, 350 SF GARAGE, 60 SF UNCOVERED DECK PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL,LAND ALTERING, DRIVEWAY AND STORM DRAINAGE. PLAT INFRASTRUCTURE WAS INSTALLED UNDER P W 13-145. Project Valuation: $199,088.44 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $9,936.01 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas 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: 50 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: ��lU I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. /` Signature: o Date: �Z�/FI Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 6: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 7: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 8: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 9: Fire hydrant installation requires a Public Works permit. 10: For all commercial, multi -family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 11: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 11/4" Pentagon open -lift operating not. (City Ordinance #2052) 12: Fire hydrants shall be oriented in the direction of fire apparatus access. 13: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 -foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 14: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(206)575-4407. 17: ***BUILDING PERMIT CONDITIONS*** 18: 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. 19: 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. 20: 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. 21: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 22: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 23: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 24: All wood to remain in placed concrete shall be treated wood. 25: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 26: 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. 27: 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. 28: 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. 29: 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). 30: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 31: 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. 32: 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. 33: ***MECHANICAL PERMIT CONDITIONS*** 34: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 35: 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. 36: Manufacturers installation instructions shall be available on the job site at the time of inspection. 37: 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. 38: 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. 39: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 40: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 41: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 42: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 43: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 44: 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. 45: 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. 46: 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. 47: 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. 48: 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. 49: 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. 50: 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. 51: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 52: 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 53: Prior to final inspection of this permit, lighting fixtures shall be installed for both the building and for the temporary recreation space per the attached Osterly Park Townhomes Site Lighting & Photometric Study Phase I (dated 2/28/2015). 54: The landscape sheet submitted for this permit includes only 5 Serbian Spruce (Picea omorika) trees. The landscape plan shows a total of 10 Serbian Spruce. The number of Serbian Spruce trees shall be 10, as originally approved with the BAR -approved landscape plan. 55: 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. 56: 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. 57: A soils inspection is required after amending the soil, but before any plants are installed 58: 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 59: 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. 60: Individual meters, electrical boxes, and similar equipment necessary for project or building infrastructure shall be screened. This screening shall be reviewed during and inspection by the Planning Division. 61: A wood perimeter fence shall be constructed around the sides and rear of Phase I properties prior to final approval of this permit. 62: 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. 63: ***PUBLIC WORKS PERMIT CONDITIONS*** 64: 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. 65: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 66: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 67: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 68: Any material spilled onto any street shall be cleaned up immediately. 69: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right-of-way. 70: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 71: 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. 72: 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. 73: 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 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 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 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department ' Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hqp://www.TukwilaWA.gov Combination Permit No. D10 - W Project No.: Date Application Accepted: Date Application Expires: _ or COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY SITE LOCATION Site 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" King Co Assessor's Tax No.: 0040000088 14405 14407 4 Lane South Tukwila WA 98168 PROPERTY OWNER Name: 144th st REO Partners LLC Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Mike Overbeck Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 Phone: (206) 787-0259 Fax: Email: mike@unicornmortgage.com GENERAL CONTRACTOR INFORMATION Company Name: JMO Contracting LLC Address: 13975 Interurban Ave S City: Tukwila State: WA Zip: 98168 Phone: (206) 787-0259 Fax: Contr Reg No.:�M �LDLI Exp Date: S 8'18 FTulcwila Business License No.: ARCHITECT OF RECORD Company Name: Architect Name: Jim Barker Address: 8715 NE 119th St Cit'' kirkland State: WA Zip: 98034 Phone: (425) 821-7601 Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: Bruce MacVeigh Address: Cit': Tukwila State: WA Zip: 98168 Phone: (206) 571-8794 Fax: Email: Bruce_engr@Comcast.net LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: WADOT Capitol inc. Address: 5413 Meridian Ave N, Ste C C't Seattle State: WA Zip: 98103 H:\Applications\Forms-Appliuitions On Line\2011 Applications\Combination Permit Application Revgsed 8.9.1 l.docx Revised: August 2011 Page] of 4 bh PROJECT INFORMATION— Valuation of project (contractor's bid price): $ 260,000.00 Scope of work (please provide detailed information): 3 Story Zero lot line townhomes, Part of Osterly Park townhomes plat DETAILED BUILDING INFORMMTION — Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. Nfi/ EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work S 6,500.00 fuel type: ❑ electric 0 gas furnace <100k btu appliance vent ventilation fan connected to single duct thermostat 1 wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work S 8,000.00 2 bathtub (or bath/shower combo) bidet 1 dishwasher floor drain 2 lavatory (bathroom sink) sink 1 water heater (gas) 1 lawn sprinkler system 1 clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 Page 2 of 4 bh PROPOSED SQUARE PROJECT FLOOR AREAS FOOTAGE Basement 250 I' floor 600 2nd floor 6,02 Garage m carport ❑ 350 .Deck — covered ❑ uncovered ® 60 Total square footage 0 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. Nfi/ EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work S 6,500.00 fuel type: ❑ electric 0 gas furnace <100k btu appliance vent ventilation fan connected to single duct thermostat 1 wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work S 8,000.00 2 bathtub (or bath/shower combo) bidet 1 dishwasher floor drain 2 lavatory (bathroom sink) sink 1 water heater (gas) 1 lawn sprinkler system 1 clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 Page 2 of 4 bh 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 m... Water District #125 ❑ .. Highline Fl.. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila m... 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 ❑ .. 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 ...Total Cut 50 Cubic Yards ❑ .. Work In Flood Zone Z ...Total Fill 50 Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer El.. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...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 ❑ El.. Trench Excavation E:].. Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection " Irrigation " Domestic Water ❑... Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8.9.1 I.docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION - Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER Print Name: Mike Overbeck Day Telephone: Mailing Address: 4620 S 148th St H:Wpplications\Forms-Applications on Line\20I I ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Date: 31911 V (206) 787-0259 Tukwila WA 98168 city State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME" (� ; �`��'�C, '���> PERMIT # 22-42-3 (l Yg05* 1Yy o 7 3— C � If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category:. Mobilization Erosion prevention Water/Sewer/Surface Water j Road/Parking/Access Pe -t'+ A. Total Improvements Calculate improvement -based fees: B. 2.5% of first $100,000 of A. ,3`l 3 Y C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ j 5—o (4) Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY re 51-100 $23.50 101-1,000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 12/17/14 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 3Y, S -Z) (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10(75%) $7.50 10-7(50%) $5.00 7-5(33%) $3.30 5-2(25%) $2.50 2-1(10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51-100 $37.00 101-1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 2 Last Revised 12/17/14 $ 3. o 5- ' (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015 —12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Tempora y Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 3 Last Revised 12/17/14 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $16,722.49 D16-0059 Address: 14405 34TH LN S Apn: 0040000088 $8,310.47 DEVELOPMENT $2,349.10 PERMIT FEE R000.322.100.00.00 0.00 $2,344.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $4,696.00 FIRE R304.345.852.00.00 0.00 $1,844.00 PARK R104.345.851.00.00 0.00 $2,852.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00. 00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $685.09 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $139.28 TECHNOLOGY FEE R000.322.900.04.00 0.00 $139.28 D16-0060 Address: 14407 34TH LN S Apn: 0040000088 $8,412.02 DEVELOPMENT $2,349.10 PERMIT FEE R000.322.100.00.00 0.00 $2,344.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $4,696.00 FIRE R304.345.852.00.00 0.00 $1,844.00 PARK R104.345.851.00.00 0.00 $2,852.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $783.59 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $37.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $37.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 Date Paid: Friday, May 20, 2016 Paid By: SIDHU HOMES Pay Method: CHECK 5014 Printed: Friday, May 20, 2016 3:14 PM 1 of 2 (r- 7 'l I SYSTEMS Date Paid: Friday, May 20, 2016 Paid By: SIDHU HOMES Pay Method: CHECK 5014 NAWAr Printed: Friday, May 20, 2016 3:14 PM 2 of 2 DESCRIPTIONS ACCOUNT PermitTRAK $3,047.98 D16-0059 Address: Apn:0040000088 $1,523.99 DEVELOPMENT $1,523.99 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,523.99 D16-0060 Address: Apn:0040000088 $1,523.99 DEVELOPMENT $1,523.99 PLAN CHECK FEE R000.345.830.00.00 0.00 TOTAL FEES PAID BY RECEIPT:$3,047.98 $1,523.99 Date Paid: Tuesday, March 08, 2016 Paid By: MICHAEL OVERBECK Pay Method: CREDIT CARD 187390 Printed: Tuesday, March 08, 2016 12:50 PM 1 of 1 CR? SYSTEMS INSPECTION RECORD rZem-01 Retain a copy with permit ) tp _ �(00 I N N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: OsTerzL RUILD046 F)"L Address: -317)+ Date Called: I M7 OJ -5', Special Instructions: LV 1 Date Wanted: a.m. 2 q —j% p.m. Requester: —/— -- Phone No: Inspector: 12 (Date I , i _ / 7 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: INSPECTION RECORD Addres : Date Called: Retain a copy with permit 1plee 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: Addres : Date Called: Special Instructions: .. Date Wanted: a.m -/0-/ 7' p.m. Requester: Phone No: F]Approved per applicable codes. R Corrections required prior to approval. COMMENTS: Si AD, Inspector: & I Date: -1-0-1g REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date C Iled: d% 'Z zo 1-7 Special Instructions: Date Wanted: a.m. 9) C 1 p.m. Re uester: l L Phone No: MApproved per applicable codes. E Corrections required prior to approval. MENTS: El REINFECTION 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 w I CTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Id t T L, r 1, I (-z' :A2 IInspector: K C� IDate 1 —1- 3 17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Y INSPECTION RECORD �woccoRetain a copy with permit INSPEC 0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj (_ Type,%�f Inspection:, P Ilk 0""- !!-Y Address: 3 � 1. ►Iii pte— yo r Date Called: Special Instructions: Date Wanted: .m Z3 p.m. Requester: Phone No: 11 Approved per applicable codes. 911 Corrections required prior to approval. Inspector: Dater a v f z } y REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. MAGMUMME . PW Inspector: Dater a v f z } y REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' % T e of Inspection: n ' e) 71J"J&- �f✓f Address: /411/07 �' �'a ZAJ S Date Call d: Special Instructions: Date Wante /2 2/ Requester Phone No: 9 Approved per applicable codes. El Corrections required prior to approval. (Inspector: / IDate: / ?s/N //G REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD i 69 Retain a copy with permit �GC1Cn INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: O � lro _� .� Date Called: Special Instructions: d: a. Date Wan20-161-161p.m. Requester: Phone No: F1Approved per applicable codes. L__J Corrections required prior to approval. Inspector: Date, ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with per Col INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: (� z A-2. n / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit��� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sbuthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Approved per applicable codes. I...J Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit66 w 0,060 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: Typeof Inspection: fity r��> Address- q� Q-7 3q /' ' Date Called: Special Instructions: —� Date Wanted a.m. �J f Cj p.m. Requester: Phone yNo: Z6- 2S RIApproved per applicable codes. 11 Corrections required prior to approval. F] REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1-�16 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) 438-9350 )?,,riYYlpf/�tr Project: spy PA rX Type of Inspection: Address: Z/�/ r O' / L Date Called: Special Instructions: &7-6 Date Wanted/'), / Requester: neC- Phone No: 7-CZEI ® Approved per applicable codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD km -Retain a copy with permit INSP TION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Approved per applicable codes. L, Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: T of Inspection: Address: /4 yo 7 361174- &.,�J S Date Called: Special Instructions: LEJ Date Wt l/ MIt Ce p.m. Request r: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. (Inspector: /� M luate:/?/`/11AI REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD vp Retain a copy with permit iso ` 0060 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: O& zy, TW of Inspectipn: C�� %cl ALL �I Address: 34il"'W s Date Called: Special Instructions: r/ (!� Date Want a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. INSPECTION RECORD 6: Yr Retain a copy with permit V&^ OQ 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: 57✓�z-y T e of Inspection: lr/ Oa'�CZg Address: yy®7 Date Called: Special Instructions:T lP Date Wanted: a. �� p.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: atnbC JAI JT' 0 5175 Inspector: /{ Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD I Retain a copy with permit INSPE ION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 &Approved per applicable codes. L_J Corrections required prior to approval. COMMENTS: 1 Inspector: Dater REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (7) INSPECTION RECORD _0�� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Z - -K Typespection: F12AMIA)6f Address:�� � � Date Called: Special Instructions: Date Way it /. 11 a. m, Requester: Phone No: DApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a co with permit 16-0060 1 copy INSPECTION 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 Proje t: Type of Inspection: ( r Address: .— ?z4 Z -W Date Called: Special Instructions:���� a. Date WanWr2h 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 C060 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 XApproved per applicable codes. 1:1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD n4- Retain a copy with permit7�6'�� I PECTION 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; (vim r Type of Inspection: Address:rr � ( . 1' . O (�F� Ke -O' . Date ailed: Special Instructions: Date Wanted: a.m. _lq_f b p.m. Requester: Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. /TIN K INSPECTION RECORD 3 Retain a copy with permit 1��6-00�© SPEC N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2 6) 431-3670 Permit Inspection Request Line (206) 438-9350 6 "U-"2 weU.F— � Projec � (�vt m Type of Inspection: A ess: 67 3 y (-fake- f6 Date Called: Special Instructions: Date W ted*r _ a.m. p.m. Requ star:[. ' p Phon o: ,�[ Approved per applicable codes. 11 Corrections required prior to approval. OMMENTS: a c nspector: MMEEL9� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t: © � Type of Inspecti n: ° C d (� Addre s: C 0 7 5q f4t, kc�_�f0c Date ailed: Special Instructions: Date Wa�nted: a.m. ( Requester: AA V Phone No: IInspector: IDate: (o-7—(6 — 7—r6 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I ECTION 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�je�� (�J L Type of Insgecdion: OoI I Aid_r, s; Date Called: Special Instructions: Dyte Wa ed: a.m. p.m. Re a -ter: p� Phone No: I Inspector: j Datei REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r 1 -('y�r'� Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: P 0 2 Type of Inspection: Address:f� Suite #:- -34 G!J _ Contact Person: �4/ ZG6— 0. Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: t r � Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: I Inspector: 4 -'(AA *-)Gr I Date: / /, q/ 1 =7— 1 Mrs.:( $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming waaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 ��n L INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER Ito PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: T)7 of Inspection•' Address:D � Suite #: MO Contact Person: ' Special Instructions: Phone No.: ❑ Approved per applicable codes. COMMENTS: 1-1 Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: I Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 ti ... az c.2. __ u, 'a 03 :.. ,t, b.s 'D.3. a._ ... _._ 'J3 .r 'I3A :,A vJ 0.4 'C.: v_ .-, ,,._ h3 'GG L_ o: ,. 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'tr 'y •. a, .r. 0y r� 2L `4e ':d "La '26•D .4 -,.Y ._ ...F _. 3, , _2 !b I ,. I)sf1 '1 '1.9ecreation A, Area R ::9 .5 4.5 r._ i0 <„ ,:,, ,..- i.. �._ -35 .:.e ,a 24 Zv 1._ -`1 .. .. 5 ua I;, (pate glreen shaded aTp 1 263,. aY .1 41 44 4 - e Plan View S.I. -IW CsIoul- values include deact and im.ne8ectad compOrenls. Color: Bronze ALED5T78N Iniad: LED DOWNLIGHT Hgh a ,,1 LED pd. bV area 1i9h1 w IES ". V oralar 100.000 In- L70 lifespan. 5 Tear Y+ananty dls.butlon, Wide and un4orm 310 degree psnem 14ea1 ter large *.do., ereas such es par., Id., corporate parks, end retail .amny.. Color.BNr,ze LED Info Driver Info Driver Info Wens: 76WType: Cens,dn(Curtent TYPO. Co... CunOnl Color Temp: 4- (_nu) 12W: It- 120V. 0.51A cdorA.w 02 200V: GA7A I.V. 093A depan: 000 240V: 0.41A 2,t 019A U4L7079LLusmens: 5610074 277V: 0.35A .246OW E-0 : se LPW P. Wath: 9DW Eff bury: 87% Type A LRS 1.6 Ic On Pole 4.1:1 ( On 1' AFG) METAL HEAT 112 AFWall G) Color: Bronze WPLED52N Iniad: LED DOWNLIGHT LED 521' Wdllpacks, 3.1off opbons. Patin: P4n61p.-I--gsneml sysfom Lowdm; IC922LEDG4 RECESSED HOUSING 100.000 In- L70 lifespan. 5 Tear Y+ananty LENSED TRIMS Color.BNr,ze WO,yn[1:60s -16d r,aw mn4l cllw with b. eng' Shop h alb for l'II r2 6 rtuccon•Ca b r mrl Wr, red wnh�ins bI`� •f:do ado a,ing +lop,i (IIIc Driver Info LED Info DIMENSIONS TYPO. Co... CunOnl Wans! 52W Type C (R g 120V. 0.51A Co., To- 4000K N - M) 1.0 fc I.V. 093A 1. Acatery. e2 CRI Type B 2,t 019A L70 Uf.so­ 100.000 1.6 to .246OW 6584W EW R,Odv,bys B Pelfway:, 1277VlYatts 9L 1.6 Ic En10..ncy; 87-A 4.1:1 ( On METAL HEAT 112 AFWall G) PIAB L I G H T I N G Juno 6- IC 900 LUMEN Iniad: LED DOWNLIGHT Fie ,TW,: NEW CONSTRUCTION Lowdm; IC922LEDG4 RECESSED HOUSING cantao/phana; LENSED TRIMS PRODUCE DESCRIPTION D.dicmdtED, A41.1 hoa,mg imag 115b y 1 -16d r,aw mn4l cllw with b. eng' Shop h alb for l'II r2 6 rtuccon•Ca b r mrl Wr, red wnh�ins bI`� •f:do ado a,ing +lop,i (IIIc iI " , ` and ed3b :i n of air, rd,r,ing healing ,' dirg corn wnho:,t fn. wa oloddilienal gaskeu•tEDheuring i. de+Ign.d to gravida 50,000 hours of Ills wd i, �ompoeble wnh mon, smndord land Irian, • s year Ilmiled DIMENSIONS wormnry an LED camponme. -� Type C (R g 7.7 tc AFG) 1.0 fc STATISTICS (See Plan View for Statistical Area Designations) Osterly Park Townhomes Symbol Label City Description Symbol Avg Max Min Ma./Min Avg/MIn Ddv'ewA I! En,.t Gain;r J 7.61e 14.9 to 1.61e 9.3;1 4.8:1 0",ro % Dl WJ Gnrd9.•; 7.7 tc 14.61c 1.0 fc 7.1:1 4,1:1 Hrr. r. uml Ann A, 3.8 t0 6.3 to 1.6 to 3.3:1 2.41 R,Odv,bys B Pelfway:, 6.6 to 13.4fc 1.6 Ic 8.41 4.1:1 LUMINAIRE SCHEDULE Osterly Park Townhomes Symbol Label City Catalog Number Desorption Lamp File Lumens LLF Watt. RE1/IEWED FOR ALED5T78N(TYPE CAST BROWN PAINTED SIX WHITE MULTI -CHIP Mike Overbeck • A 8 V) METAL POST TOP LIGHT EMrrTING DIODES itl60201.ies Absolute 1.00 89.5 �+ Lighting 8t. Photometric Calculations by: FITTER WITH 3 (LEDs), AIMED 5- David Butler, LC, MIES C4 of Tuf*ta 206-784-4821 FABRICATED BROWN DEGREES BELOW THE PAINTED METAL HORIZON. david.butler.lc@comcast.net VERTICAL POSTS, CAST 2 -PIECE BROWN PAINTED FINNED METAL HOUSING, 6 CAST METAL HEAT SINKSICIRCUIT BOARD MOUNTING BRACKETS, 6 CIRCUIT BOARDS EACH WITH 1 LED AND MOLDED PLASTIC CIRCUIT BOARD PERIMETER OVERLAY WITH SPECULAR FINISH, MOLDED PLASTIC REFLECTOR WITH SPECULAR FINISH AND 1 APERTURE PER LED, CLEAR FLAT GLASS LENS IN CAST BROWN PAINTED METAL FRAME. WPLED52N / CAST FINNED METAL TWO WHITE MULTI -CHIP B 12 ALED52N(15- HOUSING, 2 CIRCUIT LIGHT EMITTING DIODES itl79749.ias Absolute 1.00 60 DEGREE UPTILT - BOARDS EACH WITH 1 LLEDSI. TILTED SS. STANDARD LED, MOLDED PLASTIC DEGREES FROM CUTOFF) REFLECTOR WITH VERTICAL BASE -UP SPECULAR FINISH AND POSITION, 1 OPTICAL COMPARTMENT WITH 1 APERTURE PER LED, CLEAR FLAT GLASS LENS IN CAST BROWN PAINTED METAL LENS FRAME. . C 8 IC922LEDG441 K- 1.239W -WH 6 -IC LED HOUSING LED/41K WITH 239 -WH IC922LEDG4- LENSED TRIM Absolute 1.00 16 41K -11239W. OSTERLY PARK TOWNHOMES SITE LIGHTING & PHOTOMETRIC STUDY Phase I Photometric Calculations: Horizontal Footcandles, at grade (measured at 4' horiz. and 4' vertical intervals) y3l(r2/2812015 s9/ bl�olw0000 Osterly Park Townhomes 3429 S. 144th Street Tukwila WA 98168 RE1/IEWED FOR Client: 0'�r0 ,C®MPL� NCE Mike Overbeck `_�APMOVED 4620 S. 148th. Street i' MAY 2 4 201 Tukwila WA 98168 �+ Lighting 8t. Photometric Calculations by: David Butler, LC, MIES C4 of Tuf*ta 206-784-4821 &JILN W n1vis" david.butler.lc@comcast.net y3l(r2/2812015 s9/ bl�olw0000 _n C_ C �7 m 00. IR 11. 31 00. _ca i i i f• 1 , 1 .._ 1 , 1 I i � 1ljj •, C. � Ori11F{A J we DU){�{/��� i* j1 I: 00. IR 11. 31 00. st st st st st st stI ---� —1-1 $c $t $c `fit — w w .. w — _._....--- w — w — w+ --- w - w --"-- w w w -- --I— ---'---' --�-- Ir— st — —— st st — — — — —= — GAS GAS rG4S _ca i i i _o` • V 1 , 1 .._ 1 , 1 st st st st st st stI ---� —1-1 $c $t $c `fit — w w .. w — _._....--- w — w — w+ --- w - w --"-- w w w -- --I— ---'---' --�-- Ir— st — —— st st — — — — —= — GAS GAS rG4S 4 O n c Z n ,no C� Zv I I I st st —st st I ¢L _ GAS GAS GAS —r -- st-------------- GAS GAS AS :1 J ^' f 1 I I _ca _o` • V 4 O n c Z n ,no C� Zv I I I st st —st st I ¢L _ GAS GAS GAS —r -- st-------------- GAS GAS AS :1 J ^' f 1 I I _ca C .._ 1 I i � 1ljj J �s DU){�{/��� j1 I: : �t bob a. $$ $s►.... _ $$ _ '$s 09/22/2002 15:31 4258217601 T-14 c3YL4 jlcmr. 20 i 2 '-w ,. '(1E ED FOR ODE COMPLIANCE APPROVED MAY 2 4 2016 City of Tukwila BUILDING DIVISION CORRECTION �j l LTR#—J— 14 ItAltltElt AINA 31713 w CRKA1 PAGE 01 CCCL n -ate. RECEIVED QjTY OF TUKWILA ` CIO 60 MAS 10 2016 PERMIT CENTER I T E 4'AT %N wo. od"0 6 403 4 A* A • 3921 7611 x4.2+5. Osterly Park townhomes Plant List Building 3 (14405-07) / Building 4 ...same for each unit 1. Serbian spruce (6-8 Ft ) 10 ct 2. Bowhall Maple 2-3 Cal 1 ct 3. Top Banana Rododendron 5 gal 8 ct 4. Plum Passion Heavenly Bamboo 5 ct 5. Blue Wave hydrang 5 gal 6 ct 6. Big Blue Lily turf 1 gal Act 7. Magic Carpet Spirea 10 ct 8. Wheelers darf Tobira 6ct 9. FirePower heavenly Bamboo 2 gal 18 ct 10. Feather reed Grass 1 gal 19 ct 11. Ground cover - CQRRE TION LTR# REVIEWED FOR ODE CQMPLIANCE APPROVED MAY 2 4 2016 CIS �SfT'a��"�i ®UILDiwe DIVISION! CITY OF TUKWILA MAY 10 2016 PERMIT CENTER Bruce S. MacVeigh, P.E. , mal Engineer/Small Site Geotechnical -, lFvVED FCn 14245 591 Ave. S. Tukwila, WA 98168 i' - �C�C s�G�C�� i Cell: (206) 571-9794 ' MAY 2 4 2056 Ii May 6, 2016 P F: City of Tukwila Building Department � r 11 Attn: Plans Examiner/Building Inspector"UM P! �'p Subject: Inspection of Building Foundation Soils, 14405 34th Lane S. and 14407 34th Lan_ e S (Building B-22/13-23), Plat of Osterly Park, 3400 Block of S. 144th Street, Tukwila, WA Dear Sir: On this date and at the request of Mike Overbeck, owner of the site, the foundation footing soils for the above building were observed. The entire building footprint area was excavated and, available for inspection. The cut was typically 24" deep relative finished grade level, enough to place the footings comfortably below necessary 18" frost protection depth. All observed soils were identified as the compacted pit run structural fill imported and placed on the site over the last two years. This was observed and verified in all excavated areas for the building. The soils as observed in all areas were as required during the fill placement/ compaction and may be rated as properly compacted structural fill. As per the intent of the original fill placement and compaction, the soils at foundation depth are suitable for foundation support. Since the building will have slab on grade first floors, floor portions of the building footprint will have to be refilled with compacted structural soil within the foundation. The excavated soils are suitable for this re -use. CORRECTION RECEIVED The following may be concluded: LTR#CITY OF TUKWILA 1. The base soils are in good condition and will provide good foundation suppayfi Q 2016 allowable bearing pressure of 2,000 psf is recommended. All loose soils must be - scraped clear prior to the footing pour. PERMIT CEM ER 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. k Sinceraly Bruce MacVeigh, P.E. Civil Engineer overbeck17/0819 —.1W 1W W — ���-� RVt)10CQ• w IIA /7-�' } J � , Y� �2r �7ri H � 1l • JJJ < A � , 1 • w del °yb„ Olk 1. J F "key kK_ra -1. FIL� MEMO MEMO DATE: July 3, 2014 .. PROJECT: Osterly Park TO: Overbeck Properties INc. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 4 2016 City ofTukWle IILDING DIVISION PROJECT NUMBER: RECEIVED CITY OF TUKWILA MAR 0 8 2016 ATTN: Mike Overbeck CC: PERMIT CENTER FROM: Todd Eaton RE: Osterly Park - 2012 IBC ATTACHMENTS: None Richard, 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206) 285-06180 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 USGt hazard data. The resulting base shear calculated using ASCE 7-10 is equivalent to that under AtCE 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 ip not affected by modifications to the 2012 IBC. The current design for the house plans i� in compliance with the 2012 IBC. Construction documents (i.e plan sets) should reference the 2012 Fode. Sincerely, Todd R. Eaton, PE t Structural Engineers M;\10014 Osterly Park\documents_out\2012_SC_MEMO_2014.07.03.doc §§ "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: - err. V. ,1 I �1 IBC 2012 ° Wind: 110 mph (ULT) 85mph (ASD), Kzt=1.0 Seismic: Ss=1.49, S1=0.56, SDC=D, R=6.5 Roof Snow Load = 25 psf Architect: Barker Architects A.I.A. 8715 NE 119th St. Kirkland, WA 98034 Ph: 425.821.7601 m ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, RA 98109 206.285.4512 (V) 206.285.0618 (F) a 10014: 131, 133: Roof Framina Plan 3/16"=1'-0" MIMENGINEERING (2) 2X8 H DBL 2XI2 JSL 2X12 AARLD-C -An Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) — — — — — — — --- — — — — — — — — S9.0 IISTV (2� 2X8 HDR III U- - Q P4 T1 Ell 7 i Lf=- i - ! r2z-i 2X12 0 16' O.C. -DEL= JSI MLA -W O.0 J = = 0 Q&-2XI2-,UT — M) T�i DBI 2X12 JST R T! F P6 (2)-.2Xt- 2 0 16' O.C. #10014: B1, 133: L3 Ff-amina Plan 3/16"-1'-0" (3 INC. 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IL LL LL LL U cn Ssxxxx aaa v>�nmuimm o. n.a xxx IL as mvirn a. a rn a rn= D+L+� - CT# 10014 •OVERLY PARK I I I LOAD CASE 1 (12-18) BASED ON ANSI/AF&PA NDS -1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1.00 Design BucklingFactor D+L+S+E/1,4 0.80 Constant) > Section 3.7.1.5 Cr KKE 0.30 Constant) ades) > > Section 3.7.1.5 Section 2.3.10 Bendin Comp. Size Size Re Cf IFF) Cd (Fb) Cb Cd Fc NDS 39.2 Maz.Wall duration duration factor tactor use Width Depth S acin Hei ht Le/d Vert. Load Hor. Load <= 1.0 Load Plal Cd Fb Cd (Fc Cf Cf Cr Fb Fc erpkFc E Fb' Fc erp' Fc' Fce F'c fc fGF'c fb fb/ H -F Stud In.in. 1.5 1.5 3.5 3.5 in. 16 16 R. 7.7083 9 26.4 30.9 If 1415 1010 sf 3.57 3.57 0.9963 0.9960 If 1993.4 1993.4 1.60 1.60 1.15 1.15 Fb 1.1 11 Fc 1.05 1.05 1.15 1.15 sl 675 675 si 4051,200,000 4051,200,000 si si 1,366 1,366 si 506 506 si 966 966 si 515.42 378.09 si 441.22 340.90 si 359.37 256.51 0.81 0.75 si 138.53 188.85 Fb'*1-fc/Fce- 0.335 0.430 H -F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 4051,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H -F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 0 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 156.68 0.376 H -F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H -F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 , 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 1 16 91 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,3661 531 675.438 378.09 336.17 253.97 0.76 188.851 0.421 SPF Stud 1.5 3.5 1 12 230.91 14101 3.57 0.9962 2789.1 1.60 1.15 T 1.1 1.05 1.15 675 425 725 1,200,000 1,3661 531 875.438 378.09 336.17 268.57 0.801 141.631 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366. 531 875.438 449.95 386.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.251 28.3 16901 3.57 0.9940 2789.1 1.60 1.15 I Ti 1.05 1.15 675 425 725 1 1,200,000 1,3661 531 875.438 449.95 388.13 321.90 0.83 119.011 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 26701 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1,15 675 1 425 725 1,200,000 1,366 531 875.436 449.95 388.13 339.05 0.87 79.34 0.236 #2 15 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 #2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 #2 1.5 5.5 16 825 18.0 3132 3.57 0.34043132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64260055 fH-F #2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 F#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 F 92 1.5 1 5.5 16 8.251 16.0 3267 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPFStud 1.5 3.5 16 14.57 50.0 285 3.57 0.9961 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF #2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 ,H -F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1 300 000 2 033 506 1644.5 226.94 220.14 152.73 -0.691340.83 0.513 Page 5 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B1/B3: GT Reactions Timber Member Information ',ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid E 2.5 Grid E 3 Timber Section 660.00 4x10 4x10 Beam Width in 3.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade 1,100.00 Douglas Fir- Douglas Fr - 1,100.00 1,760.00 Larch, No.2 Larch, No.2 Fb - Basic Allow psi 900.0 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor -0.069 1.150 1.150 Member Type 1,399.1 Sawn Sawn Repetitive Status -0.110 No No Center Span Data 4.000 L/Defl Ratio 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 lbs 412:50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 @ Right End DL lbs 412.50 660.00 LL lbs 687.50 1,100.00 Max. DL+LL lbs 1,100.00 1,760.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.006 -0.041 L/Defl Ratio 9,551.0 2,331.8 Center LL Defl in -0.010 -0.069 LJDefl Ratio 5,730.6 1,399.1 Center Total Defl in -0.017 -0.110 Location ft 2.500 4.000 L/Defl Ratio 3,581.6 874.4 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description =I Scope: User: KW -0602997, Ver 5.8.0, 1-Dec-2003Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B1/B3: Roof Framing Timber Member information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 Timber Section 2.50 2-2x8 2-2x8 2-2x8 2-2x8 2-20 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 0.75 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850:0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor Bending OK 1.150 1.150 1.150 1.150 1.150 Member Type 3.6 Sawn Sawn Sawn Sawn Sawn Repetitive Status 172.5 No No No No No Center Span Data Span ft 3.50 2.50 3.50 2.50 3.50 Dead Load #/ft 30.00 30.00 30.00 30.00 30.00 Live Load #/ft 50.00 50.00 50.00 50.00 50.00 Results Ratio = 0.0477 0.0243 0.0477 0.0243 0.0477 Mmax @ Center in -k 1.47 0.75 1.47 0.75 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 55.9 28.5 55.9 28.5 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 51,354.9 140,917.9 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 6.3 3.6 6.3 3.6 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 -0.002 -0.001 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 52.50 37.50 52.50 37.50 52.50 LL lbs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL lbs 140.00 100.00 140.00 100.00 140.00 @ Right End DL lbs 52.50 37.50 52.50 37.50 52.50 LLlbs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL lbs 140,00 100.00 140.00 100.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 L/Defl Ratio 51,354.9 140,917.9 51,354.9 140,917.9 51,354.9 Center LL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 L/Defl Ratio 30,812.9 84,550.7 30,812.9 84,550.7 30,812.9 Center Total Defl in -0.002 -0.001 -0.002 -0.001 -0.002 Location ft 1.750 1.250 1.750 1.250 1.750 L/Defl Ratio 19,258.1 52,844.2 19,258.1 52,844.2 19,258.1 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B2/B4: GT Reactions Timber Member Information ',ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 2 Grid 4 Timber Section 12.00 3.125x15 3.125x12 Beam Width in 3.125 3.125 Beam Depth in 15.000 12.000 Le: Unbraced Length ft 0.00 0.00 Timber Grade 165.24 las Fir, 24F - Douglas Fr, 24F - 8.00 6.00 V4 V4 Fb - Basic Allow .08i2,400.0 Fb : Allowable 2,400.0 Fv - Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 154.2 1.150 1.150 Member Type 276.0 Glul-am Glul-am Repetitive Status Shear OK No No Center Span Data Span ft 16.00 12.00 Dead Load #/ft 340.00 340.00 Live Load #/ft 425.00 425.00 Results Ratio = 0.9082 0.7983 Mmax @ Center in -k 293.76 165.24 @ X = ft 8.00 6.00 fb : Actual psi 2,506.8 2,203.2 Fb : Allowable psi 2,760.0 2,760.0 UDefl Ratio Bending OK Bending OK fv : Actual psi 166.1 154.2 Fv : Allowable psi 276.0 276.0 Center Total Defl in Shear OK Shear OK Reactions @ Left End DL lbs 2,720.00 2,040.00 LLlbs 3,400.00 2,550.00 Max. DL+LL lbs 6,120.00 4,590.00 @ Right End DL lbs 2,720.00 2,040.00 LL lbs 3,400.00 2,550.00 Max. DL+LL lbs 6,120.00. 4,590.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.317 -0.196 UDefl Ratio 605.9 735.3 Center LL Defl in -0.396 -0.245 L/Defl Ratio 484.7 588.3 Center Total Defl in -0.713 -0.441 Location ft 8.000 6.000 UDefl Ratio 269.3 326.8 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description =•a Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B2/B4: Roof Framing Center Span Data Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 Timber Section 3.50 Dead Load 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in #/ft 3.000 3.000 3.000 3.000 3.000 Beam Depth in 0.3815 7,250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.75 0.00 0.00 0.00 0.00 0.00 Tlmber Grade 1.25 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 55.9 850:0 850:0 850.0 850.0 850.0 Fv - Basic Allow psi 1,173.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi Bending OK 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 6.3 Fv : Allowable 1.150 1.150 1.150 1.150 1.150 Member Type Center Total Defl in Sawn Sawn Sawn Sawn Sawn Repetitive Status ft 1.750 No No No No No Center Span Data Span ft 3.50 2.50 3.50 2.50 3.50 Dead Load #/ft 240.00 30.00 30.00 240.00 30:00 Live Load #/ft 400.00 50.00 50.00 400.00 50.00 Results Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477. Mmax @ Center in -1111.76 lbs 0.75 1.47 6.00 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 447.5 28.5 55.9 228.3 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 LIDO Ratio Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 3.6 6.3 28.7 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 Center Total Defl in Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbsI 420.00 37.50 52.50 300.00 52.50 LLlbs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 140.00 @ Right End DLlbs 420.00 37.50 52.50 300.00 52.50 LL lbs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.000 -0.001 -0.002 -0.001 LIDO Ratio 6,419.4 140,917.9 51,354.9 17,614.7 51,354.9 Center LL Defl in -0.011 -0.000 -0.001 -0.003 -0.001 L/Defl Ratio 3,851.6 84,550.7 30,812.9 10,568.8 30,812.9 Center Total Defl in -0.017 -0.001 -0.002 -0.005 -0.002 Location ft 1.750 1.250 1.750 1.250 1.750 L/Defl Ratio 2,407.3 52,844.2 19,258.1 6,605.5 19,258.1 I k Title : Dsgnr: Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Till(!?@i Beam &Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L3 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 1 Page 1 Timber Member Information ',ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR D2 GR 4 GR 5 STR XFER Timber Section 3.50 2-2x8 2-2x8 2-2x12 3.50 2-2x8 2-2x12 2-2x12 Beam Width in 3.000 3.000 3.000 0.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 11.250 0.000 7.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade 50.00 Hem Fir, No.2 Hem Fir, No.2 50.00 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 1,000.0 1,000.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 95.0 95.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.150 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 0.1510 No No No No No No No Center Span Data Span 2.50 3.50 4.00 2.50 3.50 3.50 16.00 Dead Load #/ 20.00 20.00 120.00 20.00 20.00 120.00 15.00 Live Load #/ j 53.30 53.30 320.00 53:30 53.30 320.00 40.00 Dead Load #/ 130.00 130.00 130.00 130.00 Live Load #/ 50.00 50.00 50.00 50.00 Start I End ft Point#1 DL lbs 210.00 LL lbs 560.00 @X ft 1.500 Results Ratio = 0.0770 0.1510 0.2207 0.0000 0.1510 0.1503 0.5320 Mmax @ Center in -k 2.37 4.65 10.56 0.00 4.65 8.08 28.62 @X= ft 1.25 1.75 2.00 0.00 9.75 1.75 6.66 fb : Actual psi 90.4 177.1 166.9 0.0 177.1 127.8 452.2 Fb : Allowable psi 1,173.0 1,173.0 1,000.0 0.0 1,173.0 850.0 850.0 Bending OK bending OK Bending OK Bending OK Bending OK Sending OK Bending OK fv : Actual psi 11.4 20.1 21.0 0.0 20.1 16-2 48.4 Fv : Allowable psi 172.5 172.5 95.0 0.0 172.5 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 187.50262.50 240.00 0.00 262.50 210.00 310.31 LL lbs 129.12 180.77 640.00 0.00 180.77 560.00 827.50 Max. DL+LL lbs 316.62 443.27 880.00 0.00 443.27 770.00 1,137.81 @ Right End DL lbs 187.50 262.50 240.00 0.00 262.50 210.00 139.69 LL lbs 129.12 180.77 640.00 0.00 180.77 560.00 372.50 Max. DL+LL lbs 316.62 443.27 880.00 0.00 443.27 770.00 512.19 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.004 -0.001 0.000 -0.004 -0.001 -0.067 L/Defl Ratio 28,183.6 10,271.0 39,551.8 0.0 10,271.0 47,969.5 2,886.5 Center LL Defl in -0.001 -0.003 -0.003 0.000 -0.003 -0.002 -0.177 L/Defl Ratio 40,924.8 14,914.3 14,831.9 0.0 14,914.3 17,988.6 1,082.4 Center Total Defl in -0.002 -0.007 -0.004 0.000 -0.007 -0.003 -0.244 Location ft 1.250 1.750 2.000 0.000 1.750 1.750 7.680 L/Defl Ratio 16,689.8 6,082.3 10,786.9 0.0 6,082.3 13,082.6 787.2 Title Dsgnr: Description Scope: Rev:580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 [ (c)1983-2003 ENERCALC Engineering Soflware Timber Beam & Joist Description BLDG B: L3 Framing (2 of 2) Job # Date: 9:45AM, 25 FE8 10 Page 1 10014. a cw: Ca I cu I a ti o n s center Span Data LTimber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined A/E2 A/E3 A/E Timber Section 2.00 6x8 5.125x7.5 2-2x8 Beam Width in 5.500 5.125 3.000 Beam Depth in 7.500 7.500 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade 250.00 Douglas Fir - Douglas Fir, 24F - Hem Fir, No.2 Larch, No.2 V4 Fb - Basic Allow psi 900.0 2,400.0 850.0 Fv - Basic Allow psi 180.0 240.0 150.0 Elastic Modulus ksi 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.00 1.000 1.000 1.150 Member Type 239.7 Sawn Glul-am Sawn Repetitive Status 1,173.0 No No No center Span Data ft 5.00 8.00 2.00 #/ft 150.00 180.00 150.00 7DeadLoad #/ft 400.00 480.00 400.00 #/ft 250.00 #/ft 250.00 Start ft End ft Results Ratio = 0.4444 0.5495 0.2044 Mmax @ Center in -k 20.62 63.36 6.30 @ X = ft 2.50 4.00 1.00 fb :Actual psi 400.0 1,318.7 239.7 Fb : Allowable psi 900.0 2,400.0 1,173.0 Bending OK Bending OK Bending OK fv : Actual psi 37.6 87.4 29.0 Fv : Allowable psi 180.0 240.0 172.5 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 375.00 720.00 400.00 LL lbs 1,000.00 1,920.00 650.00 Max. DL+LL lbs 1,375.00 2,640.00 1,050.00 @ Right End DL lbs 375.00 720.00 400.00 LL ibs 1,000.00 1,920.00 650.00 Max. DL+LL lbs 1,375.00 2,640.00 1,050.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.051 -0.001 UDefl Ratio 8,800.2 1,876.9 20,642.3 Center LL Defl in -0.018 -0.136 -0.002 UDefl Ratio 3,300.1 703.8 12,702.9 Center Total Defl in -0.025 -0.188 -0.003 Location ft 2.500 4.000 1.000 UDefl Ratio 2,400.1 511.9 7,863.7 I Title: Dsgnr: Description Scope: User: KW -0602997, Ver5.8.0, 1 -Dec -2003 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:Ca I cul ati ons Timber Member Information 'ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 3.50 570.00 465.00 4.00 20.00 53.30 GR 1 GR 2 GR E2 2.5 STIR XFER GR E Timber Section 997.50 2x12 6x8 2-2x12 2-2x12 2-2x12 2-2x12 6x8 Beam Width in 1.500 5.500 3.000 3.000 3.000 3.000 5.500 Beam Depth in 11.250 7.500 11.250 11.250 11.250 11.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 813.75 Hem Fir, No.2 Douglas Fr- Hem Fr, No.2 Hem Fir, No.2 3,270.00 Max. DL+LL Douglas Fir - 1,034.85 1,811.25 @ X Larch, No.2 770.00 2.000 1,058.75 Deflections larch, No.2 Fb - Basic Allow psi 850.0 900:0 850.0 850.0 1,000.0 1,000.0 900.0 Fv - Basic Allow psi 150.0 180.0 150.0 150.0 95.0 95.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor Mmax @ Cantilever 1.150 1.000 1.600 1.000 1.000 1.000 1.000 Member Type fb : Actual Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status Fb : Allowable Repetitive No No No No No No Center span Data Span Dead Load Live Load Point #1 DL LL @ X ft 4.00 #/ft 20.00 #/ft 53.30 lbs lbs ft 3.50 570.00 465.00 4.00 20.00 53.30 16.00 37.50 100.00 3.50 120.00 320.00 16.00 15.00 40.00 210.00 560.00 1.500 3.50 165.00 440.00 Cantilever Span @ Left End DL lbs -130.00 997.50 30.00 297.50 210.00 310.31 Span ft 2.00 lbs 2.00 2.00 -1,555.05 800.00 560.00 Uniform Dead Load #/ft 20.00 Max. DL+LL 20.00 20.00 1,811.25 -1,525.05 1,097.50 Uniform Live Load #/ft 53.30 1,058.75 53.30 53.30 570.00 997.50 90.00 Point #1 DL lbs 320.00 139.69 288.75 LL lbs 464.85 813.75 LL lbs 150.00 372.50 3,270.00 Max. DL+LL lbs 1,034.85 1,811.25 @ X ft 2.000 770.00 2.000 1,058.75 Deflections Ratio OK Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 Mmax @ Center in -'0.00 -0.001 19.02 1.53 52.56 8.08 28.62 11.12 @ X = ft 0.00 1.75 1.86 8.00 1.75 6.66 1.75 Mmax @ Cantilever in -k -13.04 0.00 -80.24 -1.76 0.00 0.00 0.00 fb : Actual psi 412.1 368.8 1,268.0 830.6 127.8 452.2 215.6 Fb : Allowable psi 1,124.1 900.0 1,360.0 850.0 1,000.0 1,000.0 900.0 2.320 8.000 Bending OK Bending OK Bending OK Bending OK Bending OK Sending OK Bending OK fv : Actual psi 48.8 42.7 148.9 43.8 16.2 48.4 24.9 Fv : Allowable psi 172.5 180.0 240.0 150.0 95.0 95.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs -130.00 997.50 30.00 297.50 210.00 310.31 288.75 LL lbs 106.60 813.75 -1,555.05 800.00 560.00 827.50 770.00 Max. DL+LL lbs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 @ Right End DL lbs 570.00 997.50 90.00 342.50 210.00 139.69 288.75 LL lbs 464.85 813.75 5,144.85 913.26 560.00 372.50 770.00 Max. DL+LL lbs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL 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 DO 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: User: KW -0602997, Ver 5.8.0,1 -Dec -2003 Timber Beam &Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:CalculaBons Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl in -0.019 -0.000 0.046 Cantilever LL Defl in -0.010 -0.098 0.122 Total Cant. Defl in -0.029 -0.098 0.168 UDefl Ratio 1,645.2 488.4 285.5 41 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 580006 Q i Use, KW -0602997, Ver 5.8.0, 1 -Dec -2003 TlCllb@C Beam Sc Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculabons Description BLDG B: L2 Framing (2 of 2) Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 3.7 E5 GAR HR D+L+S+E GAR HR D+L+S Timber Section 19.50 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 Fr, 24F - ft V4 6.500 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 Spanft 19.50 4.00 16.50 16.50 Dead Load #/ft 45.00 20.00 20.00 20.00 Live Load #/ft 120.00 53.30 53.30 53.30 Point #1 DL lbs 2,040.00 2,040.00 LL lbs 2,550.00 2,550.00 @ X ft 6.500 6.500 Point 42 DL lbs 665.00 665.00 LL lbs 2,203.00 2,203.00 @ X ft 6.500 6.500 Point #3 DL lbs LL lbs 1,200.00 @ X 6.500 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 118.30 Point #1 DL lbs LL lbs 1,200.00 @ X ft 2.000 Results Ratio = 0.5228 0.6085 0.8988 0.8844 Mmax @ Center in -k 94.11 0.04 436.53 380.00 @ X = ft 9.75 0.29 6.53 6.53 Mmax @ Cantilever in -k 0.00 -37.64 0.00 0.00 fb : Actual psi 1,254.8 594.8 2,804.2 2,441.0 Fb : Allowable psi 2,400.0 977.5 3,120.0 2,760.0 Bending OK Sending OK Bending OK Bending OK fv : Actual psi 58.2 71.0 125.1 109.3 Fv : Allowable psi 240.0 172.5 312.0 276.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 438.75 -85.00 1,804.39 1,804.39 LL lbs 1,170.00 -552.55 4,047.60 3,320.33 Max. DL+LL lbs 1,608.75 -637.55 5,852.00 5,124.72 @ Right End DL lbs 438.75 665.00 1,230.61 1,230.61 --- p LL lbs 1,170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL lbs 1,608.75 2,867.35 4,015.45 3,542.72 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Title : Dsgnr: Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Center DL Defl in -0.181 0.002 -0.249 -0.249 L/Defl Ratio 1,294.7 28,644.9 794.4 794.4 Center LL Defl in -0.482 0.009 -0.557 -0.455 L/Defl 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 LIDO 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 L/Defl Ratio 1,079.2 F Job # Date: 9:45AM, 25 FEB 10 Page 2 10014. e cm Ca I cu l a ti on s y Title : Job # Dsgnr. Date: 9:45AM, 25 FEB 10 Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam $t,OISi Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B: Deck Framing Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ft #/ft #/ft 3.00 20.00 53.30 jst jst bm Timber Section 0.1721 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 Tlmber Grade 185.0 Hem Fr, No.2 Hem Fr, No.2 Douglas Fir - psi 1,075.3 935.0 900.0 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 Shear OK 1.000 1.000 1.000 Member Type 35,140.3 Sawn Sawn Sawn Repetitive Status I 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 Uniform Dead Load Uniform Live Load ft #/ft #/ft 3.00 20.00 53.30 3.00 20.00 53.30 2.00 125.00 333.00 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 Deflections Bending OK Bending OK Bending OK fv : Actual psi 18.7 19.7 60.7 Fv : Allowable psi 150.0 150.0 180.0 in -0.002 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 17.50 -25.00 468.75 LL lbs 106.60 -66.62 1,332.00 Max. DL+LL lbs 124.10 -91.62 1,800.75 @ Right End DL lbs 122.50 125.00 781.25 LL lbs 326.46 333.12 2,081.25 Max. DL+LL lbs 448.96 458.12 2,862.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in 0.000 0.000 -0.032 L/Defl Ratio 113,250.3 93,648.8 3,031.1 Center LL Defl in -0.002 0.001 -0.099 L/Defl Ratio 20,108.6 35,140.3 967.8 Center Total Defl in -0.002 0.001 -0.131 Location ft 1.856 1.192 3.968 L/Defl Ratio 22,985.7 25,552.2 733.7 Cantilever DL Def! in -0.005 -0.005 0.021 Cantilever LL Defl in -0.014 -0.013 0.056 Total Cant. Defl in 1 -0.020 -0.018 0.077 LIDO Ratio 3,629.1 4,036.0 625.2 I Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW -0602997. Ver 5.8.0, 1-Dec-2003Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Ca1culations m g Description CODE MAX JOIST SPANS LL=40PSF Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC , 12" OC 8" OC Timber Section 19.25. 202 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade 30.40 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor Bending OK 1.000 1.000 1.000 Member Type 35.6 Sawn Sawn Sawn Repetitive Status 150.0 Repetitive Repetitive Repetitive Center Span Data Span 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 Sending OK Bending OK Bending OK fv : Actual psi 48.9 42.5 35.6 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 167.50 144.37 117.50 LL lbs 446.39 385.00 313.72 Max. DL+LL lbs 613.89 529.37 431.22 @ Right End DL lbs 167.50 144.37 117.50 LL lbs 446.39 385.00 313.72 Max. DL+LL lbs 613.89 529.37 431.22 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.153 -0.200 -0.297 L/Defl Ratio 1,312.9 1,153.3 950.9 Center LL Defl in -0.408 -0.534 -0.792 L/Defl Ratio 492.7 432.5 356.1 Center Total Defl in -0.561 -0.734 -1.088 Location ft 8.375 9.625 11.750 L/Defl Ratio 358.2 314.5 259.1 Title : Dsgnr: Description Scope Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software Description CODE MAX JOIST SPANS LL=30PSF Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information -'ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC 12" OC 8" OC Timber Section 18.50.. 2x12 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade 370.00 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor Sending OK 1.000 1.000 1.000 Member Type 44.6 Sawn Sawn Sawn Repetitive Status 150.0 Repetitive Repetitive Repetitive Center Span Data Span74#1/ftftft lbs 18.50.. 21.25 25.75 Dead Load lbs 20.00 15.00 10.00 Live Load lbs 40.00 30.00 20.00 Results Ratio = 0.9959 0.9855 0.9647 Mmax @ Center in -,I30.80 370.00 30.48 29.84 @ X = ft 9.25 10.62 12.87 fb : Actual psi 973.5 963.3 943.0 Fb : Allowable psi 977.5 977.5 977.5 974.5 Sending OK Bending OK Bending OK fv : Actual psi 44.6 38.8 31.9 Fv : Allowable psi 150.0 150.0 150.0 in -0.683 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 185.00 159.37 128.75 LL lbs 370.00 318.75 257.50 Max. DL+LL lbs 555.00 478.12 386.25 @ Right End DL lbs 185.00 159.37 128.75 LL lbs 370.00 318.75 257.50 Max. DL+LL lbs 555.00 478.12 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL DO in -0.228 -0.297 -0.428 UDefl Ratio 974.5 857.3 722.8 Center LL Defl in -0.456 -0.595 -0.855 UDefl Ratio 487.2 428.7 361.4 Center Total Defl in -0.683 -0.892 -1.283 Location ft 9.250 10.625 12.875 L/Defl Ratio 324.8 285.8 240.9 1. Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 580006 User: KW -0602997, ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: Roof Framing Timber Member Information 30.00 50.00 ',ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ft Dead Load Grid 1 Grid 2 Grid 5 Grid 6 Grid 5 Timber Section in -k @X= 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 55.9 3.000 3.000 3.000 3.000 3.000 Beam Depth in 1,173.0 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 3.6 0.00 0.00 0.00 0.00 0.00 Tlmber Grade 172.5 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 6,419.4 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi -0.001 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.250 1.750 1.150 1.150 1.150 1.150 1.150 Member Type 19,258.1 Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data 30.00 50.00 Span ft Dead Load #/ft Live Load #/ft 0.0243 Results Ratio = Mmax @ Center in -k @X= ft } fb : Actual psi Fb : Allowable psi 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 DO L/Defl Ratio Center Total Defl Location L/Defl Ratio psi 3.50 2.50 2.50 3.50 3.50 30.00 50.00 30.00 50.00 30.00 50.00 240.00 400.00 30.00 50.00 0.0477 0.0243 0.0243 0.3815 0.0477 1.47 0.75 0.75 11.76 1.47 1.75 1.25 1.25 1.75 1.75 55.9 28.5 28.5 447.5 55.9 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 6.3 3.6 3.6 50.7 6.3 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK lbs 52.50 37.50 37.50 420.00 52.50 lbs 87.50 62.50 62.50 700.00 87.50 lbs 140.00 100.00 100.00 1,120.00 140.00 lbs 52.50 37.50 37.50 420.00 52.50 lbs 87.50 62.50 62.50 700.00 87.50 lbs 140.00 100.00 100.00 1,120.00 140.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.001 -0.000 -0.000 -0.007 -0.001 51,354.9 140,917.9 140,917.9 6,419.4 51,354.9 in -0.001 -0.000 -0.000 -0.011 -0.001 30,812.9 84,550.7 84,550.7 3,851.6 30,812.9 in -0.002 -0.001 -0.001 -0.017 -0.002 ft 1.750 1.250 1.250 1.750 1.750 19,258.1 52,844.2 52,844.2 2,407.3 19,258.1 Title : Dsgnr: Description Scope: User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software EM Description BLDG C: L3 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 D2 GR D3 GR D4 GR 5 GR 6 Timber Section 3.50 2-2X8 2-2x8 6x8 2x12 2x12 2-2x8 2-2x8 Beam Width in 3.000 3.000 5.500 1.500 1.500 3.000 3.000 Beam Depth in 7.250 7.250 7.500 11.250 11.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 50.00 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0: 850.0 850.0. 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 4.65 1.150 1.150 1.000 1.000 1.000 1.150 1.150 Member Type 1.75 Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 177.1 No No No No No No No Center Span Data Span ft 2.50 3.50 5.50 4.50 4.00 2.50 3.50 Dead Load #/ft 20.00 20.00 165.00 165.00 165.00 130.00 20.00 Live Load #/ft 53.30 53.30 440.00 440.00 440.00 50.00 53.30 Dead Load #/ft 130.00 130.00 453.75 371.25 330.00 162.50 130.00 Live Load #/ft 50.00 50.00 1,210.00 990.00 880.00 62.50 50.00 Start ft 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 End ft Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in Results Ratio = 0.0770 0.1510 0.6264 0.6833 0.5399 0.0547 0.1510 Mmax @ Center in -k 2.37 4.65 27.45 18.38 14.52 1.69 4.65 @ X = ft 1.25 1.75 2.75 2.25 2.00 1.25 1.75 fb : Actual psi 90.4 177.1 532.4 580.8 458.9 64.2 177.1 Fb : Allowable psi 1,173.0 1,173.0 850.0 850.0 850.0 1,173.0 1,173.0 1.250 1.750 Sending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 11.4 20.1 46.9 70.7 57.6 8.1 20.1 Fv : Allowable psi 172.5 172.5 150.0 150:0 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL lbs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL lbs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 @ Right End DL lbs 187.50 262.50 453.75 371.25 330.00 162.50 262-50 LL lbs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL lbs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 L/Defl Ratio 28,183.6 10,271.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 Center LL Defl in -0.001 -0.003 -0.036 -0.018 -0.011 -0.000 -0.003 LIDO 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: Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 580006 User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: L3 Framing (2 of 2) Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined j Span ft 2.50 GR El GR E2 GR EIS GR E4 Timber Section 150.00 2-2x8 2-2x12 3-2x12 2-2x8 Beam Width in 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 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 3.75 1.150 1.150 1.150 1.150 Member Type 1,004.4 Sawn Sawn Sawn Sawn Repetitive Status 1,075.3 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 lbs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL lbs 1,412.50 2,825.00 4,237.50 1,695.00 @ Right End DL lbs 537.50 1,075.00 1,612.50 645.00 LL lbs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL lbs 1,412.50 2,825.00 4,237.50 1,695.00 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 L/Defl Ratio 6,039.3 2,820.6 1,253.6 3,495.0 Center Total Defl in -0.008 -0.034 -0.116 -0.017 Location ft 1.250 2.500 3.750 1.500 L/Defl Ratio 3,741.2 1,747.3 776.6 2,165.0 I User: KW -0602997, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description BLDG C: L2 Framing Title : Dsgnr: Description Scope : Timber Beam & Joist Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw: Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ft2.00 jst D GR 3 GR D E GR 4 GR 5 )ST 4-6 Timber Section 45.00 165.00 45.00 435.25 20.00 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 Tlmber Grade Hem Fir, No.2 Hem Fr, No.2 Douglas Fir- Douglas Fir- Douglas Fir, 24F- Hem Fr, No.2 Ratio = 0.5131 0.9035 0.6258 Larch, No.2 Larch, No.2 V4 Mmax @ Center Fb - Basic Allow psi 850.0 850.0 900.0 900.0 2,400.0 850.0 Fv - Basic Allow psi 150.0 150.0 180.0 180.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,800.0 1,300.0 Load Duration Factor 436.1 1.000 1.000 1.000 1.000 1.000 1.000 Member Type 850.0 Sawn Sawn Sawn Sawn Glul-am Sawn Repetitive Status Bending OK No No No No No No Center Span Data ft2.00 Span ft 5.50 18.00 4.00 18.00 17.50 4.00 Dead Load #/ft 20.00 45.00 165.00 45.00 435.25 20.00 Live Load #/ft 53.30 120.00 440.00 120.00 315.00 53.30 Dead Load #/ft #/ft 165.00 Live Load #/ft 440.00 Start ft lbs End ft Cantilever Span Span ft2.00 2.00 Uniform Dead Load #/ft 500.00 20.00 Uniform Live Load #/ft 650.00 53.30 Point #1 DL lbs 326.70 LL lbs 120.00 @ X ft 2.000 Results Ratio = 0.5131 0.9035 0.6258 0.7350 0.9225 0.4640 Mmax @ Center in -110.03 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 D= lbs -126.82 405.00 660.00 405.00 3,808.44 -133.35 LL lbs 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 Max. DL+LL lbs 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 @ Right End DL lbs 1,236.82 405.00 660.00 405.00 3,808.44 580.05 LL lbs 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 Max. DL+LL lbs 2,919.76 1,485.00 2,420.00 1,485.00 6,564.68 999.90 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center.DL Defl in 0.006 -0.153 -0.006 -0.095 -0.486 0.005 UDefl Ratio 10,335.4 1,410.6 7,812.7 2,266.6 432.5 9,931.3 Center LL Defl in 0.007 -0.408 -0.016 -0.254 -0.351 0.001 UDefl 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 UDefl Ratio 4,880.7 384.7 2,130.7 618.2 250.9 7,722.1 Title : Dsgnr: Description Scope : Job # Date: 9:45AM, 25 FEB 10 User: RW -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam &Joist Page 2 f (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: L2 Framing Cantilever DL Defl in -0.016 -0.020 Cantilever LL Defl in -0.020 -0.008 Total Cant. Defl in -0.036 -0.028 UDefl Ratio 1,321.2 1,725.4 To Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 580006 User: Kw -0602997, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: Deck Framing Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ft #/ft 2.00 20.00 53.30 jst jst bm Timber Section 0.1131 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 117.5 Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - psi 1,075.3 935.0 900.0 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 Shear OK 1.000 1.000 1.000 Member Type 47,664.8 Sawn Sawn Sawn Repetitive Status -0.001 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 Uniform Dead Load#/ft Uniform Live Load ft #/ft 2.00 20.00 53.30 2.00 20.00 53.30 1.50 125.00 333.00 Results Ratio = 0.1131 0.0880 0.8203 . Mmax @ Center in -'I251 133.25 0.76 38.07 @ X = ft 2.40 1.32 4.22 Mmax @ Cantilever in -k-1.76 98.00 -1-76 -6.18 fb : Actual psi 117.5 82.2 738.3 Fb : Allowable psi 1,075.3 935.0 900.0 Deflections Bending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 in -0.006 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 42.00 16.67 399.96 LL lbs 133.25 79.95 1,109.25 Max. DL+LL lbs 175.25 96.62 1,509.21 @ Right End DL lbs 98.00 83.33 620.54 LL lbs 261.17 222.08 1,652.82 Max. DL+LL lbs 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in 00'0.000 -0.034 UDefl Ratio 44,186.7 562,653.4 3,029.8 Center LL Defl in -0.006 -0.001 -0.099 L/Defl Ratio 10,295.6 47,664.8 1,029.4 Center Total Defl in -0.007 -0.001 -0.133 Location ft 2.460 1.416 4.250 UDefl Ratio 8,360.048,711.9 768.4 Cantilever DL DO in 0.000 -0.001 0.017 Cantilever LL Defl in 0.001 -0.003 0.046 Total Cant, Defl in 0.002 -0.004 • 0.063 UDefl Ratio 27,379.8 12,992.4 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEBRP Seismic Design Provisions Latitude = 47.473 8 Longitude = -122.2889 Spectral Response Accelerations Ss and S 1 Ss and S 1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.467 (Ss, Site Class B) 1.0 0.505 (SI, Site Class B) Conterminous 48 States 2003 NEBRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Spectral Response Accelerations SMs and SMI SMs = Fa x Ss and SMI = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.467 (SMs, Site Class D) 1.0 0.757 (SM1, Site Class D) Conterminous 48 States 2003 NEBRP Seismic Design Provisions Latitude = 47.4738 Longitude = -122.2889 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 x SMs and SDI = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa- (sec) (g) 0.2 0.978 (SDs, Site Class D) 1.0 0.505 (SDI, Site Class D) 2006 IBC SEISMIC OVERVIEW Page 1 SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT #: 10014 --Osterly<Park`Biailding'B Step # 2006 IBC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE =11 Table 1604.5 Table 1-1 2. IMPORTANCE FACTOR IE: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 1.5& Figure 1613.5.3(2) Table 11.4-2 Sens = Fa * Ss SMs = 1.47 EQ 16-37 EQ 11.4-1 SM, = F„ * S, SM, = 0.76 EQ 16-38 EQ 11.4-2 Sbs = 2/3 * sons SDS = 0.98 EQ 16-39 EQ 11.4-3 Sp, = 2/3 * SM, Sp, = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, =-D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC =:D Max. Max. 11. Wood structural panels --- -- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 3:0 .. N/A Table 12.2-1 14. Deflection Amplification Factor Co =:410 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/ATable 12.3-1 16, Vertical Structural Irregularities -- No, N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT #: 10014 - Osterly Park - Building B 0.337 W SDs= 0.98 h„ = 26.00 (ft) SD, = 0.51 X = ': :.:0.75 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 Sj = 0.51 k =: 1 ASCE 7-05 (Section 12.8.3) CS = SDS / (R/IE) CS = SDI I (T*(R/IE)) (for T< TL) Cs = (SDI * TL)/ (T2*(R/IE)) (for T> TL) CS = 0.01 Cs = (0.5 St)/(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 SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,� _ k k DIAPHR. Story Elevation Height AREA DL w; w; *hi wX * h,, DESIGN LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;" Vi Roof :: -- 26.06 26.00 1.575 OMo 31.5 819.0 0.47 5.04 3rd (ippr) 8.00 18.00 18.00 1.364 0.025 34.1 613.8 0.35 3.78 2nd,(main) 9.00 9:00: 9.00 .. 1364 D.D25 34.1 306.9 0.18 1.89 1st (base). 9.00 O;QO 6.67 4.59 13.34 6.67 2nd (main) 1.89 10.72 34.1 99.7 6.67 3.66 13.34 SUM = 99.7 1739.7 1.00 10.72 E=V= 15.00 E/1.4 = 10.72 SUM DESIGN Vi 5.04 8.82 10.72 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w; E w; FPX = EF; * w, 0.4 * SDs* IE * WP 0.2 * SDs* IE * WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. 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 M m IL 7rnr 7 rn 7 N co M M N rY vcDr a Lo Z(D a 3 V h r r Y o m a D r O CO h (D Cl) -It N c z a 3 m vo N a W o> 7 N d II Z v �i ri 3 _ o fD 7 (D II 0 o M o o m _ 1` tri m v a v is �com � Z r co V) rr O co t- _ to O r co N N N N N O m Q Q V M m IL 7rnr 7 rn 7 m ain"m rY inE"O C x000 Lo Z(D a 3 o m a D r O CO h (D Cl) -It N c z a 3 m vo N a M m IL o x000 Lo N r Q Q N N. N r _ o fD 7 (D II a �com co v rr to O r co N N N N N O m Q Q V h (Dtn C (D m m O 0 C 7 W ... WN O N N N N O (D (D (D (D (D N O V (D V V) m m m m m of of O Q Dr Q Q Q m Q Q LO U 1. Q - L CO LL LL U- LL LL co W W W W W Q v T r V) oo o v00 0 a o r Q Q c� co _ O (D orov(D 11 p ¢ Q S W y N C-4 (JJ 0 'O (D 0 0 0 00 w V) O m Q D1 U cnU M U) -- W N (D Q _ I-- V) O O O N m 4 L Q Q V' Lo N lf) N } N LL Q r r O O (() O Z � � d x E n a a n n a a a a s L r V% 'O :O. O c:-,6 6-M O N ':C' M ''ct • V O 0 r o O O O 'r V V N V .O O In .4 �.-� N :O.. N 0 .:.0 0T O N O N N M (D O W 47 `ti- (D M Co- r CV OD O r N i , w V) CiJ- W In Oi d .O' 0 0 0 117 ,Lp O d V M V':,, 7 0 0 r O O O O et V '7 0 V' 0 0 0 0 >. fn O O IA CO, V m w' 0 rd" N O' N •O (D :�' lT m N O � N M (D O f` L m O O O (D co o) Z 0 r C LL Cl) N M N CO O h Cl) W U N .0 Zj to 0, Q 11 11 II II II It II it 11 II 11 11 II II II II 11 11 II II 11 11 11 11 O o O O O 3 Z O m N W 0 Cl 0 0 0 1- (D OJ m O 2 2 "o 0 � m Y d m m m N d d ca. q C . o_ N .� M N O C C y p_ O m �i H CL cl d d Y ` "> d 0 x O y U O w w • N -0 N KI Y m m 3 I- S Z, L 0 0 0 w o o O y N o° aD of of LLI F m •p a H W c II w O c co rL Wa m ¢ w -- z �0 c �+ = F- 5 m a J r (n 0 2 N M m IL 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 - Octarly Park - Pi idlinn a 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 1' CT PROJECT # : 10014 - Osterly Park - Building B 'SHEATHING THICKNESS tsheathing = 7/16 NAIL SIZE nail size = 0.131.':: X2.54! long STUD SPECIES SPECIES = H -F or'SPF SPECIFIC GRAVITY S.G. ='0 43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dia. =,0:625 SHEARWALL TYPE Table 2306.4.1 7/16" w/8d common V allowable (15/32" values per (PER 2003 IBC) footnote d) Seismic Wind V s allowable V w allowable modify per S. G. modify per S. G. inc. 40% per 2306.4.1 --- 0 1 1 P6TN 154 150 150 P6 _ 260 242 339 P4` 380 353 495 P3 490 456 638 P2 "' 640 595 833 2P4':. 760 707 990 2P3..980. 911 1276 2P2i: 1280 1190 1667 N.G. 10000 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 i SHEET TITLE; UtEkAL!NS(fr.oh io,-bnk) CT PROJECT #: 10014 - Osterly Park - Building B Diaph. Level: Roof Panel Height :8ft. Seismic V i = 5.04 kips Max. aspect =` 3:5' 2006 IBC Table 2305.3.4 Sum Seismic V I = 5.04 kips Min. Lwall = 2.29 ft. per 2006 IBC EVWt„d 6.60 EVEo 5.04 Design Wind N -S V I = 6.60 kips Sum Wind N -S V I = 6.60 kips P= 1.00 E.Q. E.Q. Wind Table 2305.3.8.2 Wind Wind E.Q. E.Q. Wall ID T.A. Lwall LDL eff. Co wdl V level V abv. V level V abv. Max. (sqft) (ft) (ft) Type (klf) (kip) (kip) (kip) (kip) Ext A 395; 12.0: , 12.0 : 1 00 .0.:15. 1.65 0.00 1.26 0.00 Ext A;i 0;'. 5.5 `:': 8.0 .1 00 0;15 0.00 0.00 0.00 0.00 10.09 0>, 0.0 i 0.0- 1.00. 000' 0.00 0.00 0.00 0.00 1.00 o.: 6.0 o:a ;1: oo : U0 0.00 0.00 0.00 0.00 -0.46 0 0.0 ;; 0 0 " `1.0.6 ; 0:00` 0.00 0.00 0.00 0.00 0.00 0 0.0 :-:.-O;W� 0.00 17b..0" `'0.00 0.00 0.0o 0.00 0.00 party G-" =395 12.0 ` 16.0.: 1,00 ; 0:15 1.65 0.00 1.26 0.00 party 395 12 0 '. 16.0 : 1 00 0.:15 1.65 0.00 1.26 0.00 0.00 -0 0:0: < 0.0 :'. 1.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0;.: 0.0" :1.00 0.06 0.00 0.00 0.00 0.00 1.00 0 0.0 0.0: .1.00 " 0.00 0.00 0.00 0.00 0.00 Ext E.. 395 12 0 "_ 12:0:::..'.1.00 1.00 -0.15 1.65 0.00 1.26 0.00 EA" E :' 0 5.5 : - . 8.0: 1100";i 0.15 0.00 0.00 0.00 0.00 --- 0 0.0; :.`. 00. 1.60:, ::0.00 0.00 0.00 0.00 0.00 0.00 ':0. 0 0 .:; 0.0. 1.W ' 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0..: 0.0 ':1.00 .0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 '.1,00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.0 0.0" . 1.00 0.00 0.00 0.00 0.00 0.00 0.53 0.53 0.0 0.0..- 1.00 ;°-0.00 0.00 0.00 0.00 0.00 -0.61 0 0.0 0:0` '1,00 ' 0.00' 0.00 0.00 0.00 0.00 --- 0 0.00 0.01 '1.00: 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.0 " 1 00.- :0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: 0.0 -:1.00 ` 0:00 0.00 0.00 0.00 0.00 0.00 0 `0.0: 0:0' .1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0..-:0.00 <: 0 1.00: 0.00 0.00 0.00 0.00 0.00 0.00 0 .0.0 : 0.0 : ,1.00. 0.00 0.00 0.00 0.00 0.00 0.00 " 0 0.0 -. '00 .1 00 - " 0:00 0.00 0.00 0.00 0.00 --- 0 0;0 :.: 0.0 :1.00:,``0.00_ 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0.. 0.0 ` -1.00" 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 : 0:0 : 1 00 ' 0100 0.00 0.00 0.00 0.00 0.00 1580 59.0 0.00 59.0 = L eff. 6.60 0.00 5.04 0.00 EVWt„d 6.60 EVEo 5.04 Design Wind N -S V I = 6.60 kips Sum Wind N -S V I = 6.60 kips P= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. 2w1h vi Type Type vi OTM RoTM Uma Usum OTM RoTM Umt Usum Usum HD P (pif) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 1.00 1.00 105 P6TN P6TN 138 10.09 9.72 0.03 0.03 13.20 7.20 0.53 0.53 0.53 1.00 1.00 0 --- --- 0 0.00 2.97 -0.61 -0.61 0.00 2.20 -0.46 -0.46 -0.46 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 105 P6TN P6TN 138 10.09 12.96 -0.25 -0.25 13.20 9.60 0.32 0.32 0.32 1.00 1.00 105 P6TN P6TN 138 10.09 12.96 -0.25 -0.25 13.20 9.60 0.32 0.32 0.32 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 105 P6TN P6TN 138 10.09 9.72 0.03 0.03 13.20 7.20 0.53 0.53 0.53 1.00 1.00 0 --- --- 0 0.00 2.97 -0.61 -0.61 0.00 2.20 -0.46 -0.46 -0.46 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- .-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 m Y m U C t0 '0 .Q �7 O m L V L' W O ww wa � U IMl z z '010 3:3: c E rn � m� 0 m m a n. Y Y CO N t• O Cl) m V: Cl) L6 co cu cu U m > 0 U II J N d = N 3 C J I (0 N N C o a. 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N O O Cl O O N N- O O o N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M I1.1 CO v r 0 0 0 0 0 r r 0 0 o r o 0 0 0 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 m > m (nooC)CD0m 0000(nOo000000000o000 000 a) o d> n 0) O o 0 o O 01 01 O o o (M o o O o 0 o o 0 0 0 o 0 o 0 0 0 0 0 P w LLI - v o o 0 0 o O o 0 0 0 o 0 o 0 o O o 0 0 o O o 0 0 o 0 o O o o M > > W -0 j — (n 00 0 0 o Ln Ln OO o Ln o 000 0000OOOO 00 0 0000 'ct C mo d 0000 00 (D (D OO O(LJ 00000000 0000000 o O0(D M j Ca�G r O O O O O r r O O O r O O o O o O O O O O O O O O O O o O (D O > r 70 N "1" O o 0 0 0 <t K 0 0 0- r' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "T b c > d R Y Q) O O O o 0 a] M 0 0 0 M O O O o 0 0 0 Cl 0 o 0 0 0 0 0 0 0 o r� 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:N >W Ln Ln .o O.O o In Ln o 0.0 1f) Ln 0 0'o O o O -.O O o 0 0 o O o 0 0 0 N -p -:oCDO.O N NOOONr 0-' O O'O 000 OH O O O O O. O O oO UW ?� Oo-0Oo:o-oo'O- o o o. 0000.. 0 o 00. 00000,O.,o 0, O OJ toO. O. �o 0 0 o: O O o: 0 0.0:.0 .O`:O:O .O o O' O CDo O ,C) C) 0 O O' o 0 o o :CD o o.0 0 0 0 o O 0,0 0.00.0'o:o.o.o'o 0 0 0 O.o:o 0 0 0 0 0 0 0 ai ON N QI] O O,O O O f70 0 0,0 00 o O OO.:O O O.:o O o0 O O 6.0 0 (O O cu H V m o .o O O :o`(0 (D o 'o o 6 W O O O o. O O o..O o o: .O o O o � N - _ 0000000000000000000006bo0060000 O O d.O..N N'o.b ON -:b O OHO:O o;0 O o O::O O O :C; C; O'O-b QO J � O O O O or O �o O� :O 0 0 0.'0 0 0 0 0 0 0 0 0 0 :O O o .O "t .... Q � � co o ¢¢ wv ww. m uJ 1 x ' LLI - d ,'W "O- x (D w 0 0 0 0 -t tt 0 0 0 tD w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O . arcvopopmcopooccvp00000poppppp000p f6 v r 0 0 0 0 r r 0 0 0 r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C. a E (D LD CD 000 V V O 00(D(D O O O O O o 00000000000 (D V' O O O O c0 N 0 0 0 U) V O O 0 0 0 p O O p 0 0 0 0 0 0 0 0 v r r 0 0 0 0 r r O 0 o r r o 0 0 0 o 0 0 0 0 0 0 o 0 0 0 0 0 -� N O O O O O r r O 0 0 N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 11-0009P . r 0 0 0 r o 0 o O O o o O O o o O O o 0 o o p j j y O- 0 0 0 o r- o o 0 0- o 0 0 0 0 o O o o 0 0 o o o o o o o (n o 0 0 0 0 0 0 0 0 0 m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C � O 2 v O r 0 0 0 0 0 0 0 0 0 O O O O O o 0 0 0 0 0 0 ON O O O oCD CD O O OU)NO O o 000 o 000 O O O o o o r r r r r r arn o 0 0 0 0 0 0 o O rn O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O Y O O O p (D (D O O o . 0 0 0 0 0 0 p O 0 o 0 0 0 0 0 0 0 N V' O O O O N N O O O N 't O O p p o 0 0 0 0 0 0 0 0 0 0 0 0 > N m O p O O N N o 0 0 N th O O O O O O O O O O O O O o 0 0 0 ? a. U) N O p 0 0 (D (D O O P U') N p O O O 0 O O 0 O O p 0 0 0 0 0 0 W .Y O N O O O O O O O p O o N O O O O O O O O O O O O O O O O O O N o 0 0 0 r 0 0 0 O.N O O O O O o 0 0 0 0 0 0 0 0 0 0 0 d d' NUJ O'O O O'O O O'O O N U) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W j v o 0 0 o p O o 0 0 0 0 0 0 0 0 0 o 0 O o 0 0 0 0 0 0 0 0 CD p o 0 0 0 0 0 0 0 o r o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 U c:h c0o000cDoc uD -oo0obp00000000000 LLI � Y U) 0 0 0 0 p o o r V) O O O o 0 0 0 0 o 0 0 o o 0 0 0 O v N N N N N N N r O o 0 0 co c7 O O O N r O o 0 0 0 0 0 0 0 0 Co 0 0 0 0 0 0 D an Ui 2 co r 0 0 0 04 V 0 0 0 co O co cc 0 O O P 0 0 0 0 0 0 0 0 O. d LLI D Y . rn N O O O O N N O O o m N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y Y r r CD O N h 0 0 0 0 a D a D O 0 0 N I- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t y r ) Q N N N N 11 11 a m z z > > C a F F F (D tD. (D tD . (D W . . �nv� . . . . . . . . . . . . . . . . . . . . . . as as . as . . . . . . . . . . . . . z m Z F a a >1 ►- OtD U) O . (D (D ?. IL a0- 9L IL .IL d O a D o 0 0 0 N N O O O O a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O r r 0 7 > f1 N N N N � rn m w n o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p o 0 0 0 0 0 0 0 0 0 C. 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 r r 0 0 0 o r r o 0 o r r o 0 0 0 0 0 0 0 0 Co 0 Co 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 o O b 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o(D p O 0 0 0 0 0 0 0 na Q Q rrrrrrrrrrrrrrrrrrrrrrrrrrrrrr Y Y rn Nj O o 0 0 0 r 0 0 0 O o O o 0 o b O O o 0 o 0 0 0 o 0 o N N CR t` 2 n N O o o O o N N o p O N p O O O O p O O O O O O O p o 0 0 0 tD r r 0 LL1 (0 y No O O o O N N O 0 0 N O 0 0 0 0 0 0 0 0 0 o 0 o 0 0 0 0 o N O r � r II II cD0000r�r000 (D00000000000000000rn o —_ d > Q NN O o 00V:'V' O o ON N 0000 00p O 00 0000 000 CO W >> N y O O O O O o 0 0 0 0 0 0 b o 0 0 0 0 060 0 0 0 0 0 0 0 0 p r�N U LlA > W _U E E j— rn O 0 o O 0 rn m o 0 0 O) O O o 0 0 0 0 0 0 0 0 O O O o 0 0 0 -t O M y C -0 n U)OOOCD o LgLgo OO UiOO Op O O00 O OOOp OO o 00c') Cl) Q] N N j (9 v N O O O O O N N O O O N O O O O O O O O O O O O O O O O O O O C Y m >> r r a Ev m clno00ornrnooO V U)Ooo0000000000o0ooCf) a ea- 3 > o v(n0000rnrn000c(nOo00oppppop0ppooprn m to j T v O o o o o o O o o O o o o O o O o O o o o O o O o o O o o O co j > W Y _ U),(f)',o O O C5 Lo (n O O:O U-1 LOAD. O.o..0 p.0 O:0 0.0 -0,o 0, O O.O:b.I� O (U N a C N : N O O Di O' N N O O O N N O :O .O 0 0 0 0 O -.O O O O O O c 0 O N �o " U6 00000.O00'000000:0'0000000000gpo:oo_j co cf5 O U) O O .O 0 0, 0 0 0 0 0 0 0 .o O O .O O O o 0 0 0 0 0 0 ,O O O O O O -O Z2 � p o .CJ O O O'O b O.'.O O o .O o o ,O. 0 0 0 .O 0 0 0 0 0.-O O O o: 0 0 N NN U ¢O W V' d .0o O O 0 0 0 0 0 0:0 O O b b 0 0 0 0 CIC? o p-0 0 0 F- r0 ca F H v O (s?.'.O 0 C) (D (D 0::o 66 .U) O :o 0 0 6.6 O O O O O O o o O p �.0 Q m 0 0`0 0 0 0 0.0..(=!:0.-.C) 0 0 0.o ro 0 0.0 0 0 0.:0 0 0 0 0 0.0 0 0 O �6 N U). O o 0 0 (ll cli .o -0 0 CN O O.. O. O O, 0 0 0 0:O O O O O O.-6;0 c0 C 00 J .'... r ca N 42 6i F- Ecotr rn 00000 000. :o 0000000000000o0o,ov N F- N ~ H 0 UJ _ if U) 0a) a 2 L N J N — X '. ,u C N C .� ... ,: ;..., X cu X w ww oa2� M Q s SHEET TITLE: LAttOAI -E=W (side to.slde) CT PROJECT # : 10014 - Osteriy Park - Building B Diaph. Level: Roof Panel Height=:,. 8,1 ft. Seismic V I = 5.04 kips Design Wind N -S V I = 4.42 kips Max. aspect 315:2006 IBC Table 2305.3.4 Sum Seismic V i = 5.04 kips Sum Wind N -S V I = 4.42 kips Min. Lwall = 2.29 ft. per 2006 IBC Table 2305.3.8.2 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. CO wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM RoTM Unet Usum Usum HD (sgft) (ft) (ft) (kin (kip) (kip) (kip) (kip) p (plf) (plO (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) Ext 1' 197 3 3'r 8.0 1 00::..'0A5 0.55 0.00 0.63 0.00 1.00 0.81 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 Ext .1 197 3 3: 8.0 _ -:1.00 .0.15 0.55 0.00 0.63 0.00 1.00 0.81 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 0.0 ; ;1 00 : ; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 2. 0 0:0.: 0.0 ''.1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 2 0 0:0 0.0-: :1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- ... 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. .2. ' 0 6'6'; 0.0 .'1.00 ,0:00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0..0.- 0.0 : 1.00 < 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `Ext 1. 197 3:3" 81. 0. 1.00': 0.15 0.55 0.00 0.63 0.00 1.00 0.81 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 Ext: 1, 107 3`3:': ..&0., `. :1.00 0.15 0.55 0.00 0.63 0.00 1.00 0.81 238 P6 P6 170 5.03 1.76 1.27 1.27 4.41 1.30 1.20 1.20 1.27 0 0:0." 0.0 s;; 1 00 `' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext L1 .,:2 0 0:0. 0.0..1.00 `0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext: L1 2 0 .. 0;01 0.0 .1 00:..: 0;00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0;' 0 0 :> 1.00.`..0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .Ext Li 2 0 0:0 0.0': 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. Li 2 ::a '00 0:0 1.00: _ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :::0.00 0:0:: 1:00: .0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Li 3- 0 0.0' 0:0.. 1.00.. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int .3 00.0" 0!0 1,00. ` `0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .1 nt 3 0 0,.0 0.0 ." 1,00..' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int C1 3 ; 0 0.0 0.0 1.00 : -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0, 0.0 1.00:'': 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 4A 378 ::10.5 16:0 1.00_ 0:15. 1.06 0.00 1.21 0.00 1.00 1.00 115 P6TN P6TN 101 9.65 11.34 -0.17 -0.17 8.46 8.40 0.01 0.01 0.01 Ext, .4C =.' 0 OXr 0.0 : 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 4E 0 0;0: 0.0`, 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o U :: 1,;0.0:' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 5 103.5. 2.9 6.0 : 1.00 0.15 0.29 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 Ext -5 103.5 " 29 6:0> 1.00. 0:15 0.29 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 0 0`0 0:0' 1.00 > 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- ••. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext5 103.5 " 2.9 6.0 1:00 015 0.29 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 Ext 5 103.5 '7:9 6.0 :. 1.00 0:15 0.29 0.00 0.33 0.00 1.00 0.72 160 P6 P6TN 101 2.64 1.16 0.67 0.67 2.32 0.86 0.66 0.66 0.67 1580 35.0 35.0 = L eff. 4.42 0.00 5.04 0.00 EVwi,,, 4.42 EVEo 5.04 ra t X N I- 0 0 on o I- t- 0 0 noon 0 O T Too W 0 0 0 0 0 0 0 0 Q N N O O O O O N N O O O O O O O O r r O O N O 0 0 N N O N N „y M M 0 0 0 0 0 M M O O o 0 0 0 0 0 N N O 0 0 0 0 o r r O r Zr = v r ? 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O.O O, b O.O b 0 O.:o O 1O -LO -Lo In O 1i7:io U) o. O. O O�O.O -p C 0 0-0 0.(D C) 0 0 0 0 0:0.0 0:O 0 t- r r r O r -r r'C) O O O..O O Q) va U.0 3 v oo'oOo:.000.0.00.0'-o CD o Oo 0 O'o O C; ci 6'. 0.00 .0 o'. OJ 3 M m t7 u LO OM m0 0 0 0 0 0 0 O' 0 .0 0:0 .0 O 0: 0. 0 0 0 'O O o :0 p o 0 0 0 b o r J N O p O O O- C 7 0 0 O. O O .0 P. O, O'. o 0 0': 0 0 0 .0 , .0 0 0 0 0 O: O.O C) "O .0 0 N Cl) -JO N N WQ Q7 a u 0 0 0 0 0 0 0 0 0 'O O b :O O O o 0 0 0 b 0 0 O O O O .o I-Ocu 000000:b OO:O OO OOOO:N 77CV O mbm OOO OOO g m -� OO o:m coCIO "M 0000 oO0 o b o P- f+00 Oo0 00.0 0 DO r O:'O 0 0 0 0 0 O:r M c) O M,(V N O O.O OC) O .. .t W i-- i.i:(rj E ,,..;Lr, D, N O O .O N c0 co N 0 0 0 0 0 0 0 0 0.0 0 0 LO co. co 0 0 0 0 0 0 M -1 Q . .'m h 1^-'..m •:.' •`(D m:m;LO .(D. OJ '00 ... (O N W a Z F- �, r > 0) II r N 2V i N N 'N N ', - jA M M (.'� R.iV 7. Lf)� LO to "... VJ O J N d (p coCa ... R C x C o X X :-X X X '.:�x( X , J J J J C C J X X�'X . X X X 'X W W '.W W W W- X 0 a .W X X .''I X :C C..Www : W. W. W: W SHEET TITLE: DEAD LOAD:SUM.MARY CT PROJECT # : 10014 - Osterly Park -Building B ROOFRoofing=<ashptalt shingles 3.5psf Msc 0 9 psf 5/8" plywood (OSB) 2.2 psf Trusses at 24" o.c 3.0 psf Insulation ­.1:0 psf (1); 5/8" :gypsum.. ceiling 28 psf Msc /Mech 16 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish, 20. psf NO gypsum concrete ` 0:0: psf 314;"plywood p S.B.) 2.7 psf 2x10 at 12" avg.:` 43_ psf Ins'u'lation. 1,0 psf ,gypsum ceding 2.8 psf MiSc 2.2 psf FLOOR DEAD LOAD 15.0 PSF 2006 IBC SEISMIC OVERVIEW Page 1 SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT #: fiQ014 - Osterl Park Buildin 'C Y.. _ 9 Step # 2006 IBC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE ='II: `::: Table 1604.5 Table 1-1 2. IMPORTANCE FACTOR IE = 1.00 Section 1613.1 -> ASCE Table 11.5-1 3. Site Class - Per Geo. Engr. S.C. = D : ;:':' .: Section 1613.5.5 Section 11.4.2 /Ch. 20 Table 1613.5.5 Table 20.3-1 4. 0.2 Sec. Spectral Response SS 1.47. 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 = .-12229. ; . W hftp://earthquake.us.gs.gov/research/hazmaps http://earthquake_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 = 1 50 : Figure 1613.5.3(2) Table 11.4-2 SMs = Fa * Ss SMS = 1.47 EQ 16-37 EQ 11.4-1 SM, = F„ * S, SM, = 0.76 EQ 16-38 EQ 11.4-2 SDs = 2/3 SMs SDS = 0.98 EQ 16-39 EQ 11.4-3 SD, = 2/3 SM, SD, = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs =D: Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC = D. Max. Max. 11. Wood.structural.panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5. N/A Table 12.2-1 13. Overstrength Factor Oo =.3 0 :' : N/A Table 12.2-1 14. Deflection Amplification Factor CD = 40 N/A Table 12.2-1 15. Plan Structural Irregularities --- m N/A Table 12.3-1 16. Vertical Structural Irregularities --- No .. ' ' . N/A Table 12.3-2 17. Permitted ProcedureEquiv. 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 DL w; SDs= 0.98 h„ = 26.00 (ft) h; (ft) SDS = 0.51 x =` ` 0:75 ASCE 7-05 (Table 12.8-2) DESIGN R = 6.5 C, _ `0.020 ASCE 7-05 (Table 12.8-2) 1494 ]E= 1.0 T = 0.230 ASCE 7-05 (EQ 12.8-7) 8.00 Sj = 0.51 k = 1 ASCE 7-05 (Section 12.8.3) Q 025 33.5 TL = 6 ASCE 7-05 (Section 11.4.5: Figure 22-15) I CS = SDS / (R/IE) 9.00 0.150 W ASCE 7-05 (EQ 12.8-2) Cs = SD1 / (T*(R/IE)) (for T< TL) 0.337 W ASCE 7-05 (EQ 12.8-3) (MAX.) Cs = (SDI * TL)/ (Tz*(R/IE)) (for T> TJ 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) Cs = 0.01 11.69 0.010 W ASCE 7-05 (EQ 12.8-5) (MIN.) Cs = (0.5 S,)/(R/IE) SUM = 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if Sj> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.150 W 13.11 BUTTON OF SEISMIC FORCES PER ASCE 7-05 DIAPHR. Story Elevation Height AREA DL w; LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) DESIGN SUM 26:+00 26.00 1494 `:'.0.020 29.88 3rd;(uppr); 8.00 18.00. 18.00 1:340 Q 025 33.5 2nd(rnain) 9.00 ,9:00 9.00 1;340 0.025 33.5 9st(base).. 9.00 0.00 4.81 29.9 29.9 5.84 4.81 11.69 5.84 3rd (uppr) 3.73 SUM = 96.9 E = V = 14.58 E/1.4 = 10.41 M FORCES Page 2 (EQ 12.8-11) (EQ 12.8-12) (EQ 12.10-1) C� _ w; *hi wX *h.k DESIGN SUM (kips) Ew; -h, 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 FPX Min. Page 2 (EQ 12.10-1) Design Fp. = DIAPHR. F; E F; w; E w; FPX = EF; * w, 0.4 * SDs* IE* WP 0.2 * SDs* IE* WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Fp, 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 ASCE 7-05 ., ..,10D 1 WIND SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 1 PER ASCE 7.05 CT PROJECT # : 10014 - Ostedy Park - Building C Areas (N -S) N -S E -W F -B S -S 2006 IBC ASCE 7-05 Ridge Elevation (ft) 37 00 37:00 ft. Roof Plate Ht. = 26.00 26.00 Roof Mean Ht. = 31.50 31.50 ft. --- •-- Building Width 418'.-0..:. 30.0 ft. 10 psf min. Basic Wind Speed 3Sec. Gust85 85.i mph Figure 1609 Figure 6-1 Exposure DIAPHR. Story IW 1 '0 1,,0 Ref. ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type ,Gable'.": 'Gable Ac Ps30 A a4 4 14,4' psf Figure 6-2 PS3013 �:�. 23 s 2.3-psf Figure 6-2 Ps30c 10 4 10.4` psf Figure 6-2 Ps3oo 24 2:4 psf Figure 6-2 ft) (sq. 1-'00 '. :`1.00 Figure 6-2 Kn=` .: ..1`.00 ;1.00 Section 6.5.7 V (E -W) 37.00 Ps = \ * Kzt * 1 * P=30 = 11.0 0 132 (Eq. 6-1) PSA = 12.90 12.90 psf (Eq. 6-1) PSB = 8.80 8.80 psf (Eq. 6-1) Ps c = 10.20 10.20 psf (Eq. 6-1) Ps D = 7,00 7.00 psf (Eq. 6-1) Ps A and c average = 12.4 12.4 psf 48 0 Ps 8 and D average = 2.4 2.4 psf 4.5 a = 3 3 (Eq. 6-1) 3.90 2a= 6 6 18.00 width - 2*2a = 36 18 306 MAIN WIND - METHOD 1 PER ASCE 7-05 Areas (N -S) Areas (E -W) (N -S) (N -S) Wind (N -S) Wind (E -W) 1.00 1.00 1.:00 1:00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft per 6.1.4.1 per 6.1.4.1 Vi (N -S) V (N -S) Vi (E -W) V (E -W) 37.00 11.0 0 132 0 396 0 132 0 198 Roof --- 26.00 26.00 4.0 48 0 144 0 48 0 72 0 7.2 4.5 6.02 6.02 3.90 3.90 3rd (uppr) 8.00 18.00 18.00 8.5 102 0 306 0 102 0 153 0 4.1 2.6 4.44 10.46 2.88 6.78 2nd (main) 9.00 9.00 9.00 9.0 108 0 324 0 108 0 162 0 4.3 2.7 4.70 15.16 3.05 9.82 1st (base) 9.00 0.00 AF= 1560 AF= 975 15.6 9.8 V (n -s)= 15.16 V (e -w)= 9.82 kips kips kips kips Page 3 I Y ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-05 & SEAW RAPID SOLUTION CT PROJECT # : 10014 - Osterly Park - Building C SEE SEAW RAPID SOLUTION SPREADSHEET ANDINSERTVALUES BELOW MAIN WIND - METHOD 2 PER ASCE 7-05 DIAPHR. Story Elevation Height Wind (N -S) DESIGN SUM Wind (E -W) DESIGN SUM i Mi /Method 1 (Max.) in/Method 1 (Max.) Wind (E -W) DESIGN SUM ind (NS) DESIGN LEVEL Height (ft) hi (ft) Vi (N -S) V (N -S) Vi (E -W) V (E -W) Elevation V (N -S) Vi (E -W) V (E -W) Roof 3rd (uppr) - 8.00 26.00 18.00 26.00 18.00 1.;00 x.00 1.00 1.00 1.00 7.20 7.20 3.90 3.90 2nd (main) 9.00 9.00 9.00 .... 2.00 1.00 2.00 4.08 11.28 2.88 6.78 1st (base) 9.00 0.00 2.88 6.78 _ ............ 9 0 0 4.32 15.60 3.05 9.82 1st (base) V (n -s)= 3.00 V (e -w)= 3.00 V (n -s)= 15.60 V (e -w)= 9.82 V (n -s)= kips V (e -w)= kips kips kips METHOD 2 base shear L- METHOD 1 base shear = 0.2 0.3 ratio ratio Page 4 DESIGN WIND - Min./Methodl/Metho AX Wind (N -S) Wind (E -W) DIAPHR. Story Elevation I ight DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (NS) V (NS) Vi (E -W) V (E -W) Roof 8 18 18 7.20 7.20 3.90 3.90 3rd (uppr) 9 9 9 4.08 11.28 2.88 6.78 2nd (main) 9 0 0 4.32 15.60 3.05 9.82 1st (base) 0 0 V (n -s)= 15.60 V (e -w)= 9.82 kis ki METHOD 2 base shear L- 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 C SHEATHING THICKNESS tsheathing =:7/16" NAIL SIZE nail size = 0 131" dla. X 2.5" long STUD SPECIES SPECIES =H F`orSPF SPECIFIC GRAVITY S.G. =,0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dia. ="0 625'': SHEARWALL TYPE Table 2306.4.1 7/16" w/8d common V allowable (15/32" values per (PER 2003 IBC) footnote d) Seismic Wind V s allowable v w allowable modify per S. G. modify per S. G. inc. 40% per 2306.4.1 --- 0 1 1 P6TN ` 1:50 150 150 P6 260 242 339 P4.:. .. .>-.;3$0. 353 495 P3 ` 490 456 638 PZ 640` 595 833 2P4 707 990 2P3 +;.980 911 1276 2P2. 1280 1190 1667 N.G. 10000 9300 13020 GYPSUM THICKNESS tsheathmg NAIL SIZE nail size =A 1/4",long No6 Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 112" w/ 1 1/4" screw V allowable V s allowable V w allowable (PER 2003 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed SHEET TITLE: LATERAL NS (frontto back) CT PROJECT #: 10014 - Osterly Park - Building C Diaph. Level: Roof Panel Height; ..: $,: ft. Seismic V I= 4.81 kips Max. aspect = . '':'3::5 2006 IBC Table 2305.3.4 Sum Seismic V I = 4.81 kips Min. Lwail = 2.29 ft. per 2006 IBC Design Wind N -S V I = 7.20 kips Sum Wind N -S V I = 7.20 kips p= 1.00 E.Q. E.Q. Wind Table 2305.3.8.2 Wind Wind E.Q. E.Q. Wall ID T.A. Lwall LDL eft. C'0 wdl V level V abv. V level V abv. (sqft) (ft) (ft) vi (kif) (kip) (kip) (kip) (kip) Ext A 374 30'0 3040 1,00 ; 025 1.80 0.00 1.20 0.00 ;Ext. A 0 0.0, 0:0 1.00I.,:0.00 (kip) 0.00 0.00 0.00 0.00 60 0 .0 0' 0 0 ,.' 1 00 :: 0,00` 0.00 0.00 0.00 0.00 0.00 0 0.0 : _. 0.0'..:1.00 0.00 0.00, 0.00 0.00 0.00 0.00 Int B. 0 OA;. O.Q ` 1.00 A0 0.00 0.00 0.00 0.00 0.00 0 0:0 0 0::, 1.00 , 0:00 0.00 0.00 0.00 0.00 party ,C= 373 5.0' -30:0 ..1.00 '` 0.25 1.80 0.00 1.20 0.00 party ' C+ 373 5:0 30.0' 1 00, .: 025 1.80 0.00 1.20 0.00 0.00 0 0;0 0.0''1:00: 0.00 0:00 0.00 0.00 0.00 0.00 Int- D0 0 0. 0 0' : 1 00 0`.00` 0.00 0.00 0.00 0.00 1.00 0 0.0 0 .; 1.00 ': 0.00 0.00 0.00 0.00 0.00 Ext. E 0 0:0> 0.0 .. 11.00"', . 0.00' 0.00 0.00 0.00 0.00 Ext °. E 374 30.0" 30 0. `.- 1 00 .025 1.80 0.00 1.20 0.00 --- "0 -0:0` 0.0.: 1.00 i': 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00. ''Om 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 100 - : 0,00 0.00 0.00 0.00 0.00 0.00 0 0.:0 0.0 :. 1706: '.. 0:0.0 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ' .1.00: . 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00 :0.00 0,00 0.00 0.00 0.00 -3.12 0 0.0 0.0.. 1 00 : -0.00 0.00 0.00 0.00 0.00 0 0 0:0 0.0 . 1 00:' 0.00 0.00 0.00 0.00 0.00 1.00 0 0..0 O.Q. 1;00 .0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0:, i .00 . 0.00 0.00 0.00 0.00 0.00 0.00 0 A .0 0:0. 1.00 0.00 0.00 0.00 0.00 0.00 0 --- 0 0:0 0.0' , 1 00 :: 0.00. 0.00 0.00 0.00 0.00 0.00 - 0 `0:0 0.0 1.00 0:00. 0.00 0.00 0.00 0.00 0.00 0 0:0 0 0 :.: 1.00: 0.00 0.00 0.00 0.00 0.00 0 A , .:a:o 0.0 too 0.00 0.00 0.00 0.00 0.00 1.00 0 0;0 0:0': 1.00 " 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0>= 1.00. 0.00 0.00 0.00 0.00 0.00 0.00 1494 70.0 0.00 70.0 = L eff. 7.20 0.00 4.81 0.00 0 --- --- 0 0.00 0.00 0.00 EV wind 7.20 EVED 4.81 Design Wind N -S V I = 7.20 kips Sum Wind N -S V I = 7.20 kips p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD P (plf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 1.00 1.00 40 P6TN P6TN 60 9.63 ##f$AW -3.12 -3.12 14.42 75.00 -2.07 -2.07 -2.07 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 240 P6 P4 360 9.61 16.88 -1.68 -1.68 14.38 12.50 0.43 0.43 0.43 1.00 1.00 240 P6 P4 360 9.61 16.88 -1.68 -1.68 14.38 12.50 0.43 0.43 0.43 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 40 P6TN P6TN 60 9.63 ##### -3.12 -3.12 14.42 75.00 -2.07 -2.07 -2,07 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 m m a a Y Y m co O N a r 11 11 rn rn z vv C E m � N O V) m CL a Y Y M 'C I` N P9 co II 11 U U E E ) m Y L71 to cn U C E N � O O m C O a v co C Lri z Cl J y N O � W 0 O F g� _m O O W CL v'. CO... LO 0) H ui li? W CL N = U II �U a)_ CL C 3 C —y O J LO C x C 8a2� D 2 K E P- 0 0 0 Ln O to 0 O N 0 0 h 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q M O O R M O '7 V O M O O M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y O O O O r O N N O — O O O O O O O O O O O O C. O 0 0 0 O 0 O -O Et-- h O 0 o U) 0 L o Ln O LO O O I l- o o O O O O O O O O O O O O O O O M o 0 o CO o V O M O o M 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 > = Y o O O o r O N N O — O O O O o O o O O O O o O O O O O o O O '[Y O O O Ln O 00 N O Ln O O It O O O O O O O O O O O O O O O O O Q t7 0 0 0 M O N CO O co 0 0 '7 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 j v N 0 0 0 r o N N O r 0 o N O o O o O O O O O O O O O O o O o eF 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 m00000 Ln Ln O O o o m o o 000000000000000 Lo 0 0 0 0 0 N N O O O O Ln O O O O O 0 0 0 0 0 0 0 0 0 0 0 Cl M o o O cD o O O O CD O 0 CO O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 Ln o0 o u7 0000 u700 Ln O o 00000 0000000 0 00 O ..Y N O O O N O O O O N O O N O O O O O O O O O O O O O O O O O ? m 0 0 0 co h ti O lO co O 0 m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d Q 1� O o o M o Un L n o M O O 1- 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 W y r O O O O O M O O O O O r O O O O O O O O O O O O O O O O O M O O O N O m m 0 to O O M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . _ . W v r 0 0 0 0 0 M co O 0 o O r O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Co N O O O O O M M O O O O N O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 U+0 0 0 0 l n O W a 0 O l n O o 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O F W Y co O o O M O O (D O M o o co 0 o 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 00 0 o rn O o 0 0 r` o 0 00 O o 0 0 0 0 0 0 0 0 0 0 o O o 0 dr o o o O o 0 o 0 o 0 o r o o O o 0 0 0 0 o 0 0 0 o co o o F C, T. -000 h 0000 r�001�0 00000000000 0 000 LLI 0 O v r r r co O o 0NO O o 00 N00 OO o (( 4 D 0 000000000 000000 0 C M N N c`) 'O m _C Q CI a W F' a a 1 a a . . . . . . . . . _ LO o O 0 Cl) o 0 o O co O O co o O O O o O o 0 0 0 0 0 0 0 0 o O a N N N N W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N x000 r 0 •- --0 rOO r O 000000 000000 0000 II O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 Cl Q Q O o o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 o O o O o 0 d d W Co > N M O O O M o o 0 0 M 0 0 M O o O O O O O O o O O O O O O o o M d N d m O O o m O O O O m O o m O O O O 0 O O O 0 O o 0 0 O 0 O O ti W S — Y O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 M > W >— o o O o 0 0 0 0 0 0 0 0 o O O o 0 o O o o O O o 0 0 o O O o O OD -0 d N 00 0 W 0 0 0 0 0 � 0 0 0 0 0 0p O0 O 0q O 00 o 0 00 0 O N N 0 o 0 r o o 00-0 o .= o 000 0 00 0 0 o 0 0 0 o 0 0 o r- : 'p N C � d > 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 V N O O O N O O O o N O 'O N O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N Ln r 0 0 0 r O C. 0 0 r o O r O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d' CO N II U 0 3 m ri J Q Q H SHEET TITLE: LATERAL NS (front to back) CT PROJECT #: 10014 - Osterly Park - Building C Diaph. Level: 2nd (main) Panel Height =`:`; S, ft. Seismic V I= 1.87 kips Max. aspect =- ;'.: _3.5' 2006 IBC Table 2305.3.4 Sum Seismic V I = 10.41 kips Min. Lwall = 2.29 ft. EV w,,, 15.60 LVE, 10.41 Design Wind N -S V I = 4.32 kips Sum Wind N -S V I = 15.60 kips p= 1.00 E.Q. E.Q. Wind per 2006 IBC E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Table 2305.3.8.2 Wind Wind E.Q. E.Q. Wall ID T.A. Lwall LDLeff. CO wdl V level V abv. V level V abv. OTM (Sgft) (ft) (ft) Usum HD (kif) (kip) (kip) (kip) (kip) Ext A 1.53 11 0 . 15 0 '1 00 .0:25 0.49 2.82 0.21 2.14 Ext A': 182 13 0,:'. 15.0: .1 00 ^0::25: 0.59 0.00 0.25 0.00 1.61 00.0': 1.00 0 0 ; .1 .00 :.:0:00 45 0.00 0.00 0.00 0.00 4.69 _0 0;0 0 0 - 1.00 . 0.00 0.00 0.00 0.00 0.00 Int B`: n5,10.0 ;' 12..O :1.00 0:25 1.08 2.82 0.47 2.13 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 ,party C" 0 50: 30.0, :1.00 0.25 0.00 0.00 0.00 0.00 party, C} 0 5:0 80.0-11.00... 2.27 0.25 0.00 0.00 0.00 0.00 --- 0 0.0:: 0;0 ::1.00::' 0.00 0.00 0.00 0.00 0.00 Int C 335 10.0 12.0:'.,1.00 ; 0;25 1.08 2.82 0.47 2.13 0.00 ;0 0.0 0.0 .: 4.00 0;00 0.00 0.00 0.00 0.00 Ext - :1= 182 13:0` 15 .0_ 1:00: ".0.25' 0.59 0.00 0.25 0.00 Ext .'.E 153 . 19 0': 15,10 ; 1.00 0.25 0.49 2.82 0.21 2.14 0.00 0 0 0 0,0.. '1.0Q:0.00 260 P4 0.00 0.00 0.00 0.00 0.78 0 0.0 0.0:'.' 1.00 0:00_ 0.00 0.00 0.00 0.00 --- 0 0.0 00 ' ::1.00: 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0" 0.'O. 1.00, :0.00 0.00 0.00 0.00 0.00 4.69 16.25 -0.94 -0.94 1.00 ''0.00 0.00 0.00 0.00 0.00 18.81 '0 0;0; 0,0 1:00 0.00 0.00 0.00 0.00 0.00 0.00 A 0.0 0.0 1.00:..0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ..:0:0.1 0.0 ` 1.00: 0.00 0.00 0.00 0.00 0.00 0.00 0 . -' 0:0 . 0. ' 1.00: 0.00 0.00 0.00 0.00 0.00 --- 0 0.0 0.0. - 1.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0 " 0.0 .1.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 . 0:0 ` 1:00.: 0.00 0.00 0.00 0.00 0.00 0.00 0 Ad 0.0; : 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0':0 0.0' 1.00' 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0:0 - 1.00.- 000 0.00 0.00 0.00 0.00 0.00 0 0.0', ' 0 1.-00 0:00 0.00 0.00 0.00 0.00 - 0 0.0 0.0' 100: 0.00 0.00 0.00 0.00 0.00 0.00 1340 78.0 0 --- 78.0 = L eff, 4.32 11.28 1.87 8.54 EV w,,, 15.60 LVE, 10.41 Design Wind N -S V I = 4.32 kips Sum Wind N -S V I = 15.60 kips p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. 2 w1 v i Type Type v i OTM ROTM Un.t Usum OTM RoTM Umt Usum Usum HD P (plf) (plf) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 1.00 1.00 214 P6 P6 301 18.81 18.56 0.02 -1.77 26.53 13.75 1.24 1.61 1.61 1.00 1.00 20 P6TN P6TN 45 2.03 21.94 -1.61 -1.61 4.69 16.25 -0.94 -0.94 -0.94 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 260 P4 P4 390 20.80 13.50 0.78 1.16 31.20 10.00 2.27 3.62 3.62 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 --- --- 0 0.00 16.88 -3.89 -9.47 0.00 12.50 -2.88 -5.34 -5.34 1.00 1.00 0 --- --- 0 0.00 16.88 -3.89 -9.47 0.00 12.50 -2.88 -5.34 -5.34 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 260 P4 P4 390 20.80 13.50 0.78 1.16 31.20 10.00 2.27 3.62 3.62 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 20 P6TN P6TN 45 2.03 21.94 -1.61 -1.61 4.69 16.25 -0.94 -0.94 -0.94 1.00 1.00 214 P6 P6 301 18.81 18.56 0.02 -1.77 26.53 13.75 1.24 1.61 1.61 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U �m 'o �o 0 0 w f JU F W F O Wm wa- NO N N O O O O O N N O 0 0 0 0 0 0 0 0 0 0 0 0 0 m m 0 m m O O X m a CR Cp 0 0R 0 0 01s O O O o O O 0 O 0 0 0 0 O O R '7 0� d' O O y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O E cO c) 00000 Co Cn 00000000000000 It V OIt VOO C m a CO LO 0 0 0 0 0 M Ln 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 V' O tt *t O O j .Y, 0 0 o O o o p o 0 o O o 0 o O O o O o o 0 o O o 0 o p p o 0 CO M O 0000 M M O0 0 000000 00 pOO'It v o'7 Vt 00 I O U) O O O O O l0 4) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 <Y V O V "7 0 0 -p f 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 o x m cq O0 O O p cv moo p O o 0 0 00 0 0 0 O 00 o p O 0 O o j Y r r O o O o O r r O O O O O O O o O O O O O o N N O N N 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 m m 0 0 0 0 0 m m O O O O O O O O O O O O O O m m O m m O O 0 a chx)00000 ch m 00000000000000 m MC c7 CID O O E N N O O O O O N Clio O O O O O O O O O O O O O m m O. m m 0 0 �j d CDOOOOOOOCDOOOOOOOOOOOOOO V V O }� OO w ::r Y O O O O O O O O O o 0 0 0 0 0 0 p O 0 0 0 0 0 0 0 0 0 O 0 0 ..N z z z z N 0 0 0.0 O N .N O .O 010 0.0 .O .O O. O O O O O m m O m m 0 0 H f H N Cp cj m p_ CD CD 00 000 CD CD 00000 0000 00 000 a V 7'4- O 01O va w Y O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O LLi c h c `] 0 0 0 0 0 C) 0 0 C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "trO O O O o�r� O O O O O O O O O O O O O O O O O M 0 0 0 0 0 V"� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- ` O h ti O O rO rO rO rO W a, Y N N O O O O O N N O O O O O p O 0 0 0 0 0 0 0 N N o N N 0 0 0 0 0 O O O 0 o p O 0 0 0 O o 0 0 0 p o p O O 0 0 0 O O p p O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O r 0 0 y m d 0 x000000 x0 x000 000 0000 00 0000 co O roto 00 as W O �{p 0000'7 400000000000000 0 t 4 o C Y Y Q Q 0 0 m m '0 o O 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co 03 O 00 0 0 lm en _ mW z z 10 a = E d CO O O m Nt It T _u _U E E M N W m � to E U) O N CD d caU m m O O � N c>= m cIJ 'n > t � J CIL CXp oa�� a z z z z T H f H N Cp 3 f- tDCD co . ac. 9 w w CD Cp IL . . . . . . . . . . . . : as i aa. . va z z z z LLi IL s a a i i a a: a a i "trO O O O o�r� O O O O O O O O O O O O O O O O O M d_r rO rO rO rO Q r2 0 0 0 O O O 0 o p O 0 0 0 O o 0 0 0 p o p O O 0 0 0 O O p p O C O N O O O O O O 0 O O p o O p O O p O o 0 O p p O O p p o p o r r 0 0 0 0 0 r r O 0 0 0 0 o 0 0 0 0 0 0 0 0 r r O r- 00 0 0 CC 0 0 0 0 CC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 on 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 Q Q SHEET TITLE: LATERAL E -W (side to side) CT PROJECT #: 10014 - Osterly Park - Building C Diaph. Level: 3rd (uppr) Panel Height `,:, 8 ft. Seismic V I= 3.73 kips Design Wind N -S V I = 2.88 kips Max. aspect = 3:5 2006 IBC Table 2305.3.4 Sum Seismic V I = 8.54 kips Sum Wind N -S V I = 6.78 kips Min. Lwall = 2.29 ft. E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. vi Type Type vi OTM ROTM Uw Usum OTM ROTM Unet Usum Usum HD (plf) (pif) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 272 P4 P6 215 9.80 per 2006 IBC 1.92 2.54 7.74 1.80 1.55 2.10 2.54 272 P4 P6 215 Table 2305.3.8.2 2.43 1.92 Wind Wind E.Q. E.Q. p= 1.00 Wall ID T.A. Lwail Lot_ ett. CO w di V level V abv. V level V abv. 0.00 2 w1 0.00 0.o0 (sqft) (ft) (ft) -•- (klf) (kip) (kip) (kip) (kip) p 0.00 Ezt 1; 168' 4,_ --- 0 0;15 0.48 0.49 0.62 0.60 1.00 1.00 Ext 1 ' 168 4 5 :' .: 8.0 : 1 00 0:15' 0.48 0.49 0.62 0.60 1.00 1.00 0.00 0 --- 0 00......0.0.1 o.00 1.00 U0 0.00 0.00 0.00 0.00 1.00 0.00 Ext 2 -: 0 6.4 `_ :0:04 .1,00 1.92 0,00. 0.00 0.00 0.00 0.00 1.00 0.00 Ext 2;:. 0.: 0.0 .` 0.0.' 1.00 '0:00 0.00 0.00 0.00 0.00 1.00 0.00 Ext Z 0= 0:0":- 0 0 `:1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 o' '0.0 = a.o . i.00 6'.o0 0.00 0.00 0.00 0.00 1.00 0.00 .Ext. 1, 168: 4.5 ;' 8,.0--. ,1:00 ..0.15 0.48 0.49 0.62 0.60 1.00 1.00 0.00 0.00 .168, 4.5 r 8.04 1.00 , ;0:15 0.48 0.49 0.62 0.60 1.00 1.00 0.00 0.00 0: 0.0 '- ' 0,0 ; 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 Int 0.00 0.00 0.00 0.0' 1.00 <0:00 0.00 0.00 0.00 0.00 1.00 0.00 Int 3 0. 0.0.`: 0.0 _ '1 00 (0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0' 0 0': ; 0.0 ": 1.00 _0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 . 0: 0 0 0'0- 1.00 - 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Gar 4 0: 0.0::' 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Gar 4. ;''0 0.0 0.0 ::1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Gar >4: 0: 0.0;<. 0.0 1.do 0.00 0.00 0.00 0.00 0.00 1.00 0.00 -'Gar 4: 0 0.0;; M. 1:00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 8.05 4.05 0, 0.0 0.0 ; ':1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 Ext. 5 0 0.0 0.0: :100 :0:00 0.00 0.00 0.00 0.00 1.00 0.00 Ext 5 0 0.0::: 0.0 < 1.070 ` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext 5s - 0. 0:0::; 0.0,' -1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 6.39 3.00 0 0.0: 6.0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext. '6 109 7.5 8.0 :1.00 0.15 0.31 0.49 0.40 0.60 1.00 1.00 Ext. 6. 58 4.0 ; 8.0 ..1.00 0.15 0.17 0.49 0.22 0.60 1.00 1.00 0 0.0 0.0 `:.. 1.00: 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 Ext 6 ` 58 4:0 : 8..0 : 1.00 1.0:15 0.17 0.49 0.22 0.60 1.00 1.00 SEXt 6 109 7.5;: 8.0.:.1.00 0,15 0.31 0.49 0.40 0.60 1.00 1.00 0 .0.0. 0.0 1.00 ":0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 ' ' 0.0:: 0.0 ;: ` 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1006 41.0 41.0 = L eff. 2.88 3.90 3.73 4.81 EV wind 6.78 EV,o 8.54 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. vi Type Type vi OTM ROTM Uw Usum OTM ROTM Unet Usum Usum HD (plf) (pif) (kip -ft) (kip -ft) (kip) (kip) (kip -ft) (kip -ft) (kip) (kip) (kip) 272 P4 P6 215 9.80 2.43 1.92 2.54 7.74 1.80 1.55 2.10 2.54 272 P4 P6 215 9.80 2.43 1.92 2.54 7.74 1.80 1.55 2.10 2.54 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.o0 0.00 0.00 0 --- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- •-- o o.00 o.00 o.ob o.00 o.00 o.00 o.00 o.00 o.00 272 P4 P6 215 9.80 2.43 1.92 2.54 7.74 1.80 1.55 2.10 2.54 272 P4 P6 215 9.80 2.43 1.92 2.54 7.74 1.80 1.55 2.10 2.54 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --• •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 134 P6TN P6TN 107 8.05 4.05 0.59 1.07 6.39 3.00 0.50 0.94 1.07 204 P6 P6 163 6.53 2.16 1.31 1.80 5.23 1.60 1.09 1.53 1.80 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 204 P6 P6 163 6.53 2.16 1.31 1.80 5.23 1.60 1.09 1.53 1.80 134 P6TN P6TN 107 8.05 4.05 0.59 1.07 6.39 3.00 0.50 0.94 1.07 0 -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SHEET TITLE: LATERAL E -W (side to side) CT PROJECT #: 10014 - Osterly Park - Building C Diaph. Level: 2nd (main) Panel Height-. `','':,8,°ft. Seismic V I = 1.87 kips Max. aspect= < 3;5 2006 IBC Table 2305.3.4 Sum Seismic V i = 10.41 kips Min. Lwall = 2.29 ft. per 2006 IBC Table 2305.3.8.2 Wind Wind E.Q. E.Q. Wali ID T.A. Lwall LDLW. CO wdl V level V abv. V level V abv (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) Fact 1, EVwlnd 10.01 EVEO 10,65 Notes: denotes with shear transfer denotes iSB Shear Panel Design Wind NS V I = 3.05 kips Sum Wind N -S V I = 9.82 kips p= 1.00 E.Q. E.Q. 01 Q 0," 0 0 il,ob 0:00 0.00 0.00 0.00 0.00 Ezt 1 `: 0 0 0 0 0 ;1.00 :" 0:00 0.00 0.00 0.00 0.00 - ROTM 0° GO ;; 0 0 1.100 0.00 0.00 0.00 0.00 0.00 Ext 2:;'. 132 7 5` : 12.0 , 1:00 :0.15 0.30 0.70 0.18 0.89 Ext. 2, 405 23.0 =;, 23.01:,.1,00-1,.0:1,5 0.00 0.00 0.92 2.16 0.56 2.72 Ext. 2' 132: 7.5 .' 12,0 I.bo - 0.15 0.30 0.70 0.18 0.89 2.54 1.00 0 0 0`: 0.6 : SHEET TITLE: DEAD LOAD :SU.MMARY CT PROJECT # : 10014 - Osterly Park - Building C ROOF Roofing >ashphalt shingles 3.5 psf Misc. 0.9psf 5/8"„plywood (OS.B.) `: 22 psf Trusses:at 24” oc. 3 0: psf Insulation.'; 1:0: psf (1) 5/8" gypsum ceiling' . 28 psf Misc /Meeh 4 6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish' 2:0. psf N ..gyps u , concrete 0:0 psf 3/4" plywood (O'S .) 2.7. psf 2x1.0 at 12" avg. 4.3 psf Insulation . 10 psf gypsum ceiling Misc. :. 22. psf FLOOR DEAD LOAD 15.0 PSF For allowable holes, see SB2 and SB11 on . page 12 Pre-cut wiring chase Single Portal Ys' gap between brace and concrete PORTAL FRAFAME ASSEMBLY aps'/z" from both sides ce (4 straps )race) sQa� roti Column base with a minimum uplift apacity of 1,000 lbs Concrete design is the responsibility of the design professional of record PORTH . DESIGN INFORMATION Using Shear Braces in Portal Frame Assemblies Use one strap on each side with a minimum uplift capacity of 500 lbs per strap For allowable holes, see SB2 and SB1l on page 12 The portal shear braces listed in the Allowable Design Loads—Portal on Concrete Foundation table on page 9 require the brace -to -header connection details shown throughout this guide. Increased shear capacity due to the portal acting as a system has been accounted for in the Allowable Shear values. When designing portals using braces not shown on page 9, use the Allowable Shear values from the Allowable Design Loads—Stand-Alone Brace on Concrete Foundation table on page 6. To achieve the Attached to Header values shown in the Allowable But -of -Plane Lateral Loads tables on pages 6 and 9, braces must be attached to the header using the supplied screws and Portal Hit straps. Any alternative connections designed by a professional of record should consider shear, header overturning, and lateral out -of -plane capacities. ;■ For Portal Installation Details, see pages 15-17 ■ For drilling and trimming information, see pages 12. Pre-cut wiring chase it i31211M aps bot ce I )rar eat 0�5 Concrete design is the responsibility of the design professional of record Portal Header Design ■ Header width must be 3�/e" minimum and 5%" maximum. ■ Header depth must be 9'/a" minimum and 18" maximum. Induced Forces it straps'" from s on both sides e brace (4 straps per brace) A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR -2652 for more information. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 8 ALLOWABLE DESIGN LOADS-PORIAL FRAME Allowable Design Loads -Portal on Concrete Foundation �`ll ,arz _i' Total` 0FSeSsduc°Destgtts�� s s �si(2 f' 275 255 230 205 r€t(Attachetlos� >k t.'„r1t'2:W 150 110 85 , ° learY ii 8 '185 ;:770 ..-155: rJ85_ ]25 ?d 10 '1'85 t%w } qac 7 K .� r PoYtal Bracet3l ' ?w L a� fRj {Veraica(t ; ` t" a ;DrJftatti oldown Uplrff Allowablep r7lllowahle t Drrft at X Holdown r Uphfit �k cr�Wrdth Het ht Lroad er d �lssemilly x , « ��� gip, JSheart4Allowabley �at�Allowatile ) Sliearl'1 AllowableatAlloiv�ble c Brace �'� t .�� ,rt,��4 1 �R+ � h„sr�• {-:' {lbs r�r 7h Shearro�-�,-��5heart:)* ihs r Shea'r,� � �hearrzl y ' - ~l r�3 z�'iSe]1z i` ., 12" 78" 8,000 2,730 0.29 8,520 000 I 0.31 9,370 32.`.-:.'..:'8,''620:`;.:;. .<:;23.70 . ,c035 .. 9dS0 258; 12` 93W 1 8,000 1 2,310 0.35 1 8,620 1 2,540 1 0.39 9,480 .r ;000: 1;580D.43 .,8;315 1;780: ..: °0:59 $iS6D8z7 18' 1 78" 1 8,000 1 5,600 1 0.30 1 12,285 1 6,160 1 0.33 1 13,515 b 'mS8'18x15 18 .`' , ,85'h .; 8,-000: ; .3,380:-: :0:34 12,925 5;910: .: 0.3).: :::.:14,220 .- .: , tSBe18�i8'1 18 93%' 1 8,000 1 5,150 0.37 13,510 1 5,665 1 0.40 1 14,860 9 S6�8x9Hk� : 18 gf .� 105'/x' :8;000.= `: 3;SID. . ,!: 0A3 12 530.. d;180A ` 0.51.. ;tSBy4x7�, 24° 78` 8,000 10,300 0.29 1 18,260 10,400 1 0.30 1 18,435 �tS$24z8'z; `'2-0" -93'/°c:.S;ODO-: `.8;870:;. A.37.:;` °s18;S00 .'.9;160° 0:42 ;.21685;:, f'iS 24291!?:< 24` 105%" 8,000 7,810 1 0.42 18,680 8,590 1 0.47 20,550 519- S� 31x7 12 ;'::. ,78. 8,000 ::::?:'1;300.:.: ` :`0;2Z;''.: z : ` .8;115' ': , ...:1,430: ;'0:33 YT Y asrS6 i?x7 5 12 85W 8 000 1,200 0.31 1 8,220 1,320 0.38 9,040 .12;,' .93y. :8:000..[.. 1;100..: 0:35 .,. ':':8'2l0 c. :.:' 1:210 SQ512z9;°.!v 12" 105'/x° 8,000 790 0.43 I 8,315 890 0.59 1 9,370 ; .. 8000 2,800 12285 0.36 43:515;ZS' r0SBA.8X' 01 18' 1 85'h" 1 8,000 1 2,625 0.33 12,625 1 2,885 1 0.40 13,890 SBi78z8 ,; :.: +18' •. • :=93'�i'. ; $ 000 :' °':2 450 0.36 ::12;855 • . - 2;1195.:' . 0;43 14)140 r. 0,009(a11 18' .', 105W 1 8,000 1 1,905 0.43 12,530 2,090 0.51 1 13,750 r: �,sS82�z�?l� 24 °•;;.]8'4r' ::8;f)00,: 5;150: ; a:29 ,:'.,. _:'18,260.::.:.;.: `.,>3;200. ;0.30 18;435 ty"=iS6 4z8�,' 24' 1 93'/e' 1 8,000 4,435 0.31 1 18,800 4,880 1 0.42 20,685 J. 01240(0,N. (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) 00 NOT interpolate Holdown Uplift at Allowable Shear values; use the value for the shorter brace. (3)12" wide braces (105Y4' tall or less) and 18' wide braces (141V'"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 (lbs) ■ Allowable Design Loads table is based on: - No further increases for duration of load are permitted. - ASTM A449 or ASTM A193 -B7 threaded rod for anchorage; I" diameter for 24' wide braces, Ms' 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 S65 (page 15) and S812 (page 12) for header framing options. Allowable Out -of -Plane Lateral Loads(1)(2) (PSF) -Portal on Concrete Foundation (1) Table values based on using ileveW 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 Dotes ■ 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. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 9 Vertical loads (may be located any where) (lbs) Vertical loads (lbs) Side View Front View Out -of -plane lateral loads (psf) 7inaMldih r, } y ri735r r. Fb..aN Sa%'n 9:. 1, :D' ?t "UN t s s �si(2 f' 275 255 230 205 r€t(Attachetlos� >k t.'„r1t'2:W 150 110 85 , ° learY ii 8 '185 ;:770 ..-155: rJ85_ ]25 ?d 10 '1'85 140 - 115 1 105 1 95 1 85 1 75 (1) Table values based on using ileveW 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 Dotes ■ 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. iLevel Shear Brace Specifier's Guide TJ -8620 January 2010 9 Vertical loads (may be located any where) (lbs) Vertical loads (lbs) Side View Front View Out -of -plane lateral loads (psf) City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director May 09, 2016 MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0060 OSTERLY PARK - LOT 6 - 14407 34TH LANE S Dear MIKE OVERBECK, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. The site plans provided do not show the buildings as Lot 5 or Lot 6. Provide all site plans for these buildings referencing the correct buildings. Circle or mark for clarification the specific buildings for these two permits. 2. Throughout the plans, notes and code number references refer to 2006 building codes and UMC codes. 2012 is written in in some plan notes but the details or notes are not consistent with current codes and shall not be acceptable for plan review. All code language to include code number referenced shall be consistent with current 2012 IBC, IMC, WSEC, UPC etc. Also Washington State Ventilation and indoor quality codes are referenced. These energy codes have long since been discontinued. Revise all notes, code references to include energy codes to be consistent with current 2012 international and local codes. Details and tables shall also be consistent with current 2012 codes. "Construction documents shall be of sufficient clarity to indicate the location, nature and extent of the work proposed and show in detail that it will conform to the [provisions of this code] and relevant laws, ordinances, rules and regulations, as determined by the building official." Please provide updated plans and documents. (2012 IBC [A] 107.2. 1) 3. Each new and separate permit shall be accompanied with a copy of the geotechnical report for that site. Please provide the geotech report. 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington. 98188 • Phone 206-431-3670 • Fax 206-431-3665 4. The owner shall engage and designate on this building permit application a registered design professional who shall act as the registered design professional in responsible charge. The registered design professional in responsible charge shall be responsible for reviewing and coordinating submittal documents prepared by others, including phased and deferred submittal items, for compatibility with the design of the building. Also note, the Building Official shall be notified in writing by the owner if the registered design professional in responsible charge is changed or is unable to continue to perform the duties. Please provide this signed documentation from the owner, the name of the registered design professional in responsible charge and to include all necessary contact information i.e. email address, business phone and location. This documentation shall be presented to the building official prior to approval of construction plans and related permit documents. (IBC [A] 107.3.4) PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • A landscaping plan consistent with the landscape plan approved during design review for the Osterly Park Townhomes was not submitted as part of this permit. Please provide a landscape plan showing plantings and irrigation that will be provided, consistent with the approved design review. Please notate on the landscape plan any planting substitutions proposed. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • On your site plan please circle the building that this permit will cover. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four 4 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, RVE) I 1 ' . ME Bill Rambo Permit Technician File No. D16-0060 6300 Southcenter Boulevard Suite #100 • Tukwila Washineton 98188 • Phone 206-4.31-3670 9 Fax 206-431-3665 7 1`�' OUTSIDE EASEMENT No. INSIDE -- APPLICATION FOR REPAIRS SIDE SEWER PERMIT RECEIPT No. Z�S 14 DEPOSIT $ /C70 �" VALLEY VIEW SEWER DISTRICT DATE 3 e' M60 South 148th Street, Suite loo • Seattle, Washington OWNER /`'4 i 16f_ JC CONTRACTOR: SG/' HOUSE ADDRESS 9Z elm 711 ?' BASEMENT: YES NO NAME SUB -DIVISION LOT No. BLK. No. TAX LOT No. d O SCALE _. .L _._.a -- 6 . — - - - 7. ' j s I j 2. , 1 r i'1�'C10-•^ � � 9 I..- I _ rS -; _ please add :. -vim: I 1 Oft SOUth Of property line by 53ft west Of G_ 2Ope i , pr rty line , . - b:.> r aS' eFr-Y 0 TIt _I _ ' i '— _ _i ___... ....2L _ I HEREBY CERTIFY THAT THE ABOVE CONNECTION HAS DISTRICT APPROVAL BY DATE3 BEEN MADE AS SHOWN, PRIOR TO BACKFILL C-fTEST RESULTS ij i 4etck� BY DATE ` PERMIT COOK® COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0060 PROJECT NAME: OSTERLY PARK - LOT 6 SITE ADDRESS: 14407 34 LN S Original Plan Submittal DATE: 05/10/16 Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued 71T7) A ilT1%ilT1►TTV_ Building Division Fire Prevention ❑ Planning Division MS /tA& Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 05/12/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved 0 Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: 06/09/16 Approved with Conditions Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT CCO7-,-,D COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0060 DATE: 03/17/16 PROJECT NAME: OSTERLY PARK - LOT 6 SITE ADDRESS: 14407 34TH LANE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A -t -"k AV), - k3 wv-� M0 Building Division ® Fire PreventionPlannin Division ® g ,)�,s c0y,(�- LA -34v1 T Public Works ® Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 03/22/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/19/16 Approved ❑ Approved with Conditions ❑ Corrections Required Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg �Fire ❑ Ping &/ PW e Staff Initials: 12/18/2013 4. KI ,ILA, City of Tukwila w �XZ Department of Community Development a ; 0 6300 Southcenter Boulevard, Suite #100 Ni, 1= Tukwila, Washington 98188 Phone: 206-431-3670 108 f9908 Fax: 206-431-3665 Web site: http://www.cLtukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I I � 10-- 5(t Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Osterly Park —Lot 6 Project Address: 14407 34 Ln S D 16-0060 RECEIVED CITY OF TUKWILA MAY 10 2016 PERMIT CENTER Contact Person: j� ���/����— Phone Number:U✓ P6 L,k Sheet Number(s): "Cloud" or highlight all areas of revision includingof rev's' n c Received at the City of Tukwila Permit rCenter by: Entered in TRAKiT ons( Of D \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: WA Citi of Tukwila tis 6306Saathceiiter Boulevard, Suite #100 `> ashington .98188 Phone: 206 431.3670 Web site: http://www.TukwilaWA,gov CERTIFICATE OF WATER AVAILABILITY PERMTf NO.: PW 13 - (W Past i#at Po be ebmplefed by applcmpt Sit�a'ddresS (attach map and legal description showing hydrant location and size of main : NZ A 07 iName: I9k"' .5(- `Rt:o ,Name: �Aaart51: /5q. 75-- JWf-,,,r0,W ✓t e. Tag- wt 6 Address: L r i Phone:ut Py' �Kla tvlh SAL '707. p:Z-5-1 Phone: 10& S7 025 This:cCrtificate,is for :the purposes of, [�,j Residential .Build'utg.Pernt.. ❑ Preliminary Plat ® Short Subdivision ❑ commercial/Industrial Building Permit_ ❑ Rezone Other ($&i, W IX5 eefMt+ Estimated nuntber.of service connections and: water meter size(s): AHMt Ulvt�- (,.2 LXiS{t,ir� Vehicular distance from nearest hydrant to the closest point of structure is g, Area is served by (Water Utility District): �C CSte. UA 1 ttur� Date Part B: To be completed by water Utility district 1. The -proposed project is within 7'L. tom' .li n / i< i NG 0, No. improvemcnts required. .3. The improvements required to upgrade the water system to bring it into compliano minimum flow requirements of the project before connection and'to meet the State tT1se srparnh•.riteer ifnidie'rroom isrieeJedJ 4. .Based upon the improvements listed above, water can be provided and will be ava residual for duration; oft hours .at a velocity of l t 3 fps as documented 5, Water availability: L;rAc scMiv can be,ptovided-lo this project . Acceptable seiv;ice catitiat:bc provt�ied to this project unless the improvers J System is not oapable of providing service to this project, I hereby certify that the above information is true and correct. k : n�ci !�•tn1Tu U�T� `fi`+.S?it'cc{- 1'Z.ri _ Agency hoti@' �., By 206- 44 the utilities' comprehensive plan or to meet 0te connection control requirements: le at the site with a flow of f 2,J gpm at 20 psi the attached calculations. in Item 13-2 ire met. _J1 -- z7 -f3 Date exPiRES 011-2.7-1y) RECEIVED CITY OF TUKWILA PERMIT CENTER Certificate Of Water Availability King County water District No. 125 #125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, tho issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the Distric:t's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature - Date a- 2 - { District Representf-tive _M : n Date DECEIVED CITY OF TUKWILA ?ERiililT CENYi--- " JMO Contracting LLC Home Espanol Contact Safety & Health Washington State Department of Labor & Industries JMO Contracting LLC Owner or tradesperson Overbeck, Michael David Principals Overbeck, Michael David, PARTNER/MEMBER Overbeck, Julia Dee, PARTNER/MEMBER Doing business as JMO Contracting LLC Page 1 of 2 Search L&1 :1-Z Index Help toy l i I Claims & Insurance Workplace Rights Trades & Licensing 13975 Interurban Ave S.#102 SEATTLE, WA 98168 206.787-0259 KING County WA UBI No. Business type 603 345 256 Limited Liability Company License no. Governing persons JMOCOCL865C4 MIKE Effective — expiration OVERBECK License Expiration date Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor ..... _..._ Active. .............................................................. Meets current requirements. License specialties $2,000,000.00 GENERAL License no. JMOCOCL865C4 Effective date Effective — expiration 05/27/2015 02/24/2014— 03/08/2018 Expiration date Bond ..............._ 05/27/2016 Ironshore Indemnity Inc $12,000.00 Bond account no. SUR40005200 Received by L&I Effective date 05/27/2015 05/22/2015 Expiration date Until Canceled Bond history Insurance Arch Specialty Ins Co $2,000,000.00 Policy no. AAU1506701 Received by L&I Effective date 05/27/2015 05/27/2015 Expiration date 05/27/2016 Insurance history Savings ............. ... https:Hsecure.Ini.wa,gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 5/27/2016 JMO Contracting LLC No savings accounts during the previous 6 ye riod. Lawsuits against the bond or savings No lawsuits- against the lion, d, or savings accounts during the previous 6 year period. L&I Tax debts ......................................... o ' L & -1 -t a i debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations '* , ' '......................................................... o ficehieviolitions during the previous 6 year period. IWorkers' comp No active workers' comp accounts during the previous 6 year period. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. @ Washington State Dept, of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Page 2 of 2 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 5/27/2016 —, 11IAAV i LV1 L 1VhN Lot lines shalIbe established m ad e vi - i b le t 0 FOOTING O TI N G INSPECTION SP E CTI O N .. -...1k� -.'"`� • ...;�:� ` ( R E : G e o te c h reporto rt Pr e A ar ed for r. this s site.) t e. } verify distance of building setbacks from lot 1'meS at Of inspection, prior to ouring Over excavation requiring structural (engineered) ll shall concrete.AsurveYma bere required tcomply with recommendations asout.i od�n the geotechnical verifY lot lines, report. • ►i!r �. - 1 t • �1' �. ��� • V7- PLEASE : + PL E A SE N_O-TE: S etb a c k s ) shall be calculated and Po ' r t o , ' re ue s t in g a footing t 'm g ins Pe cmeasuredfromthebu�l buildings finish ri ti on t he G e of e c hface orcorner of the ineer of record shall verify thesoilscondicondition provide building line and en inspectionanecessa ilYe�ort prepared and signed by from the exterior foundation. engineer. 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STRUCTURAL NOTES ABBREVIATIOI S 01000: GENERAL REQUIREMENTS 02000: SITE CONSTRUCTION 06071: PRESERVATIVE TREATED WOOD PRODUCTS 06104: SHRINKAGE OF WOOD FRAMING & AND IN. INCHES ALL SI COS UC S ALL BE CONSISTENT WITH THE GEOTECHNICAL ENGIN ® ) THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY TE N TR T10N H ENGINEERING PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR; SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO 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 JST. JOIST_ THE DISCREPANCY SHALL BE DONE AT THE CONTRACTORS RISK. REFER TO 02260: EXCAVATION SUPPORT AND PROTI=CT1flN THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, SAVE, OVERHANG OR LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO # POUND(S), .NUMBER - JT. JOINT EXCAVATION FOR FOUNDATIONS SHALL BE PER. PLAN DOWN TO UNDISTURBED NATIVE OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR - EQUAL(S) ARCHITECTURAL PLANS FOR. OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS 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 RE UIRED FOR TEMPORARY RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR _ LAT. LATERAL Q - ADD. ADDITIONAL 0 U p : CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING MAS NRY FO N AT1QN WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 06160WOOD SHEATHING ADJ. ADJACENT LB: POUND S O EXCAV SLOPES STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE ERECTION. BACKFlLE BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE ATld N PES S HALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS .1 C -D INT APA ALUM. ALUMINUM L.B. LAG BOLT(S) O AMERICAN PLYWOOD ASSO PROPERLY SUPPORTED. SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CIATION. WOOD SHEATHING PANELS SHALL BE ALT: ALTERNATE LG. LONGITUDINAL) CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; WITH EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE APPRX: APPROXIMATE(LY). LGTH. LENGTH THE CONTRACTOR. SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE INSTALLATION OF CONSTRUCTION SHORING IF REQUIRED, .SHALL BE PER THE SHORING EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS, SPAN RATING, AND _- - - FASTENING UNLESS NOTED OTHERWISE PER PLAN: ARCH. ARCHITECT URAL) LGMF L 11 IGHT GAUGE METAL FRAMING CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, DRAWINGS, NOTES, AND SPECIFlCATIONS.. 1. IF. LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ASSY. ASSEMBLY UJ I LONG LEG HORIZONTAL ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE EDGE FIELDSHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE B. BOTTOM LLV: LONG LEG VERTICAL UTILITY LOCATE._SERVICE PRIOR TO ANY WORK AT 1-800-424-555,9. 02300: BACKFILL AND COMPACTION BARRIER. NAILS NAILS - . BEL BELOW LSH LONG SLOTTED HOLES BACKFILLSHALL NOT BE PLACED UNTIL -THE REMOVAL OF FORMWORK AND OF ANY ROOF: 7/16n 40/20 C -D .APA COX T&G 8d AT 6" 8d AT 12" ) DEBRIS: BACKFILL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE BEN BOUNDARY EDGE NAILINGLT. WT. LIGHT WEIGHT 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 6a _ 10d AT 12" ' - 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 WIE XTERIOR GLUE SEE SCHEDULE SHEET S1.1 B.F. BRACED FRAME L.W. UGHT WEIGHT CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. BLDG. BUILDING.: THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN - . fl1100. CODE REQUIREMENTS , _ . _ LL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL ` : IMPERVIOUS MOISTURE BARRIER. ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAINBLK. BLOCK MAS. MASONRY.. A BLKG. BLOCKING MASN. MASONRY 02832: SEGMENTAL RETAINING. WALLS - PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE RESIDENTIAL CODE WITH COMPONENTS AS REQUIRED SUBJECT TO 2012 INTERNATIONAL BCW. BELOW - . MAT. MATERIAL 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN BUILDING CODE AS ADOPTED BY THE CITY OF TUKWILA, WASHINGTON. SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILIZED EARTH MSE .RETAINING PER PLAN. BLOCKING AT INTERMEDIATE _FLOOR AND ROOF SHEATHING JOINTS SHALL NOT , ( ) BM. BEAM MAX. MAXIMUM IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE WALLS SHALL BE .DESIGNED BY OTHERS..- BMU , BRICK MASONRY UNIT M.B.- MACHINE -BOLT BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE _: - BN BOUNDARY NAILINGMBM METAL BUILDING MANUFACTURER 03000: CONCRETE 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR 01200. DESIGN LOADS - CONCRETE OR MASONRY WALLS BELOW GRADE BNDRY. BOUNDARY MECH. MECHANICAL CONCRETE- CONSTRUCTION SHALLCONFORM TO THE .AMERICAN CONCRETE INSTITUTE = Lll IVE LOADS BOTTOM OF M.E.J. MASONRY EXPANSION JOINT a a B.O. _ _ 06176. METAL PLATE CONNECTED WOOD TRUSSES ROOF(SNOW) 25 PSF STANDARD ACI 318 11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE . B.O.E. BOTTOM OF EXCAVATION ME IZZ. MEZZANINE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS ASSOCIATION PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED -AN.11 D B.O.F. BOTTOM OF FOOTING MFR. MANUFACTURER FLOORS ( TIAL) RESIDEN40 PSF AWPA _ CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. .ADMIXTURES SHALL BE ( ) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE 1 2002, NATIONAL DESIGN BDG: ID IGE(NG) MIN. MINIMUM ,(ANSI/TPI R BR - 0 OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION SNOW LOAD DESIGN DATA: , . ' VED BY THE ENGINEER STANDARD FOR METAL PLATE CONNECTED WOflD TRUSS CONSTRUCTION) AND IBC SECTION BRG. BEARING MISC. MISCELLANEOUS _ APPR P PSF, 20 Pf = 14 PSF Ce= 1. 0 Is=10 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 BTM:' BOTTOM MTL METAL 9 - WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED DMIX CON 0 1 G 0 IBC SECTION 1904.2 THE USE OF WATER SOLUBLE CHLORIDE A TUBE F RM N T REQUIREMENTS OF SECTION 01330. DESIGN FOR -THE SPANS AND CONDITIONS. SHOWN ON BTWN. BETWEEN PER ASTM A153 OR STAINLESS STEEL .. ION SHALL NOT BE USED. THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING. N NEW WIND DESIGN DATA: ) _ ROOF ' . C CAMBER N.L.B. NON LOAD BEARING BASIC WIND .SPEED. 110 MPH (ULT.) _ 85 .MPH (ASD) ; , THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO .ENGINEER OF RECORD FOR APPROVAL TOP CHORD LIVE LOAD SEE .SECTION 01200 LAMB, CAMBER(ED) - - N0. NUMBER WIND IMPORTANCE FACTOR: Iw = 1.0 - FOUR -WEEKS PRIOR TO PLACING CONCRETE. -.MIX DESIGNS SHALL. BE REVIEWED FOR Q610fl: ROUGH FRAMING TOP CHORD DEAD LOAD 10 PSF CANT. CANTILEVEREDN.S. NEAR SIDE WIND EXPOSURE. EXPOSURE B ( ) _ CONFORMANCE 0 BC SECTIONS 1904. AND 1905. = I 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 . TOPOGRAPHICAL FACTOR:. Kzt 1.0 ° " TOP CHORD NET WIND UPLIFT 7 PSF: (NET) C.I.P. - N.W.C.NORMAL WEIGHT CONCRETE INTERNAL PRESSURE COEFFICIENT: GC i = +/- 0.18 GRADING AND DRESSING RULES NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S ( CAST IN PLACE p CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING: REQUIREMENTS: BOTTOM CHORD DEAD LOAD 5 PSF C.J. CONSTRUCTION JOINT COMPONENT/CLADDING .WIND PRESSURE: P(C) = 25 PSF AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT: PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE HVAC SEE. MECHANICAL CL _ CENTER -UNE O.C. ON CENTER 28 DAY .MAX. MAX. AIR SPECIAL LOCATION. WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED. TO WEATHER OR IN CONTACT WITH LIVE LOAD DEFLECTION - L/360 CLG. CEILING O.D. OUTSIDE DIAMETER EARTHQUAKE DESIGN DATA: STRENGTH W/ C : -SLUMP. ENTRAINMENT `INSPECTION AND CER. CLEAR O.F. OUTSIDE FACE SEISMIC IMPORTANCE FACTOR: le = 1.0 - - _ 1.49 _ f c (PSI) RATIO (INCHES) .(PERCENT) REQUIRED APPLICATIONCONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER _ :COL COLUMN O.H. ACCELERATIONS: Ss : OPPOSITE HAND _ SPECIES GRADE AND PROPERTIES FOR EACH USE S1 - 0.56 OCA TlO N SHALL BE AS FOLLOWS S EC AL RESPONSE P TR � S• SITE GLASS D - U.N.O. PER PLAN/ SCHEDULE: 06185: STRUCTURAL GLUED LAMINATED TIMBER CONC. CONCRETE OPNG. OPENING SITE CLAS . 3000 0.45 4f1 Oft NO FOOTINGS DPP. OPPOSITE • SDS = 0.99. SD1 0.56 Fb Fv Fc GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION. CONN. CONNECTION C AL . SPE TR RESPONSE COEFCOEFFICIENTS:IENTS. - 3000, 3000 ,: 0.45 4f1 5f1 NO FOUNDATION WALLS p Fc E - CONST. CONSTRUCTION ORNT. ORIENTATE(ION) SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D - USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) (AITC) IDENTIFlCAT1flN. MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END 3000 0.45 4f1 5f1 NO -SLAB ON GRADE, PATIOS CONT. CONTINUOS OSB ORIENTED STRAND BOARD BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM 3000 0.45 4f1 5f1 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 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN DRIVEWAYS . RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHT FRAME WALLS) 2500 0.45 5t1 Oft NO ALL OTHER CONCRETE 2X6, 3X6. HEM-FIRN0. 2 850 150 -405` 1300 1.3E6 MATERIAL PROPERTIES SHALL BE AS FOLLOWS: - CTR.CENTER(ED) CY CUBIC YARD PAR. PARALLEL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE WALL- PLATES USE COMBINATION SYMBOL SPECIES CAMBER P/C PRECAST ONE COMPRESSION- TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARD_ S OR 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 2X4, 3X4 .HEM -FIR . STUD 675 150 405 800 1.2E6 - DB DROPPED BEAM PERP. PERPENDICULAR TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME 2X6, 3X6 HEM -FIR N0. 2 850 150 405 1300 1.3E6 CONTINUOUS BEAM- 24F V8 DF/DF ZERO SAMPLE AND TESTED AT THE SPECIFIED AGE. -ADDITIONAL CYLINDERS MAY BE MADE FOR CANTILEVER BEAM 24F -V8 DF/DF ZERO DBA DEFORMED BAR ANCHORS PL PLATE JOISTS DBL DOUBLE PL PROPERTY UNE INFORMATION REGARDING POST TENSIONING, FORM. REMOVAL, STRENGTH DEVELOPMENT, OR . _ DCW DEMAND CRITICAL WELD. PLMBG. PLUMBING G CAL INFORMATION OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 2X, 3X HEM -FIR - N0. 2 850 150 405:1300 1:3E6 UNEXPOSED GLUED LAMINATED .TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS11 PEYWD. PLYWOOD 01300: GEOTE HNI NOTED OTHERWISE. EXPOSED. GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS DEPT. DEPARTMENT EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL. 1: NO TEST FALLS 500 -PSI BELOW THE SPECIFIED STRENGTH DET. DETAIL PSF 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 PER ARCHITECT. 2X, 3X DOUGLAS FlR-(ARCH N0. 2 900. 180 625 1350 1.6E6 DF DOUGLAS FIRPSI POUNDS PER SQUARE INCH COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED BELOW THE SPECIFIED STRENGTH. DIA. DIAMETER P.T. PRESERVATIVE .TREATED CONCRETE NOT MEETING THE ABOVE- CRITERIA SHALL BE SUBJECT TO FURTHER TESTING _ 4X DOUGLAS FIR -LARCH NO. 1 1000 180 -625 1500 1.7E6 GEOTECHNICAL ENGINEER. 06190: MANUFACTURED WOOD BEAMS DIAG. DIAGONAL PT POST TENSIONED) AT NO ADDITIONAL EXPENSE TO THE OWNER. DIAPH. DIAPHRAGM BEAMS AND POSTS MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE -AND TYPE .SHOWN ON CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: _ DIM.. DIMENSION QTY: QUANTITY 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, ALLOWABLE BEARING PRESSURE 2000 PSF DN. DOWN 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 R. RADIUS ACTIVE EARTH PRESSURE (YEIEDING) 35 PCF AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES PER PRIOR D.O. DITTO(REPEAT) ACTIVE EARTH PRESSURE (AT -REST) 50 PCF CHAMFER CORNERS PER THEARCHITECTURAL PLANS OR 3/4 INCH IF NOT ENGINEER OF RECORD APPROVAL SHOP DRAWINGS SHALL BE SUBMITTED PER THE DP. DEEP RAD. RADIUS ALL EXPOSED ` PASSIVE EARTH PRESSURE - 350 PCF - REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHAM BE AS FOLLOWS: - D.S. DRAG STRUT RE: REFERENCE SPECIFIED BY -THE ARCHITECT. REF. REFERENCE COEFFICIENT OF FRICTION 0.3.5 DWG.. DRAWING(S) DOWEL(S)SITE SOIL PROFILEE SITE CLASS D 06101: STRUCTURAL FINGER NGER JOINTED LUMBER MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) DWL REINF REINFORCEMENT(ING) STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED = REQ:. REQUIRED LVL MICROLAM 1.9 E6 2600. 750 285 -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 - 0R A LICENSED .GEOTECHNICAL ENGINEER. R.O. ROUGH OPENING . INSPECTOR STRUCTURAL FINGERGER JOINTED LUMBER SHALL BE GRADED UNDER _AMERICAN LUMBER LSL - 1.75" O TIMBERSTAND 1.55E6 2250 750 400 EA. EACH 03100: REINFORCING STEEL STANDARD MI " UC STANDARD PS 20-99m. R:S. ROUGH SAWN COM TTEE PROD T LUMBER CLASSIFIED AS SND LSL RIM = 1.5" TIMBERSTAND RIM BOARD E.E. EACH END REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE -PER ACI -318-. 11. USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS ONLY. LUMBER .WITH CERTIFIEDE.F: EACH FACE REINFORCING STEEL SHALL.MEET THE FOLLOWING REQUIREMENTS:. - SCH: SCHEDULE EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. E.J. EXPANSION -JOINT SCL STRUCTURAL COMPOSITE WOOD • EL, ELEVATION ASTM A-615 DEFORMED BARS GRADE. 40 (fy=40 KSI) FOR #3 BARS ONLY El EV. ELEVATOR SCHED. SCHEDULE ASTM A-615.. DEFORMED BARS -GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER 06102: FRAMING NOTES SHT. SHEET. 01330: SHOP DRAWING SUBMITTAL PROCESS FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND FASTENING S.. EMBD.: EMBEDMENT)) , SIM. SIMILAR SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL .WELDABLE BARS EN EDGE NAIL DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE S.J. SHRINKAGE CONTROL JOINT, FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED ASTM A-185 SMOOTH. BAR (fy=60 KSI) FOR WELDED .WIRE FABRIC ROUGH FRAMING NAILING SCHEDULE (IN LIEU OF IBC TABLE 23049.1) . ENG. ENGINEER DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OFA - MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE SKW. SKEW(ED) M U C RERS' SPEQ. EQUAL SLAB ON GRADE LICENSED WASHINGTO STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR ECIFlCATIONS. PER AN FA TU WERE STRAPS CONNECT TWO MEMBERS EQPT. EQUIPMENT S.O.G. N CONNECTION FASTENING OVAL PRIOR TO SPLICES -PER :THE LAP SPLICE TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE.. X 3 TOENAILS E.W. EACH WAYSPC.. SPACE(S) (ING) :THE SHOP DRAWINGS TO THE .APPROPRIATE JURISTICTION FOR APPR FIBER MESH UNLESS NOTED OTHERWISE, PROVIDE LAP 3 ' ' SOLID BLOCKING AT ALL .BEARING POINTS. SEE SECTION 06071- FOR FASTENER L JOIST TO SILL OR GIRDER O 0.131 " - SPEC. SPECIFICATION(S) FABRICATION. SCHEDULE- ON -SHEET S6.0. REINFORCING .STEEL AT ALL WALLS,. SLABS, AND FOOTINGS 0.131 X 3 TOENAILS EA. END � EXP. EXPANSION SHALL BE CONTINUOUS .AROUND .CORNERS. ELSE CORNER BARS SHALL BE PROVIDED. REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR 2 BRIDGING TO JOIST ( ) 3 EXST. EXISTING SQ. SQUARE - SHOP DRAWINGS ARE REQUIRED FOR PREFABRICATED WOOD TRUSSES. - SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE -PER IBC TABLE 2304.9.1 OR TO 3. 1X6 OR LESS SUBF1Jt. TO-JST. (2) .0.131" X 25 FACE NATE - EXT. EXTERIOR..- STD.. STANDARD THE FASTENING SCHEDULE ON SHEET S1.0: 4. WIDER THAN 1X6 SUBFLR. TO JST. (3) 0.131" X 25" FACE NAIL STGR. STAGGER COVER .REQUIREMENTS SHALL BE AS FOLLOWS .UNLESS NOTED OTHERWISE: , D SIGNATURE OF A LICENSED WASHINGTON STATE - 5. 2 SUBFLOOR TO JST./GIRDER (2) 0.161 X 3.5, BUND &FACE NAIL F FAB. ABRICATI CALCULATIONS BEARING THE SEAL AND 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. TVP. FACE NAIL FB FLUSH BEAM STIR. STIRRUP(S) . PREFABRICATED PLATED -WOOD TRUSSES. ALL- BAR SIZES ....: ....: 3" FOLLOWS: 'AT BRACED WALL PANEL (4) 0.131' X 3' AT 16' O.C.- FACE NAIL FDIC FOUNDATION STL STEEL FORMED SURFACE EXPOSED TO EARTH OR WEATHER 7. TOP PLATE TO STUD (3) 0.131" X 3' END NAIL- - F.F. FINISH FLOOR STRUC:: STRUCTURAL NAIL SIZE DIAMETER .LENGTH #6 AND LARGER... I ............ 2° _ 8d 0.131" 2.5" 8. STUD TO SOLE PLATE (4) 0.131' X 3' TOENAIL, FIN.FINISH(ED)STRUCT. STRUCTURAL _ #5 AND SMALLER .........:... 1 1/2" 10d 0.148" 3.0" (OR) (3) 0.131" X 3' END NAIL ' FLG. FLANGE SUSP. SUSPENDED(TION) 01400: INSPECTIONS AND SPECIAL INSPECTIONS 9. DOUBLE STUDS 0.131 X 3 AT 8 O.C. FACE NAIL FCR. FLOOR SYMM. SYMMETRICAL THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED. CONCRETE NOT EXPOSED TO EARTH OR WEATHER " - WALLS AND JOISTS 12d 0.148 3.25" 10. DOUBLE TOP PLATES 0.131 X 3' AT 8 O.C. TVP. FACE NAIL FN FIELD ( FACE) NAIL BY THE LOCAL BUILDING DEPARTMENT. 16d 0.162" . 3:5 : #14 AND X18 BARS .:..:::... 1.1/2" a F.O. FINISHED OPENING T. TOP . DOUBLE TOP PLATE LAP SPLICE (20) 0.131 X 3 FACE NAILS #11 BARS AND SMALLER .:...:..: 3/4" 11. JOIST AFTER BLKG. TO PLATE.. 3 0.131 X 3' TOENAILS F.O.C. FACE OF CONCRETE T:&B. -TOP AND BOTTOM SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT � O -SLABS AND JOISTS F.O.M. FACE OF MASONRY TEMP: TEMPORARY OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. . SILL PLATES SHALL BE 5/8 INCH DIAMETER•. WITH 7 INCHES. MINIMUM EMBEDMENT INTO 12 RIM JOIST TO TOP PLATE 0.131 X 3' AT 6' O.C.TOENAIL F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE #14 AND #i8 BARS .........:.. 1 1/2" CONCRETE- AND SHALL BE SPACED NOT MORE -THAN 4 FEET APART: THERE .SHALL BEA 13. TOP PLATE LAP INTERSECTIONS (3) 0.131 X 3 FACE NAIL F.O.W. FACE OF WALL THK. THICK NESS " 01401: STRUCTURAL OBSERVATION #11 BARS AND SMALLER ...:.... 1 MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE -BOLT LOCATED NOT MORE THAN 12 14. DOUBLE 2X J01ST/HEADf� 0.131' X 3' AT 12" FACE NAIL- EA. EDGE ERM. FRAME(IE THRD. THREADED , STRUCTURAL OBSERVATION IS NOT REQUIRED. BEAMS, ..COLUMNS INCHES NOR LESS THAN 4.5 INCHES FROM EACH END OF THE PIECE. A GALVANIZED 15. CfJL1N0 JOISTS TO PLATE (5) 0.131" X 3' _TOENAIL F.S. FAR SIDE , TN TOE NAIL PRIMARY REINFORCEMENT ....... 1 1/2- . 3"X3"X1/4" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSUNK 16. CONTINUOUS HEADER TO STUD (4) 0.131 X 3� TOENAILS FT.. FEET(FOOT) T.O.S. TOP OF SHEATHING SLAB TIES, STIRRUPS, .AND SPIRALS :... 1 1/2 PLATE WASHERS SHALL NOT BE ALLOWED). 17. CLG. -JST. LAP AT PARTITIONS (4) 0.131 X 3 FACE NAIL FRTW FIRE RETARDANT TREATED WOOD T.O.W.- TOP OF WALL 01700: EXECUTION REQUIREMENTS 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131" X 3' FACE NAIL FTG..- FOOTING TRANSV. TRANSVERSE REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE INSTALLATION OF ALLSTRUCTURAL COMPONENTS SHALL BE AS REQUIRED -PER ALL LOCAL. - 19. RAFTER TO -PLATE (3) 0.131` X 3' TOENAIL. . T.O.S.. TOP OF STEEL CODES. i - PRIOR ' TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT. 06103. JOIST AND BEAM HANGERS GA: GAUGE TVP.. 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 20. 1X BRACE TO EA. STUD &PLATE (2) 0.131" X 3' FACE NAIL a GALV. GALVANIZE(D) PERMITTED WITHOUT PRIOR APPROVAL OF THE ENINEER OF RECORD EXCEPT AS NOTED SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY. BE USED WITH PRIOR APPROVAL BY 21. 1X8 OR (ESS SHTG. TO EA. BRG. (2) 0.131 X 3 FACE NAIL U.N.O. UNLESS NOTED OTHERWISE 3 ON THE DESIGN DRAWINGS. ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER 221MDER THAN 1X8 SHTG T0 BRG. O 0.131" X 3" FACE GB. GRADE -BEAM NAL GLB GLUE LAMINATED BEAM U/S UNDERSIDE MANUFACTURERS' SPECIFlCATIdNS .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 -U GIRDERS AND BEAMS 0.131' X 3' AT 120 FA. EDGE STAGGERED PER PLANS OR DETAILS: 24.BUILT P _ GWB GYPSUM WALLBOARD V.. VERTICAL DECEIVED GYP. GYPCRETE VERT: VERTICAL MEMBER SIZE HANGER VIF VERIFY IN I�LTI. . - 11 ­ I . I I )Y OF TUKVVIL.a STRUCTURAL DRAWING SHEET INDEX SAWN LUMBER "U" SERIES TO .MATCH LUMBER SIZE H. HORIZONTAL : 3.125" WIDE GLUCAN BEAM GLT3 HD HOEDOWN W. WIDE(WIDTH) MAR O 8 2016 5.125" WIDE GLUCAN BEAM GLT5 SHEET DESCRIPTION DATE H.D.G. HOT DIPPED GALVANIZED W/ WITH W/0 WITHOUT 6.75' WIDE GLUCAN BEAM GLT7 HDR: :HEADER PERMIT CENTERC-I 8.75" WIDE GLUCAN BEAM HGET9 S1.0 STRUCTURAL NOTES 06/26/14 HCR. HANGER WD. WOOD p• -I MANUFACTURED WOOD I JOIST IUS SERIES TO MATCH I JOIST SIZE S1.1 STRUCTURAL NOTES 06/26/14 HORZ. HORIZONTAL. W.H.S'WELDED HEADED STUDS H 1.75" WIDE PSL OR LVL. BEAM "EBV°- SERIES TO .MATCH DEPTH HORIZ.. HORIZONTAL W.P.. WORK POINT 51,2 SHEARWALL SCHEDULE AND DETAILS 03/08/10. HR HEADER 269" WIDE PSL BEAM "EBV" SERIES. TO MATCH DEPTH 51.3 HOEDOWN SCHEDULE AND DETAILS 03/08/10. H.S.B.- HIGH STRENGTH BOLT W.S. WELDED STUD.. _ 3.5' WIDE PSL OR LVL BEAM "CCTV" SERIES TO MATCH DEPTH HT. HEIGHT WT. WEIGHT W.W.F.WELDED WIRE FABRIC 5.25" WIDE PSL OR LVL BEAM "CCTV" SERIES TO MATCH DEPTH S2.0 BLDG. B1 - B4 EDN. & L2 FRMG. 03/08/10 : 7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH S2.1 BLDG. B1 & B3 L2 &ROOF FRMG. 03/08/10 I.D. INSIDE DIAMETER S2.2 BLDG. B2 & 84 L2 &ROOF FRMG. 03/08/10 I.E. INVERT ELEVATION. X -STC EXTRA STRONG I.F. INSIDE- FACE XX-STG DOUBLE EXTR. . . . . . I . ­ ab . w . . . I . . .. . .. I . . I . . 1. . . 6 . I . . . I I I I I , I .. I A I ai ' o 0 w � U Z � w 0 0 co o a) N � cfl W U) ^ 4-' U lo U -4 o0 L_ cfl p -+-' co 0 (/) 4 .--11 h N OMH cit z ��� �S+i��Xta�,�,Y � ir,�i. . S '., �X+S'5 "."Y'v�w••i &`4 :. ^.. .- is r �t .ii i Ys .. a <h .t e.3 •..�..y�. Tt� i 33?11,� z w STRONG : S3.0 BLDG. C EDN. & L2 FRMG: 03/08/10 YD YARD S3.1 BLDG. C l2 &ROOF FRMG. 03/08/10 S6.0 CONCRETE DETAILS 03/08/10. I ---I - .TYPICAL S6.1 TYPICAL SHEAR BRACE DETAILS 03/08/10 W S9.0 TYPICAL FLOOR FRAMING DETAILS 03/08/10 ' S9.1 TYPICAL ROOF FRAMING DETAILS 03/08/10 ­;�; �,,:l.r , 11'1�1' ivn 'g t IM 0 h N OMH cit z ��� �S+i��Xta�,�,Y � ir,�i. . S '., �X+S'5 "."Y'v�w••i &`4 :. ^.. .- is r �t .ii i Ys .. a <h .t e.3 •..�..y�. Tt� i 33?11,� 0 �• O O r N `"' N O N A \ \ \ Lo o cc 0 0 0 0 0 rn Co w� d S w O M qtt. 0 0 0 z o O -j O 5 a � � m w � N � 9 „w� E w U In � a W w W o = i U (L a o I I I z: h N OMH z w N OMH WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING EXTERIOR . TYPICAL PLAN) 2X6 0 16" LAS GARAGE/UNIT RE 1/81.1 FOR 2X6 0 16' RE 1 jS1.1 FOR FIRST. RE 1 /S1.2 2X4 0 16" NAILING SECOND 2X4 2X4 0 16" ROWS BALANCE- OF _ W BALANCE OF PARTY FOR BALANCE 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 0 16" SECTION THIRD SECTION 2X4 0 16" OF SECTION SHEARWALL PER PLAN V. BOTTOM PLATE NAILING PER N/A P.E.N. 2x 2x 48' O.C. A v (3) ROWS (3) OR (4) ROWS PLYWOOD ROOF SHEATHING f` ! f � h3 .x e� �r Cn SHEARWALL SCHEDULE xf r ,g cn PER SCHED. DIA./SPACING PER SHEARWALL SCHEDULE HEAD OUT. 1 3/4" MIN. 1 3/4" MIN. 1 3/4" MIN. RE 14/51.1 & 10/81.1 MIN. REQUIREMENTS, BLOCKING AND PLATE NAILING. SEE 06100 'ROUGH FRAMING' STRUCTURAL NOTES RE: 14/S1.1 & 10/S1.1 (1) 4' O.C. N/A RE: 14/Sl.l & 10/81.1a 16' O.C. 2x 2x 48" O.C. TOP PLATE 2" MAX. 2" MAX. +�' SIS S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME STAGGER NAILING MIT CENTER •.f. ........1.1.4• RE SHEARWALL SCHEDULE FOR SI r. 3x 48 O.C. m N NOTE JOIST HEAD -OUT 4' O.C. 12' O.C. (2) MAX. RIM/BLOCKING TO TOP PLATE 2x10 _ RIM/BLOCKING TO TOP PLATE PEN 40" O.C. FLOOR SHEATHING � Z ~ IS FOR UNIFORMLY LOAD® FLOOR JOISTS ONLY W CONN. PER SHEARWALL. SCHEDULE Lp ;!So CONN. PER SHEARWALL SCHEDULE 7/16' SHT.■ E5i 12 O.C. RE: NOTES SECTION 06160 4 O.C. S i 10 O.C. (Z)2x OR 3x - wLLJ (EITHER LTP4 OR A35) ONE SIDE (OTHER LTP4 OR A35) FLOOR DIAPHRAGM EDGE NAILING o Z o TYPICAL UNLESS NOTED OTHERWISE REFER TO SHEARWALL AND HOEDOWN SCHEDULE FOR ADDITIONAL 22 O.C. P2 7/16' SHT. j. 12' O.C. 3 O RE NOTES SECTION 06160 N/A 10 O.C. 10 O.C. (2)2x OR 3x 2x 3x Q o ONE SIDE 0 a CL ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD. is USED, REFER TO THAT SECTION 2P4 7/16'. SHT 4' O.C. 2x BLKG. W/.148 DIA.x3 0 3 OC CL J -- 10' O.C. . 10 O.C. (2)2x QR 3x O I i BOTH SIDES I t= 3 C7 m BLOCK TO RIM NOT REQUIRED FOR P6) N cn o a 7/16' SHT. N CONT 4x RIM (3) 4' O.C. NIA CANT 4x RIM " 8 O.C. a 2z 3x 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS BOTH SIDES PLAN -JOIST HEAD -OUT 1'-4' z Z i FOR JOIST SPANS UP TO W 3 4° = 1'-0" / _ 2P2 W 2' O.C. 12' O.C. (3) Lu 7 SHEARWALL PANEL EDGE NAILING HEAD -OUT ... .................. 8 ANCHOR BOLT 0 PLACEMENT DETAILS BOTH SIDES 0 WALL STUD SCHEDULE i 2x CONT. RIM i 11'-0", A SINGLE JOIST PER SCHEDULE _ ¢ 1 1 2- O 1 / - W I: II: II I( I ROOF/FLOOR SHEATHING NOTES II SIM. 0 (2) 2x FRAMING AT PEN ADJOINING PANEL EDGES. CONT. RIM BELOW RIM/BLOCKING TO TOP PLATEN RIM112. BELO I� I I I P. E 1, BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. �� RIM J IST Ppb CONN. PER SHEARWALL - SCHEDULE A35/LTP4 . . PER SGHED. L OR PONY WALL PANEL EDGES (B.N.) Wj(12) 0.131' DIA. X 2 1/2. RIM TO BLOCKING MUDSILL - I I SHEATHING I SHEATHING (2) SIDES SHEARWALL PER PLANSHEARWALL I I i �B PER PLAN SHEARWALL PER PLAN �, .148 DIA.x3 NAILS 3 `� ®3"OC TYPICAL `" ,9 CALF NONE LAP SHEATHING scal.E: NONE TYP. EXTERIOR SALE NQNE TYP. EXTERIOR SCALE: NONE I I : \ \ it I / / 3• I INTERIOR FIELD NAILING F.N. 12' O.C. AT BEARING SUPPORT! 3. ( ) Lxj EXTERIOR TYPICAL X SHEARWALL CONNECTION. ��ffi aN AT FLOOR LINE SHEARWALL CONNECTION I N - SHEARWALL CONNECTION P 6 P4 P3 -1A O DETAILING_ 2 32 24 2P4 2P P08c , Ell2P 2P3 2P2 � , �� 4. SEE PLANS FOR PLYWOOD THICKNESS & NAILING SCHEDULE 1 1 4' / 3/4' PROVIDE 3X3X0.229e PLATE - i N ( WASHER 0 EA. ANCHOR TYP. FOUNDATION SILL PLATE AND STUDS (3) ROWS U.N.O. PER SHEARWALL SCHEDULE TYP. i I) \ �`� i II 2 \ TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. (1) ROW (2) ROWS A.BOLT PER SHEARWALL SCHEDULE I I . I i I I i I 6. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8' CENTERED ON RIM BELOW CENTERED ON RIMS BELOW CENTER ON RIM BELOW I i I L I I I i I I I I 7. MINIMUM PLYWOOD SHEET SIZE 2 -0 X 4 -0 " ° P6TN, P6 P4 8c P3 P2, 2P31 2P41 2P2 A e h e v 8, NAILS SHALL NOT BE OVER DRIVEN SCALE: 10OPATTERN❑ NONE PLATE NAILING SCALE: NO E 11 ROOF/FLOOR SHEATHING LAYOUT_ HEAD -OUT FOR BOTTOM ° ' : Ad , RIM JOIST o_ PLUMBING, MECH., FOUNDATION PER PLAN o_ ETC. SCALE: 3/4' _ 1'-0' SIMPSON LTP4 SIMPSON LTP4 ■ W/(12) 0.131 DIA. X 1 1/2 3 ---------- ---- - 1__ 0 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE W 12 0.131' DIA. X 2 1 2' WHEN APPLIED DIRECT TO FRAMING /c) / i 2x10 P WHEN APPLIED OVER SHEATING m i i NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2 OF EDGE OF BOTTOM SCALE: NONE i N i PLATE ON SIDE(S) WITH. SHEATHING. PROVIDE STAGGERED/OFFSET AS SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. 6 TYPICAL S I M P S O N LTP4 i U210 HANGER PLACEMENT EA. END i 0210 HANGER i 2x10 JOIST PER PLAN (16' O.C. U.N.O. PER '. _ w a • w • WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING EXTERIOR . TYPICAL PLAN) 2X6 0 16" GARAGE GARAGE/UNIT 2X6 2X6 0 16' N FIRST. 2X4 2X4 0 16" NAILING SECOND 2X4 2X4 0 16" ROWS THIRD W 2X4 01-60 PARTY FIRST 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 0 16" P6TN THIRD 2X4 EA. WALL 2X4 0 16" 2x10 JOIST ADJACENT TO 4' O.C. 4" O.C. N/A N/A _ 2x 2x 48' O.C. 1. SEE SHEARWALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, ADDITIONAL PLATE AND STUD ONE, SIDE PLYWOOD ROOF SHEATHING f` ! f � h3 .x e� �r Cn L xf r ,g DIA./SPACING PER SHEARWALL SCHEDULE HEAD OUT. 1 3/4" MIN. 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 12' O.C. (1) 4' O.C. N/A 24" O.C. 16' O.C. 2x 2x 48" O.C. 2" MAX. - 2" MAX. 2" MAX. 2" MAX. +�' SIS S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME STAGGER NAILING MIT CENTER •.f. ........1.1.4• RE SHEARWALL SCHEDULE FOR SI r. 3x 48 O.C. P4 NOTE JOIST HEAD -OUT 4' O.C. 12' O.C. (2) MAX. i 2x10 _ (2)2x OR 3x 3x 40" O.C. � � IS FOR UNIFORMLY LOAD® FLOOR JOISTS ONLY W Lp ;!So ■ ■ ■ 2 SECURE SILL PLATES TO CONCRETE WITH 5/8 DIA. ANCHOR BOLTS WITH 7 EMBED, AT 48 ON CENTER 7/16' SHT.■ E5i 12 O.C. cn 4 O.C. N/A i 10 O.C. (Z)2x OR 3x 2x wLLJ ONE SIDE CL o TYPICAL UNLESS NOTED OTHERWISE REFER TO SHEARWALL AND HOEDOWN SCHEDULE FOR ADDITIONAL 22 O.C. P2 7/16' SHT. N 12' O.C. 3 O 0 6 O.C. N/A 10 O.C. 10 O.C. (2)2x OR 3x 2x 3x 18' O.C. 24' Q.C. ONE SIDE 0 a CL ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD. is USED, REFER TO THAT SECTION 2P4 7/16'. SHT 4' O.C. -- CL --------- -- 10' O.C. . 10 O.C. (2)2x QR 3x O I i BOTH SIDES I t= 3 C7 m N a 7/16' SHT. N 12' O.C. (3) 4' O.C. NIA . . 8 O.C. " 8 O.C. a 2z 3x 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS BOTH SIDES PLAN -JOIST HEAD -OUT 1'-4' 1'_4■ i FOR JOIST SPANS UP TO W 3 4° = 1'-0" / 2P2 W 2' O.C. 12' O.C. (3) Lu 7 JOIST HEAD -OUT DETAILS0 8 ANCHOR BOLT 0 PLACEMENT DETAILS BOTH SIDES 0 WALL STUD SCHEDULE i i 11'-0", A SINGLE JOIST d _ ¢ 1 1 2- O 1 / V) W I: II: II I( I ROOF/FLOOR SHEATHING NOTES II SIM. 0 (2) 2x FRAMING AT ADJOINING PANEL EDGES. CONT. RIM BELOW RIM PLUS BLOCKING BELOW RIM112. BELO I� I I I I 1, BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. i MAY BE HEAD OFF TO PANEL EDGES (B.N.) RIM TO BLOCKING I I I I I I I I i I i 2. EDGE NAILING (P.E.N.). AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS I I i �B J "' _ N �, .148 DIA.x3 NAILS 3 `� ®3"OC TYPICAL `" ,9 LijN I / / �� I I \ \� K/ / I I : \ \ it I / / 3• I INTERIOR FIELD NAILING F.N. 12' O.C. AT BEARING SUPPORT! 3. ( ) Lxj ��ffi aN I ADJACENT SINGLE JOISTS �� �� it II �� 4. SEE PLANS FOR PLYWOOD THICKNESS & NAILING SCHEDULE 1 1 4' / 3/4' I \ II i N ( 5. LONG DIMENSION OF PLYWOOD SHAM RUN PERPENDICULAR (3) ROWS I \ i I) \ �`� i II 2 \ TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. (1) ROW (2) ROWS I I I I i I I i I 6. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8' CENTERED ON RIM BELOW CENTERED ON RIMS BELOW CENTER ON RIM BELOW I i I L I I I i I I I I 7. MINIMUM PLYWOOD SHEET SIZE 2 -0 X 4 -0 " P6TN, P6 P4 8c P3 P2, 2P31 2P41 2P2 8, NAILS SHALL NOT BE OVER DRIVEN SCALE: 10OPATTERN❑ NONE PLATE NAILING SCALE: NO E 11 ROOF/FLOOR SHEATHING LAYOUT_ BOTTOM i i P P 8L3: FOR JOIST SPANS WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING EXTERIOR . TYPICAL 2X6 2X6 0 16" GARAGE GARAGE/UNIT 2X6 2X6 0 16' INTERIOR FIRST. 2X4 2X4 0 16" NAILING SECOND 2X4 2X4 0 16" ROWS THIRD 2X4 2X4 01-60 PARTY FIRST 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 0 16" P6TN THIRD 2X4 EA. WALL 2X4 0 16" SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/ HEM -.FIR STUDS AND HEM -FIR PLATES WALL 1. PANEL FIELD BOTTOM PLATE 0 RIM OR BLOCKING TO TOP PLATE CONN. i FOUNDATION BETWEEN 11' -0' -AND 16'-0' ADD ADDITIONAL o LTP4 DIRECT 1/ M 0 EDGE NAILING NAILING AT ADJOINING PANG- 0 SPACING 5/8' DIA. ROWS SPACING 0 11. NAILING ® TOENAIL BEARING WALL NOTES A35 ONLY 10 EDGES ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL 7' EMBED 0 P6TN 7/16' SHT 6' O.C. 12' O.C. 2x10 JOIST ADJACENT TO 4' O.C. 4" O.C. N/A N/A _ 2x 2x 48' O.C. 1. SEE SHEARWALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, ADDITIONAL PLATE AND STUD ONE, SIDE PLYWOOD ROOF SHEATHING f` ! f � h3 .x e� �r 0 DIAPHRAGM EDGE NAILING W/ 3 X 3 X 0.229' GALVANIZED WASHER xf r ,g DIA./SPACING PER SHEARWALL SCHEDULE HEAD OUT. 1 3/4" MIN. 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 12' O.C. (1) 4' O.C. N/A 24" O.C. 16' O.C. 2x 2x 48" O.C. 2" MAX. - 2" MAX. 2" MAX. 2" MAX. +�' SIS S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME STAGGER NAILING MIT CENTER •.f. ........1.1.4• RE SHEARWALL SCHEDULE FOR SI r. 3x 48 O.C. P4 NOTE JOIST HEAD -OUT 4' O.C. 12' O.C. (2) MAX. N/A SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR THE PLATE NAILING. 12 O.C. (2)2x OR 3x 3x 40" O.C. ONE SIDE � IS FOR UNIFORMLY LOAD® FLOOR JOISTS ONLY W ■ ■ ■ 2 SECURE SILL PLATES TO CONCRETE WITH 5/8 DIA. ANCHOR BOLTS WITH 7 EMBED, AT 48 ON CENTER 7/16' SHT.■ E5i 12 O.C. (2) 4 O.C. N/A i 10 O.C. (Z)2x OR 3x 2x 24' O.C. ■ ONE SIDE CL TYPICAL UNLESS NOTED OTHERWISE REFER TO SHEARWALL AND HOEDOWN SCHEDULE FOR ADDITIONAL 22 O.C. P2 7/16' SHT. 2' O.C. 12' O.C. 3 O 0 6 O.C. N/A 10 O.C. 10 O.C. (2)2x OR 3x 2x 3x 18' O.C. 24' Q.C. ONE SIDE 0 a CL ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD. is USED, REFER TO THAT SECTION 2P4 7/16'. SHT 4' O.C. -- --------- --------- -- 10' O.C. . 10 O.C. (2)2x QR 3x 2x : 3x I i BOTH SIDES II IIS FOR CORROSION PROTECTION REQUIREMENTS FOR CONNECTORS. 3 C7 m 2P3 7/16' SHT. i i } 12' O.C. (3) 4' O.C. NIA . . 8 O.C. " 8 O.C. 2 O 2x OR 3x 2z 3x 3. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS BOTH SIDES PLAN -JOIST HEAD -OUT 2x4, 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDES 2x6, 3x6 PLY ONE SIDE 2x6, 3x6 PLY TWO SIDES INDICATED ON THE PLANS. SCALE: 3 4° = 1'-0" / 2P2 SCALE 3 4' = 1'-0' / 2' O.C. 12' O.C. (3) 4. TOP FLOOR INTERIOR WALLS ARE NON-BEARING. INTERIOR GARAGE WALL BETWEEN GARAGE AND CONDITONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. 7 JOIST HEAD -OUT DETAILS0 8 ANCHOR BOLT 0 PLACEMENT DETAILS BOTH SIDES 0 WALL STUD SCHEDULE 1. EXTERIOR BEARING SUPPORT 1 1 2- O 1 / (2) 1 1/2' CONT. 3 1/2 SLID I: II: II I( I ROOF/FLOOR SHEATHING NOTES II SIM. 0 (2) 2x FRAMING AT ADJOINING PANEL EDGES. CONT. RIM BELOW RIM PLUS BLOCKING BELOW RIM112. BELO I� I I I I 1, BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. PANEL EDGES (B.N.) RIM TO BLOCKING I I I I I I I I i I i 2. EDGE NAILING (P.E.N.). AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS I I i �B J "' _ �, .148 DIA.x3 NAILS 3 `� ®3"OC TYPICAL `" ,9 I / / �� I I \ \� K/ / I I : \ \ it I / / 3• I INTERIOR FIELD NAILING F.N. 12' O.C. AT BEARING SUPPORT! 3. ( ) ��ffi aN I II �� �� it II �� 4. SEE PLANS FOR PLYWOOD THICKNESS & NAILING SCHEDULE 1 1 4' / 3/4' I \ II i III ( 5. LONG DIMENSION OF PLYWOOD SHAM RUN PERPENDICULAR (3) ROWS I \ i I) \ �`� i II 2 \ TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. (1) ROW (2) ROWS I I I I i I I i I 6. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8' CENTERED ON RIM BELOW CENTERED ON RIMS BELOW CENTER ON RIM BELOW I i I L I I I i I I I I 7. MINIMUM PLYWOOD SHEET SIZE 2 -0 X 4 -0 " P6TN, P6 P4 8c P3 P2, 2P31 2P41 2P2 8, NAILS SHALL NOT BE OVER DRIVEN SCALE: 10OPATTERN❑ NONE PLATE NAILING SCALE: NO E 11 ROOF/FLOOR SHEATHING LAYOUT_ BOTTOM SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/ HEM -.FIR STUDS AND HEM -FIR PLATES WALL 1. PANEL FIELD BOTTOM PLATE 0 RIM OR BLOCKING TO TOP PLATE CONN. FRAMING FOUNDATION ANCHOR BOLT ,, 0.148 x3.25. LTP4 DIRECT 6. TYPE SHEATHING EDGE NAILING NAILING AT ADJOINING PANG- SILL PLATE SPACING 5/8' DIA. ROWS SPACING ANCHOR BOLTS SHALL BE GALVANIZED 51E' DIAMETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. 11. NAILING ® TOENAIL TO FRAMING A35 ONLY 10 EDGES ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL 7' EMBED 0 P6TN 7/16' SHT 6' O.C. 12' O.C. (1) 4' O.C. 4" O.C. N/A N/A _ 2x 2x 48' O.C. SHEARWALL SCHEDULE ONE, SIDE PLYWOOD ROOF SHEATHING f` ! f � h3 .x e� �r 0 DIAPHRAGM EDGE NAILING W/ 3 X 3 X 0.229' GALVANIZED WASHER xf r ,g DIA./SPACING PER SHEARWALL SCHEDULE :TRUSS/JOIST :BLOCKING 3x 48' O.C. P6 7/16' SHT 6' O.C. 12' O.C. (1) 4' O.C. N/A 24" O.C. 16' O.C. 2x 2x 48" O.C. ' SIDE FOUNDATION SILL PLATE +�' STAGGER NAILING MIT CENTER •.f. ........1.1.4• RE SHEARWALL SCHEDULE FOR SI r. 3x 48 O.C. P4 -ONE 7/16' SHT. 4' O.C. 12' O.C. (2) 60 O.C. N/A 16' O.C. 12 O.C. (2)2x OR 3x 3x 40" O.C. ONE SIDE � W P3 7/16' SHT.■ 3 O.C. 12 O.C. (2) 4 O.C. N/A 12 D.C.: 10 O.C. (Z)2x OR 3x 2x 24' O.C. ■ ONE SIDE CL 3x 22 O.C. P2 7/16' SHT. 2' O.C. 12' O.C. 3 O 0 6 O.C. N/A 10 O.C. 10 O.C. (2)2x OR 3x 2x 3x 18' O.C. 24' Q.C. ONE SIDE 0 a CL 2P4 7/16'. SHT 4' O.C. 12 O.C. (3) 5 O.C. N/A , 10' O.C. . 10 O.C. (2)2x QR 3x 2x : 3x 16' O.C. 20' Q.C. BOTH SIDES 2P3 7/16' SHT. 3' O.C. 12' O.C. (3) 4' O.C. NIA . . 8 O.C. " 8 O.C. 2 O 2x OR 3x 2z 3x 12m O.C. 16 O.C. BOTH SIDES 2P2 7/16' SHT. 2' O.C. 12' O.C. (3) 3' O.C. N/A 6 O.C..C. " O.C. 2 2x OR, 3x O 2x 3x 8' O.C. 12' O.C. BOTH SIDES SHEARWALL SCHEDULE NOTES: 1. STUDS SHALL NOT BE SPACED MORE THAN 160 O.C.. 2 ' IED STUD AND SPECIES AND GRADE 0 ROUGH FRAMING FOR REQUIRED R WALL PLATE CIE RE S1 .0 SECTION -0610 Q 3. • AR G THICKNESS AND GRADE. ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. RE: 81.0 SECTION 06160 WOOD SHEATHING".FOR REQUIREDSHE WALL SHEATHING, CK 4. SHEATHING PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY WITH ALL PANEL EDGES. BACKED/BLOCKED WITH 2' NOMINAL OR WIDER FRAMING. SEE NOTE 5. 5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3' NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT 'P6'. 6. SID PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR Q FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 O.C. ON OTHER AN S ARE APPLIED N BOTH WH ERE PANEL E, .'•I'I 'E FRAMING SHALL BE 3' NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FIELD NAILING SHALL BE 8d COMMON (0.131' X 2 1/2').' 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.148 X 3.25n). 9. FLOOR DIAPHRAGM NAILING SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE, NAILING. DO NOT OVER NAIL THE BLOCKING. 10. ANCHOR BOLTS SHALL BE GALVANIZED 51E' DIAMETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. 11. GALVANIZED 3' X 3" X 0.229' (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT - SEE DETAIL 8 THIS SHEET FOR PLACEMENT DETAILS. RECESSING PLATE WASHERS IN PLATES IS NOT ALLOWED. 12 LTP4 FRAMING PLATES SHALL BE INSTALLED WITH 12-8d X 1 1/2' (0.131' X 2 1/2') NAILS. RE DETAILS 1, 2, 3 & 6 THIS SHEET. 13. A35 FRAMING ANGLES SHALL. BE INSTALLED WITH 12-8d X 1 1/2' (0.131' X 1 1/2') NAILS. RE DETAILS 1, 2 & 3 THIS SHEET. 14. ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL 15. C LL BE PRESERVATIVE TREATED. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHA 16. WHERE BOTTOM PLATE NAILING SPECIFIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OFFSET 1/2 INCH AND STAGGERED. 17. GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS. 18. 2-2x'S IN LIEU OF VS AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/81.2. SIM. AND BOTTOM PLATE NAILING. .'i1-:I� 19. WHERE BUILDING OFFICALS 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) 14 r¢ �, a+� SHEARWALL SCHEDULE Sw 3 f � PLYWOOD ROOF SHEATHING f` ! f � h3 .x e� �r 0 DIAPHRAGM EDGE NAILING W/ 3 X 3 X 0.229' GALVANIZED WASHER xf r ,g DIA./SPACING PER SHEARWALL SCHEDULE :TRUSS/JOIST :BLOCKING PROVIDE MINIMUM OF TWO BOLTS PER • PLATE WITH ONE BOLT NOT LOCATED RECEIVED I�f. f BLOCKING CONNECTION TO --ri-•----I I•I. r. --- -- --- --- --_ ' >- F. T1 T TOP PLATE 0 H I I I I I FRAMING AT PANEL EDGEs ' FOUNDATION SILL PLATE +�' STAGGER NAILING MIT CENTER •.f. ........1.1.4• RE SHEARWALL SCHEDULE FOR SI r. HOLDOWN ANCHOR PER PLAN RE 1, 2/81.2 SCALE: NONE 12 PLYWOOD FLOOR SHEATHING - RE NOTES 06160 O BOTTOM PLATE CONNECTION - RE 1, 2 & 10/S1.1 DIAPHRAGM EDGE NAILING - TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) �- CONCRETE FOUNDATION DEDICATE STUD BAY AT tJw �.• rn 0 END OF SHEARWALL FOR 0 HOLDOWN. LI J. ... I I. ADD'L STUDS FOR HOLDOWN ..... ..�. PER SCHEDULE. .'•I'I 'E CONT. 2x RIM :: I•I W/BLMING IF REQUIRED cv 00 o � ca m <,- n0 0 BLOCKING OR CONT. RIM CONNECTION 00 TO TOP PLATE 10 _ HOLDOWN N o C Cit RE 11-17, 19/S1.2 I' I PROVIDE PANEL AT NAILING p ° cit AT END OF WALL STUDS THAT I`I f • ATTACH TO HOLDOWNS TYPICAL . I j AT ADJOINING PANEL EDGES PROVIDE PANEL EDGE NAILING AND FRAMING PER .'i1-:I� SHEARWALL SCHEDULE (STAGGER NAILS) 5Q BLOCK ALL PLYWOOD EDGES NOT SUPPORTED BY FRAMING MEMBERS AND r¢ �, a+� NAIL W/PANEL EDGE NAILING 3 5 Sw 3 f � GALVANIZED ANCHOR BOLT RE 5/S1.1 f` ! f � h3 .x e� �r b W/ 3 X 3 X 0.229' GALVANIZED WASHER xf r ,g DIA./SPACING PER SHEARWALL SCHEDULE PROVIDE MINIMUM OF TWO BOLTS PER ...._.� PLATE WITH ONE BOLT NOT LOCATED RECEIVED I�f. MORE THAN 12 INCHES OR LESS �kII�iY OF TUKWIL_A I•I. r. (7) BOLT DIAMETERS FROM THE ESD. - SEE DETAIL 8 THIS SHEET MAR 0 g 2016 0 H ' FOUNDATION SILL PLATE STAGGER NAILING MIT CENTER •.f. RE SHEARWALL SCHEDULE FOR SI r. HOLDOWN ANCHOR PER PLAN RE 1, 2/81.2 TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) �- CONCRETE FOUNDATION 00 00 00 CC3 A� R•ri dd' ctr cd En � r N tJw �.• rn 0 0 rn -4:oo0 ai (3 Z W E" A w oo c 0 cv 00 o � ca m <,- n0 0 `f 0 0 00 N CO CO N o C Cit W 4) � p ° cit � O CD U 00 00 -_j 00 0 A 1W ss r¢ �, a+� w Sw 3 f � Y. . f` ! f � h3 .x e� �r b xf r ,g 00 00 00 CC3 A� R•ri dd' ctr cd En � r N tJw �.• -4:oo0 00 00 00 CC3 A� R•ri dd' ctr cd En � r N -4:oo0 W E" A oo c 0 n 0 <,- n0 `f 0 0 o o A-1 � O M .d. o to z o 0 H 5 v W c=n � W � a 0 M n CL W w W 0 a CL 00 00 00 CC3 A� R•ri dd' ctr cd En � r N HOEDOWN HOLDOWN PER PLAN _ HOEDOWN PER PLAN PER PLAN HOLDOWN FASTENERS HOLDOWN ASTENRS STRAP STRAP AND WOOD STUDS PER p AND WOOD FSTU SE PER PLAN AND HOLDOWN SW cOu�nl n r PLAN AND HOEDOWN HARDWARE TYPE PANEL EDGE NAILING (P.E.N.) FASTENER ROD DIAMETER ALL EDGES OF ALL SHEETS EMBEDMENT i I I I I I HEADER PER PLAN 2X4 WALL 2X6 WALL CS22 X 48' HEAD/SILL STUDS i I I HOEDOWN 8 FASTENER SCHEDULE: HF HARDWARE TYPE PANEL EDGE NAILING (P.E.N.) FASTENER ROD DIAMETER ALL EDGES OF ALL SHEETS EMBEDMENT i I I I I I HEADER PER PLAN 2X4 WALL 2X6 WALL CS22 X 48' HEAD/SILL I i I I W/ (36) 10d NAILS I i II II II U.N.O. PER PLAN II II N.A. BLKG. W/ EDGE NAILING - II II PER SHEARWALL SCHED. II II I II GE NAILING AT SILL, I II 11 (2) 2X6 HEAD, KING & TRIM STUDS N.A. II III 7T II Ii it III �I 11 II II III 11 I —JL -- II I i III I II II H- II I -ii -i Ii I II (2) 2X4 --1r— r--1r-1r— _T -9(_- N.A. - N.A. III II II HEADER PER PLAN I) II III III II II CS22 X 48' HEAD/SILL II III III II W/ (36)10d NAILS I II III I I I I U.N.O. PER PLAN III BLKG. W/ EDGE NAILING II III III II PER SHEARWALL SCHED. N.A. III II II GE NAILING AT SILL, I II III (( HEAD, KING & TRIM STUDS �II II (2),2X4 (2) 2X6 (38) 12d III II III II II III II II><II III II I I III MI . M. II 0 II I I II II it II I J LL _ I II L_ (2) 2X4 HARDWARE TYPE PANEL EDGE NAILING (P.E.N.) FASTENER ROD DIAMETER ALL EDGES OF ALL SHEETS EMBEDMENT STEM (MINIMUM) PER SHEARWALL SCHEDULE 2X4 WALL 2X6 WALL PLACE EDGE NAILS INTO THICKENED FOOTING STEM POST PER PLAN OR (2) 2X STUDS CS16 2X4 AT ENDS OF SHEAR WALLS. (28) 8d N.A. POST & HOLDOWN PER - N.A. HOLDOWN SCHEDULE N.A. 13 14 15 HOLDOWN PER PLAN (2) 2X4 (2) 2X6 STAGGER NAILING AT PLYWOOD JOINTS N.A. N.A. PLYWOOD SHEATHING PER N.A. — SHEARWALL SCHEDULE — TYPICAL MST48 (2) 2X4 FIELD NAILING (F.N.) — TYP. (28) 16d 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. �z� O 0 HPAHD22 (2) 2X4 (2) 2X6 (21) 16d N.A. N.A. N.A. - 10" 14" - 8" 8" 2 STHD14 (2),2X4 (2) 2X6 (38) 12d N.A. 0 O HDU2—SDS2.5 (2) 2X4 (2) 2X6 (6) SDS 1/4X2 1/2" / 5/8" ROD & Pi- 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' / / s 5/8 . 11 " M 6 . 1. 1. 1. HDU8—SDS2.5 4X4 4X6 (20) SDS 1/4X2 1/2- 7/8' 11' 8" V� ce POST &HOLDOWN PER HOLDOWN & FASTENER NOTES: HOLDOWN SCHEDULE 1 HOLDDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG—TIE COMPANY. 10 19 2. 16D = .162" DIA. X 3 1/2' LONG. 1. 1. HOLDOWN BOLT — SEE 3. USE HALF THE REQUIRED NAILS IN EACH. MEMBER BEING CONNECTED HOLDOWN SCHEDULE I. 4. SCREWS ARE SDS 1/4" X 2 1/2 MANUFACTURED BY SIMPSON STRONG—TIE COMPANY. V—•— — 5. HOLDDOWN ANCHORS SHALL BE -SECURED IN PLACE PRIOR TO PLACING CONCRETE. ANCHOR BOLTS - SEE SHEARWALL G SIZE AND �, .I �— SCHEDULE FOR SIZE, SPACING, 6. ANCHOR BOLT NUT SHOULD BE FINGER -TIGHT PLUS 1/3 — 1/2* TURN WI TH HAND WRENCH. FOO11N PLYWOOD/O.S.B. SHEAR PANELS CARE SHOULD BE TAKEN TO NOT OVER—TORQUE THE NUT. IMPACT WRENCHES SHOULD NOT BE USED. REINFORCEMENT _ AND EMBEDMENT _ PER PLAN SCALE 3/8' = 1'-0' 7. HDU HOLODOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH OF THE ATTACHED POST. HD TYPE TYPICAL PICAL DETAIL FOR SHEARWALL ALL 8. RE: NOTES SECTION 06100 "ROUGH FRAMING" FOR THE REQUIRED POST SPECIES AND GRADE. SCALE: 3/4" = 1'-0" T,ERIOR HOLDOWN 7 8 FORCE TRANSFER AROUND WINDOWOPENINGS 10 HOLDOWN & FASTENER SCHEDULE 6 0 ❑ 0 SHEARWALL SHEARWALL RE: PLAN RE: PLAN ADDED STUD FOR STRAP TYPE STRAP HD TYPE HOLDOWNS HOLDOWN PER HOEDOWN PER PLAN SAW CUT IN PLY RE: PLAN OVER (COUNTERSINK) PLANTO ACCEPT STRAP SHEATHING ADDED STUD FOR AT INTERIOR HOLDOWN NAILING HOLDOWN NAII TYP, FLOOR JOISTS/RIM HD TYPE HOLDOWNS 1Od RE: HOLDOWN RE: ,HOEDOWN HOLDOWN PER PLAN �3) SCHEDULE SCHEDULE looWCOUNTERSINK ) - 14 m N BEAM PER PLAN 11 SHEARWALL BEYOND PER SHEAR WALL SCHED. TYP. CONTINUOUS STRAP WALL ABUTTING DRAG STRUT PER PLAN €� SHEARWALL JO ST PER PLAN - TYP. ' 1 O 0 6"0. C. PLYWOOD CONTTNOUS STAGGERED ABUTTING WALL (.148'DIA. X 3" LONG) SIG BLOCKING OR BEAM PER PLAN Ii 3 SHEARWALL BEYOND PER 3a �< SHEAR WALL SCHED. TYP. "' N BUNDLED STUDS v RE. HOLDOWN BUNDLED STUD W SCHEDULE RE: HOLDOWN SCHEDULE STRAP RE: PLAN OVER LL SHEARWALL SHEATHING RE: PLAN SHEARWALL SHEATHING NOT RE: HOLDOWN SCHEDULE RE: PLAN SHOWN FOR FOR ADDI110NAL INFO. RE: HOLDOWN SCHEDULE CLARITY FOR ADDITIONAL INFO. 14 INTERIOR HOLDOWN[AlEXTERIOR HOLDOWN ALT. LOCATION BOLT TYPE P.E.N. F.N. F.N. STRAP TYPE STRAP TYPE 94 i wi { I P.E.N.I ___M __ _ �_ _ECEIVED_ t PLN. i ITY OF TUKWILA I F.N. P.E.N. I f BOLT TYPE t ' ALT. LOCATION 1 ADD STUD IF NO PLN. —EAR 0.8 2016 t EXTERIOR A.P.A. SHEATHING ALT. LOCATIONS I NAILING NOTATIONS: =PANEL EDGE NAILING E lMIT CENTE NOTE I P.E.N. R PLN. = PLATE NAILING l ~ SEE 20'MISSHEET FOR PANEL - _ NAILING DETAILS F.N. = FIELD NAILING < _ F.N. F.N. t F.N. E' S1RAP TYPE P.E.N. P.E.N. BOLT TYPEEK ME f PLN. PLN. r� I I � VPLN. P.E.N. I i P.E.N. U NOTE: NOTE- HOLDOWNS OTE HL HOLDOWNS AND STUD QTY. TO NAILING TO BE PER PLAN _ BE PER PLAN AND SCHEDULE. AND SHEARWALL SCHEDULE. SCALE 3/4' = 1'=0' TYP. U.N.O. p 0 1� HOLDOWN PLACEMENTS 20 STRUCTURAL WALL INTERSECTIONS p rn 0 0 c . z C�2 00 o Cr) o 0 a� t N 00 0 0 o_ 0 o 41w .� a� 4) W w d ct to4 v Q to �z� O 0 0 0 o 0 0 o_ 0 . w d � O 0 Go 0 O E' 5 a m �W V� ce CL w U w w CLs FRAMING DOTES FRAMING LEGEND 1. ROOF FRAMING PRE ENGINEERED PLATED WOOD TRUSSES 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON 0 24" ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL STRONG -TIE. �- •-® FLUSH BEAM -- WOOD PANEL BE' AS SHOWN ON THE ROOF FRAMING PLANS. .SEE SHEET S1.0 FB SHEARWALL �_ _ _ =� - 11 81.OVER FRAMING FOR ROOF. LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. pg DROPPED BEAM P6 SEE /1 •. •, • AT ROOF 2. FLOOR AND CEIUNG FRAMING SHALL_ BE PER PLAN AND 11. SEE ARCHITECTURAL DR �_ _ _ =� HEADER - SEE 10 S9.0 DRAWINGS FOR DIMENSIONS. HR / HOEDOWN 0000..... SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST • • • • • • • • • TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND 12. BUNDLED STUDS FROM THIS LE ®-- G _ - - PER SCHEDULE SLOPING FRA LUED LAMINATED BEAM • ....:........ MING ;, VEL SHALL BE CONTINUED GLB - MST48 MST48 SEE 10/S1.2 AT DECKS PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE DOWN TO FOUNDATION OR SUPPORTING BEAM. GIRDER TRUSS GT ' • • • • • ' ' ' ' JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS - BEARING WALL-�- SHALL BE DOUBLED U.N.O. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM INDICATES PER SCHEDULE OF (1) S LA0. OF BLOCKED FLOOR KING STUD AT EACH END FOR BRACING U.N.O. BUNDLED STUDS SEE 9/81.1/ DIAPHRAGM 3 •� 3. WALLS INDICATED ARE. BELOW .THE FRAMING LEVEL SEE PROVIDE (2) TYP. U.N.O. BEARING WALL SCHEDULE 9 S1. _ / 1. WALLS ABOVE ARE SHOW 14. PROVIDE MINIMUM (2) 2X BUNDLED_ (TRIM) STUDS UNDER t'�` SCREENED/HALFTONE. EACH BEAM, TYP., U.N.O. POST TYPE - E PER PLAN ATTIC ACCESS CONTINUE TO FOUNDATION AT CEIUNG 4. PLUMBING, MECHANICAL,AND ELECTRICAL 15. AT SAWN LOMB CAL SYSTEMS .SHALL ER JOISTS, SOLID BLOCKING OR SQUASH . OR BEAM BELOW - BE DESIGNED AND BUILT TO ACCOMMODATEBLOCKS ARE REQUIRED UNDER ALL 1/4 PER FLOOR POSTS AND AT EACH ®. ATTIC ACCESS WOOD SHRINKAGE (ACCUMULATIVE): HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE AT WALLS 16. PROM - 5. SEE DETAIL 10/S9.0 FOR TYPICAL HEADER BUNDLED STUD DE FLUSH MOUNT JOIST HANGERS PER SCHEDULE � - - CONSTRUCTION. SEE 8/89.0 FOR BUILT-UP BEAM _ ABOVE U.N.O. PER PLAN. CONSTRUCTION. = 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE - 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND, VENTING R TREATED WOOD SHALL BE G185 CORROSION RESISTANT 0 Note: LOCATIONS. TYPE 304 OR 316 STAINLESS STEEL ALL SECTION CUTS ARE TYPICAL 18. REFERENCE - NCE ARCHITECTURAL PLANS FOR 7. FRAMING MEMBERS R VEN11LAilON _ AND SHEATHING. SHALL BE PER _ STRUCTURAL NOTES ON SHEET S1.0.. REQUIREM TS ` 8. S0 ME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEAR .. WALL SCHEDULE ON SHEET S1.1. FOUNDATION NOTES FOUNDATION 0 SCHEDULE 1. ALL SOIL BEARING SURFACES ARE SUBJECT TO INSPECTION AND APPROVAL BY THE GEOTECHNICAL ENGINEER PRIOR TO REINFORCING FOUN AND CONCRETE PLACEMENT. 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS TYPICAL U.N.O. 3. VERIFY ALL DIMENSIONS PRIOR TO cnnlSTRi jrnnN. MARK F1 FS DEPTH 8" 12" WIDTH 1'-4" 1'-6" LENGTH CONT. CONT. . REINFORCING 2 CONT. O #4 (2) #4 CONT DETAILS TURNED D OWN SLAB EDGE 6,7,8/86.0 TYP. THICKENED SLAB FOOTING 9/S6.0 WOOD PANEL (-3'-0") BOTTOM OF FOOTING ELEVATION F2 12" 24" 24" (2) #4 EA. WAY POST FTG.: 4/86.1 T.O.C. m F16 8" 1'-4" CONT. (2) #4 CONT. FTG. W/ STEM WALL: 16,17,18/S6.0 SB 12" 2'-0" 3'-0" (2) #4 CONT. SHEAR BRACE FTG.: SBA -3/86.1 DATION LEGEND F1 O SEE FOOTING TYPE THIS SHEET. rn WOOD PANEL (-3'-0") BOTTOM OF FOOTING ELEVATION SHEARWALL P6 PER SHEET S1.2 T.O.C. m IrTo- -0 TOP OF CONCRETE ELEVATION HOLDOWN PER SCHEDULE PAHD22 HPAHD2 SHEET 81.3 S.J. SHRINKAGE CONTROL JOINT PER DETAIL 5/S6.1 Note: C.J. CONSTRUCTION JOINT PER DETAIL. 6/S6.1 ) ,-. ALL SECTION CUTS rT, ARE TYPICAL 00 c0 o GRAPHIC SCALE 4 0 2 4 g B C D E IN FEET ) A g 1 inch = 4 ft. E 40' 0" - 20'-0" 20'-0" T�204 .0 S6.0 SIM. PT2X10 RIM +co . ro q - - .... 136', 0000 0000 0000 0000. • PT 10 R .'.;d •0.0.0.0 0.0.0.0. 0.0. .. •0.0.0.0 • •.•.•.• 0.0.0`0. 0.0.0.0•. .•.• .. .. .. :• c�. F2 .. .. :.. . �. IM J -}- a .. - is 6',.,. .'.`....... .... :.':' :..: 0'0'00. ..Q... .. Q. 14 10 -PT-'IX8 0 P•' ASM.'..'.'.'.'..'L F P2 EM.'...:...........'.:...: P.. 89.0 - . Si.2 YP. I 21-910 61-9" _ \ \ �4 6 -9 10 2 -9 _ ST48 7. cb'.'. ::...,: ST. MST4 . . II • .. ... . p� ; . I I'::' I:..: l l:'. . CONT. 2X12 RIM ...... • • • P2 P2 6 .� .. o • •'• '•'•PT X1' D fl...; ... 0000.. . V4 T.O.C. T.O.C. 6 P2 P2 1 _ .1 S6.0 " 86.0 '� _ _ ,�.. CONT. 2X12 RIM 2 f .' _ ar I s _ _ 4111 _ 1 i D 6X DR p c�.9.0 2 € --- 2T.O.C. E. 1 �, � 2 �X86 DR 62 +0 I6 02X8 HD 2X8 HDR I F1 I I II II II II N f fSTHD14STHD14 I I ( I Fs j I 15 STHD14 I III \ m I I �' II,. II �" II I'll I� J�IH I[ I j � � f rp. � I IIIA ��' � , � ill .II 1 I I ! I (-2'-0") ' I III �' f II 'Cn r9A IF86.0 i _ - DBL 2X12 JST - 'i _ , DBL 2X12 JST o I 'I I -- w � to F1 I lllf I I I I I I ;Ip[ I I�I ._..�.,.�._.._._�lr�.� _ 2x12 a is" - r € 2'-0") - - - - i F� I F - - - - 7 11 I ! _ j [ - -- I f j _ __ -I _ - FS I ,.. ? F I I - _ .. ._._ - - - .� r - -e - 1 - - 3 CN € Ia 10 1 1 Vii€ _ .I r9 B I P6 P6 ' - I I f € I _ = 2X1 I; JCS 'i i I FS I I E S1.2 I 913€ ;1 r r I = _ ,- I I I' - _ _ U. - - P6 FS I - 3" II (3tl I I1 o- I 89.0 L _ N i i I ,,04 I e € 1 1 89.0. 3 _ _ -- - - t Ii - - _- -- I I I T.O.C. € ; 1 3 - - - j --1 - f 89.0 R 3 I ►M. TO.C. P4 +0" t c T.O.C.STHD I h S D14 +0" P4 +0" I T.O.C. c _ P4 MST37 p4 I v k l P4 +0 M - = _ = P4 z I s - - ST37 - - �c 10 _ P4 ' I P4 s o 4'-3 1/2" 3'-10 1/ 10 1/4 4'-3 1/2" TYP. 81.2 N = = = = = = _ - - - = - _ s- I N € _w to s a o j -- - F1 I� __ __ -= I=-f�- a 2 -0Ld I I Ld n. F1 / Q _ = - _' is ) o P6T o o ® _ _ _ - - € f - - 7 cn - - - - - - _ 12 16 O.C.Y _ _ _12) 2X12 16" O.C. I �. 86.0 7 i�En - - _ 56.0 N v' I _ _ _ _ _ = r� in 6 I . 0 x _ - -- y s __ o� #4< 89.0 ! I.� i 1 ' i I = = =,r= _ = �c RECEIVED ; 4 °' o - _ ? ., 1= _ I I _ s I 11 L ` 1 1 4 `Y ITY OF TUKVV �...._.� - ► _ � 1 ' - -- _ _ _ _ , : 89.0 m Il+A T.Q.C. 1 I ' I `- +0 " T.O.C.r. --- .r - ---- ==-= 'I I: -moi. m Lj A +o •, - - ----- ,-�_ -- _ - 2016 • --- - W HOUB F1 ERMI LATER .0.130 �:9:C. T.. O HDU r / f,. - _ % -, i ...r f- � -Z +6 ' -4" (2 O") +6" r (-2'-0") TB:E' T.O.0 y IH II II �' Al I ,� � /- E --I - - L� _ - F� _q - +6 ?� 1 L' 5.1 13. 2 ' D ' '/ /� = �� _�' �' 111` fII (;f` ��� 'I �� II IiII slcn 4 -� H -r i- DR I` `i.. 5 8 2P2 ! � - �T` 86.0 " 2P2 86.0 222 8 -�, .. _ _ . I e _ :Z- 2P2 J - 2P2 6.0 5 CONT. 2X12 J MST37 MST37 �_ zl a_ 2P2 1 /!Os 16'-3" 3' g° " ZE o m T. 2X12 RIM C 5 16 -3 20'-0" 20'-0" MST37 MST37 400" ST37 MST37 ' _ 10 F ---I S1.2 YP. REF. Foundation Plant A C H REF. SCALE:. 1/4J = 1 -0 ,.0 E A Second Floor Framin Plan C SCALE: 1/4" CJ rn 0 o m Z ) ,-. rT, CQ o CO 00 c0 o 0 CO m � � m C o •Qf � � W o y +� U �z 0 0 ol 0 Lr) o C\2 W o 0D co CJ S200 � ��.-�" S200 - FRAMING NOTES FRAMING LEGEND 1. ROOF FRAMING PRE ENGINEERED PLATED WOOD TRUSSES 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON �— • -o FLUSH BEAM WOOD PANEL . 0 24 ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL STRONG -TIE. ` FB SHEARWALL OVER FRAMING BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 DROPPED BEAM[EliSEE 11 /S1.1 AT ROOF FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. DB HEADER - SEE 10/S9.0 HOLDOWN 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. HR PER SCHEDULE -' • .. SLOPING FRAMING SCHEDULE U.N.O. LAP JOISTS a ATOP WALLS. SECURE JOIST �+— --® GLUED -LAMINATED BEAM MST48 MST48 SEE 1O/S1.2 AT DECKS TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND :: 12. BUNDLED STUDS FROM THIS. LEVEL SHALL BE CONTINUED GLB DOWN TO FOUNDATION OR SUPPORTING BEAM.. ®— —® GIRDER TRUSS PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE GT - BEARING WALL JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLSPER SCHEDULE BLOCKED FLOOR INDICATES NO. OF % SHALL BE DOUBLED U.N.O. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) SEE 9/S1.1 ;� DIAPHRAGM I KING STUD AT EACH END FOR BRACING U.N.O. BUNDLED STUDS - 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL SEE .� PROVIDE (2) TYP. U.N.O. ATTIC ACCESS 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER °c - - BEARING WALL SCHEDULE 9/S1.1. WALLS :ABOVE ARE SHOW POST TYPE PER PLAN } SCREENED/HALFTONE. EACH BEAM, TYP., U.N.O. AT CEILING CONTINUE TO FOUNDATION 15. AT SAWN LUMBER JOISTS SOLID BLOCKING OR SQUASH OR BEAM BELOW 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL ®, ATTIC ACCESS BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH AF nFsir.NFn eNn RI m r rn errnr�unne� 1 /a" PFR n nnR AT WAI I S WW F� 0 0 O rn CV wl M �} O rn ci 0 6 Z w o co to 0 • to "" 02 L � r/2 o � C 4.3 C'2 C +� W�"� �f 0 N 0 ao O c z ol t!) CD °�° 62 ��Y��'rM 0 a W 5A WW F� O rn CV wl M �} O 0 0 6 o • � o 0 ao _ 0 a W ai N N W CL z w 4� O j 00 00 M l J ►� 00 pq cd V1 N • <G rn o 47, rn o 0 O co m w O co w CQ Co p Cr 0 (L) (n 4j 00L rd CSI 0 m cn O �o C � C\t c ,W r7 ao W u 0 C\ LO U� CO z CO °.�° to CQVOR 000 M cd M 0 • <G o 47, rn o N vi M .- O O w O 0 �o ao 0 000 M cd M 0 z C/� N H < o 5 a _ m w U CL U w w a w z 52.2 wJ 0 �o 0 000 M cd Oo I�MH C/� N 52.2 BAR SIZE LAP CLASS Fac = 300OPSI rc = 400OPSI r� TOP BARS OTHER BARS TOP BARS OTHER BARS #3 A B 17:; 23 14 17 15 20 12 15 co o -4 ce) cc 4 A B 23 30 18 23 20 26 16 20 o C +-' 0 #5 A B 29 37. 22 29 25 32 19 25 CQ 'n A B 35 45 27 35 30 39 23 30 t Eby11 INt. �000 cc3 0 cd �! Cr) 1.: LENGTHS SHOWN ARE IN INCHES. RECOMMENDATIONS ST :RECOMMENDATIONS aJ. _ � D 90 DEGREE j 2. TENSION LAP SPLICES SHALL BE CLASS B UNLESS ONE HALF OR LESS I . I I ' I I . I I unnk nnun� 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 SHOWW 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. n lkinorAcc I Ao 001 1/%C 1 CAIf-Tu OV 4 T CAD 1 IPUT UCIf [JT f`nAlf`ACTC. - - - - _�1 R � t � 0 . r� ,-q co rn �;t `117I�I1� V (P) to � 0 � Z � co o -4 ce) cc 0 tr00i L 112 Gi Go 6 w o C +-' 0 Wry 0 CQ 'n U14 �zCQ L4W 0 Co � t Eby11 INt. _�1 R � t � F r� CO A �;t `117I�I1� o \ (P) to � 0 0 r _�1 r� CO A o \ (P) to � 0 0 r w � 0 0 � o �000 cc3 0 cd �! Cr) O MH 0 z H 5 K a m W c U CL N Q W S CL C7 w zz _�1 r� �rI 0 U � o �000 cc3 cd �! Cr) O MH _�1 SB -1 Application Brace Anchor Bolt Dia. (in.) Minimum. Footing Width (in.) ( ) Embedment Depth (in.) Minimum Footing Dimensions, (in.) Wind SDC A-13 SDC C -E C1I C2 C3 Standard or Portal iSB 12x_ 7/8 22 STANDARD !LEVEL® SHEAR BRACE INSTALLATION 8 SB -2 ALLOWABLE SMALL HOLES -ALL BRACES 12 SB -3 PORTAL FRAME SHEAR BRACE INSTALLATION see below. OPTION A 6-Y4" lag screws, provided EDGE DRILL ZONE FACE DRILL ZONE • Middle Ya of brace thickness Maintain %" minimum edge 6 with 12" brace (3 front, 3 back) • 4 front 4 back distance from chase and 8 with 18" brace ( ) outside edge, typical •12 with 24" brace (6 front, 6 back) 9 YP HOLES - For frim zones, Start screws 3V (±V) • Maximum three holes from bottom of double see below. _ r in face and three in top plate or header _ edge -ti 7 " " holes maximum = Optional OSB shim, A maximum �4 dia. P 6". o.c. minimum ° Verifybrace � Countersink(Ydeep " x 1"dia.) and install - is plumb at an angle that prevents screws from exiting 9 0 sides of top plates or header. Offset screws " e Y2 front to back to avoid interference. No holeswed o : all install screws An installation template is Do not p in lower0 o 4 f in electrical chase available from your r e e • brace Verify brace from either side. representative. `: 1s plumb Install _ o nut finger—tight 9 er ti ht _ Plus Je turn minimum - - 0 Hold—down Hardened nut Washer Threaded rod S1372 SMALL HOLES ALL BRACES Ensure concrete is level and _ ALLOWABLE LARGE HOLES - STANDARD AND STK BRACES i B 1 ,i■ SB -5 PORTAL FRAME SHEAR BRACE w/ 5Y4" or 5Y2" WIDE HEADER (similar for 3Y8" header) 3Y2" wide x 9Y4"-18" deep header as specified. See SB5 for other header 9X4"-18" deep header, as specified. widths and allowable furring. Center over brace width. Optional OSB shim," maximum Portal straps (provided): Maintain Portal straps (provided): Maintain minimum edge distance. Attach with (16) l000 min !mum edge distance. Attach with (16) 0.148" x 2)C (minimum length) nails, 0.148" x 2%" (minimum length) nails, 8 into the header and 8 into the brace. (8) into the header and (8) into the brace. Minimum 2 }¢" x 10" furring ock Connect header to brace with 6Yf" lag OSB. Attach furring to brace with screws provided 10 0.131" x 2 " nails. With 3 " wide P ( ) 3� 113. • 6 with 12" brace (3 front, 3 back) headers, attach furring to header. - • 8 with 18" brace 4 front, 4 back • 12 with 24" brace (6 front, 6 back) Connect header to brace with 6-Y4" lag screws, provided • 6 with 12" brace (3 front, 3 back) • 8 with 18" brace (4 front, 4 back) • 12 with 24" brace (6, front, 6 back) Start screws 3Y2" (±r) from bottom of double . _ top plate or header Optional OSB .shim " maximum Y4 deep x 1di.) Countersink ( oand install at an angle that prevents screws from exiting 9 ' o header. Offset screws ..sides' of to lutes r X2" PP avoid interference. Y2 front to back to installation template is screws An rust Do not install serep In electrical chase available from your iLevel from either side. representative. E .:. SB 5 PORTAL FRAME SHEAR BRACE �/ 5_WIDE HEADER Install nut finger -tight smooth beneath brace. Plus Jia tum, minimum Anchor bolt spacer �a Grind and fill as necessary. (in addition to Small Holes above) o General Notes Hardened nut Hold-down No holes allowed Foundationsystem9 design in top 8" of brace Washer ° is the responsibility of. the P Y designer or specifier m FACE DRILL ZONE Anchor bolt spacer ° Center of brace as shown OPTION 8 6-Y4" lag screws, provided, installed from the top • 6 with 12" brace • 8 with 18" brace / Minimum 12" • 12 with 24" brace HOLES ° above existing hole • 4%" dia. holes, maximum Optional OSB shim, f,UA 11 two 4" ° maximum For trim zones, _ dia.holes or one 4 Y4" x see below. 12" hole ° 0 • No minimum on—center T` readed rod Ensure concrete is level and smooth beneath brace. Grind and fill as necessary. Foundation system design is the responsibility of the designer or specifier PORTAL TRIM ZONES *.Trim height from the top of the braces only. Do not trim the sides or bottom. • VC maximum allowable trim for portal braces. 1. !Level Shear Brace is manufactured and trademarked by iLevel?, a Weyerhaeuser Business, Boise, Idaho. 1-888—ilevel-8 . (1-888-453-8358) _ 2. The ilevel Shear Brace is approved per ICC -ES Code Evaluation Report No. 2652. The iLevel? Shear Brace has R—values which are consistent with typical wood frame construction. They may be used as an alternate braced wall panel in accordance with IBC Section 2308.9.3 and IRC Section 602.10.. 3. Installation of theroduct shall be done in strict conformance to these drawings and the iLevel? Shear P 9 Brace Specifiees Guide. Modification to this product and associated systems or changes in the installation methods shown on these drawings and the Specifrees 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. I 4. The contractor shall verify all dimensions,. conditions, elevations, etc. prior to installation of any j components for the iLevel Shear Brace systema 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 j 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. LAR E HOLES ALL BRA ES SB 3 PORTAL FRAME SHEAR BRACE INSTALLATION1S13-r41 !LEVEL SHEAR BRACE NOTES. S6-� STANDARD (LEVEL SHEAR BRACE INSTALLATION SB 11 ALLO ABLE G C BA— ANCHORAGE FOR STEM WALL OR BASEMENT WALL 1 Cracked Concrete Embedment Depths and Footing Dimensions for Threaded Rod 11H2K3) Application Brace Anchor Bolt Dia. (in.) Minimum. Footing Width (in.) ( ) Embedment Depth (in.) Minimum Footing Dimensions, (in.) Wind SDC A-13 SDC C -E C1I 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 _ ttf LO m 4w, `r ol Tie threaded rod to Standard iSB 24x_ 1 32 10 11 14 18 16 Two-story Stacked iSB 24x_ STK 1 35 10 12 16 19 16 Allowable Uplift for A307 Threaded Rod E E+ 3 Wind Seismic 7/8 14,200 lbs. 1 19,900 lbs. 14,900 lbs. y 0 0, c�l rn o vt 0 Cn d- 0 r- Jam nut cn - Cit CO C) F... M M m 0 Co w L, Cit M CO 0 �1 a� Co 4� Threaded rod s4 _ ttf LO m 4w, `r ol Tie threaded rod to o m M 0 00 Additional Notes for Anchorage Table Footnotes i r, footing reinforcement n i'w" 3YM,y4 w`t���f,�t� a Grooves - Appropriate for use in areas governed by IBC or IRC ( "Anchor bolts are ASTM A449 or ASTM Al 93 B7 threaded rod .� (recommended) 0 , " To install Shear Brace centered - Anchorage embedment Is based on ACI, 318 Appendix D _ Concrete assumptions:allowable and are applicable for any brace loaded to its maximum shear with combined vertical load. a d Double nut n .washer .assembly Q 0 under a W header or beam, align Bolt Holders - minimum fc of 2,500 psi; phi = 0.85 (condition A) the to the i�1ASTM A307 threaded rod may be substituted for all 12" wide brace applications 5 4") grooves -.1Q Is measured from the top of washer with inside face of formwork. top of the footing PASTM A307 threaded rod may be substituted for braces where - for expanded tables and additional information, see holddown uplift at allowble design shear is less than the ICC -ES 2652 following: BA - ANCHORAGE FOR STEM BALL OR BASEMENT WALL ALL BRACES 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. Section C—C - 2" in. Anchor bolt spacer 1 in. Threaded rod, grade A449 or Al 93 B7 I �•. '•'•� •`! ." �` ' "dia. at iS812x .•. { • Jam nut below A. '• anchor bolt spacer dia. at iSB18x o ,� o► o ; ; 1" dia. at iSB24x c Stem wall per code a 3 " c _ `• Ported coupler compatible CL " `.;.;� " with A193 B7 threaded rod, a" as required 0 - •'.tiY - - s 0 ,: ; •-'j': :r Monolithic or :.. two pour Q, ' 0 Ca E ' o °0 3 '' ' �+ Second anchor bolt o 3 �: t• o.+' • spacer recommended ,- o o , o Jam nut belowc for two-stage pour o 0 or bolt spacer 4' #4rebor per code or plan o IE&�VD OF TUK i Double nut and washer assembly :SIT WI._A 0 AR 08 2096 > C3 Brace width C3 C1 C2 Footing wfd� MiT CENTER E LC M t 3t, rn aid 0 r, co rn c�l rn o vt 0 Cn d- 0 r- Z cn Cit CO C) M m 0 Co w L, Cit M CO 0 a� Co 4� Win•. s4 _ ttf LO m 4w, `r ol �z o m M 0 00 t ,. t C i r, 00 n i'w" 3YM,y4 w`t���f,�t� a 'r�i`'+vtif "^ U. .+' •� �=r �i�F Jo- u Zar 4,r •. t.. cd "Cl 3t, 4 — aid f� • -f •1 W E� c�l rn o cc3 W E� c�l rn o vt 0 Cn d- 0 r- w O Co 4� m 0 00 C 00 �-� 00 cd "Cl .� 0 Z (ZN 5 N w w � U w U) ccEL w cc3 4.) t� An, AOL 44 4� m 0 00 00 �-� 00 cd "Cl .� (ZN BEARING AND/OR SHEARWALL PER PLAN BEARING. AND/OR SHEARWALL PER PLAN BEARING AND/OR (3) 0.148" X 30' PLATE NAILING PER SHEARWALL PER PLAN BEARING AND/OR SHEARWALL SCHEDULE PLATE NAILING PER SHEARWALL PER PLAN 0.148"X3.25" 0 6" O.C. MIN SHEARWALL SCHEDULE //--PLATE NAILING PER PLATE NAI 0.148"X3.25" 0 6" O.C. MIN SHEARWALL SCHEDULE UNG PER FLOOR SHEATHING AND NAILING ! 0.148 X3.25 0 6 O.C. MIN SHEARWALL SCHEDULE PER STRUCTURAL NOTES S1.1 ! EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING 0.148°X3.25" 0 6" O.C. EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING I MIN „ ! PER. STRUCTURAL NOTES S1.1 EDGE NAILING PER SCHED. I 4l-0" RIM/BLOCKING TO TOP PER STRUCTURAL NOTES S1.1 ! FLOOR SHEATHING :AND NAILING , PLATE. -PER SHEARWAL RIM/BLOCKING TO TOP - } PER STRUCTURALEDGE NAILING PER SCHED. PLATE PER SHEARWAL } RIM/BLOCKING TO TOP NOTES S1.1 20 12d . I SCHEDULE -PROVIDE _ , SCHEDULE - PROVIDE PLATE PER SHEARWAL RIM/BLOCKING TO TOP. �'0:148"X3.25'�0�6°O.C.•MIN ". ". 0.148-X3.25 0 6 O.C. MIN ' . } SCHEDULE -PROVIDE PLATE PER SHEARWAL I , - 0.148 X3.25 '0*6" O.C. MIN . . . . . . -PROVIDE SCHEDULE 0 148X3 . .. ..:SSSS..... :25 6 O.C. MIN ' II, t jt , , ...................... , - FRAMING PER PLAN I EDGE NAILING PER SCHED. .. � � TOP PLATE , f� I ! EDGE NAILING PER SCHED. .._SSSS EDGE NA ILING PER SCHED. . . .... BEARING AND/QR , BLOCKING AT 48" O.C. ` _ ` SHEARWALL PERPLANFRAMING PER. PLAN.BEARING AND/OR EDGE NAILING PER SCHED.. ! / SHEARWALL PER PLAN BEARING AND } FRAMING PER ► /OR , ADD RIM JOIST/BLKG. _ } BEARING AND SHEARWALL PER PLAN FRAMING AND/OR I NOTES. }} PER PLAN AS f SHEARWALL PER REQUIRED BY �. PLAN 1. SE ADD RIM JOIST/BLKG. STUDS SHEARWALL SCHEDULE CURE JOIST TO WALL WITH o. - f : 131 X2.5 NOTES: EA. SIDE, :DOUBLE JOIST AS REQUIRED BY ADD RIM JOIST/BLKG. t SECURE JOIST. TO WALL NOTES: » t12 AS / MIN. FROM END. - `' SHEARWALL SCHEDULE REQUIRED BY _ WITH 0.131-X2.5- 1. SECURE J EA. -SIDE, SHEARWALL S JOIST TO WALL 2. SECURE_ » CHEDULE " „ 1 1/2 MIN. FROM END. WITH 0.131 X2.5 EA. SIDE RIM JOIST TO PARS BLKG. WITH 0.131"X2.5 PARALLEL FL 1 1/2" -MIN. FROM END. ' NAIL TOP AND BOTTOM. _ _ 1'-0" PERPENDICU AR NOTE: " - 2. SECURE RIM JOIST TO SCALE: 3/4 = 1'-0" _ PERPENDICULAR AR " SPLICE & JOIST WITH 0.131 X2.5 NAIL TOP PLATES " AS SHOW 1 E q / .. _ALL EXTERIOR, T I O R ALLNAIL TOP AND BOTTOM. PLUMBING, T O IF R A i GNG PA INTERIOR �CAi F; 3/4" = 1'-Q RTY & SHEAR ,ALL TO FRAMING: SCALE; 3 4 1'-0" AND AT ROOF. [❑ INTERIOR AL f -L TO, FR A I G E TE RI OR A L L ❑ TO JOISTS- ..FRA ING C STS PERPENDICULAR TOP JOISTS .PARALLEL D PLATE SPLICE LATE NAILING PER " - PLATE NAILING PER _ SHE _ ARWALL SCHED. TYP. SHE 3; ARWALL SCHED. TYP. 3 LAP JOIST 4" AND SHEARALL SHEATHING & f SHEA RALL SHEATHING & USE 3 ...NAILING PER SCHED. 3_ �`� - O 8d NAILS NAILING PER SCHED. _ AT SOLID BLOCKINGzz� RIM TO TOP PLATE RIM TO TO TO BEAM A35/LTP4 PER P PLATE S l A35/LTP4 PER SHEARWALL SCHED. JOIST HANGER TOP PLA ��` i SHEARWALL SCHED. ,. p TE JOISTS PLYWOOD PLYWOOD SPLICE SEE EE 5 .... : THIS SHT. SSSS.. PANEL BLOCKING AT NON BEARING WALLS AS REQ. HEADERS -MAY BE AT REARINa-WALLa— ;X1ATTACHED TO KING STUD STUDS AT HEADERS: W/HUC HANGER OR A34 16 O.C. TYP. 2X8 0 2X4 WALLS A35 CLIP: - - - " JOIST PER -PLAN TYP. it � .JOIST PER PLAN TYP. U. N. . �,2 � 2X8 0 2X6 WALLS 2 2X4 MIN. BUNDLED JOIST PER UNLESS NOTED JOIST PER 1 �z " JOISTS " PLAN OTHERWISE PER PLAN BLOCKING AT 48 O.C. (2) 16d ®12 PLAN Typ' JOIST HANGER 2X BLOCKING TRIPLE JOIST � TRIPLE JOIST KING STUD-TYP. f BEAM PER PLAN BEAM PER PLAN SHEATHING AND NAILING SHEATHING AND NAILING FACE NAIL W/ PER SHEARWALL. SCHED. PER .SHEARWALL SCHED. (2) 16d ®12 0. . TYP. AT BEARING WALLS . -TYP. - TYP. TRIMMER S AT NON-BEARING WALLS STUDS: (1) TRIMMER STUD NOTE: FIRE AND SOUND � OPENINGS UP TO 5'-0 WIDE SCA : 3f4" = 1'-0" RATING INFORMATION ,PER �21� 0 OPENINGS 5'-1" &GREATER ARCH. A: FLUSH BEAM B: DROPPED BEAM UNLESS NOTED OTHERWISE PLAN SCALE: 3/4" 1'-0" TYPICAL PARTY ALL 7 Oi' USED RUI - BUILT U P BEAM SCALE: NONE TYPE COIF N TO WOOD EEA _ 10 1'YP. HDR. AT S1'RUC1'. WALL UNLESS HANGERS/HARDWARE ARE SHOWN UPPER WALL ON PLANS, BEAMS BEARINGWALL PLATE NAILING PER BEARING SHEAR WALL NOTE: SEE ARCH. FOR STAIR (4 ON STUD WALLS SCHED. FOR UPPER WALL N AND BLOCKING REQUIREMEN REQUIREMENTS I SHALL BE .ANCHORED- W/(4) 8d TOENAILS PER -PLAN AND SCHEDULE 0.148"X3.25"' MST37 STRAP FLOOR NAILING PER 0 4" O.C. STRUCTURAL NOTES P.E.N. PER UPPER WA L HOPI STAGGERED LL ZONTAL RUN TOP PLATE 2X BLOCKING TYP. CONT. RIM JOIST 2X12. STRINGERS FOR L<84' TOP PLATE_ 1. 5X14 LVL STRINGERS FOR .84'<[!<l40 - BEAM — A35 PER PLAN BEAM A TOP PLATES PER PLAN BEYOND II I WALL STUD BLOCK FLOOR - / ' MIN. 1 PROVIDE (4) LTP4 BEAM PER PLAN PROVIDE DIAPHRAGM EDGES -- - STRINGERS LANDING EACH SIDE OF (4) LTP4 I I I BEAM EACH SIDE OF BEAM BEAM PER PLAN (2) 8d TOENAILS (2) 8d TOENAILS I EACH SIDE EACH SIDE 2x I I 31 I PER PLAN I _ I 2X RIM JOIST I ILII IVI POST PER PLAN . _ (2) STUDS U.N.O. � I I I i ON PLANS 2x BLOCKING IAI IN P.E.N. PER LOWER WALL EXTERIOR INTERIOR BEAM/HDR 0 SIM. I} - WALL WALL' WALL AND CEILING „ _PER ARCH. LOWER WALL- �/ /� WIDTH 1 4" VERIFY TIP.. TOP PLATE - p q BEARING SHEAR A _ T TYPE TOP PLATE / WALL 3) STRINGERS FOR W<42 SCALE: 3/4" _ 1'-0" - PER PLAN AND SCHEDULE (4) STRINGERS FOR 42"<W<48" SPLICE �+ p SCALE: 3 SPLICE AT FLUSH EEA /4 - it -off TRUSSES PERPENDICULAR ELEVATION AT WALL SECTION A -A AT WALL SPLICE AT DROPPED EEA 13 EEA.. TO E AILI G 14' EXTERIORWALL TO WA UPPER WALL: FRAMI 15 TYPE LL PLATE NAILING PER BEARING/SHEAR WALL STAIR FRAMING AT ALL .SCHED. FOR UPPER WALL ' PER AND SCHEDULE UPPER. WALL• NOTE: NO WALL ABOVE AT SIM. WALL PLATE NAILING PER BEARING/SHEAR WALL SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE FLOOR NAILING .PER P.E.N. PER UPPER WALL STRUCTURAL NOTES CONTINUOUS STRAP SEE ARCHITECTURAL DRAG STRUT PER PLAN FLOOR NAILING PER P.E.N. PER UPPER WALL FOR, ALL FLASHING DETAILS STRUCTURAL NOTES BEAM PER PLAN POST -WRAP PER 1 3/4 PSL BLOCKING P.E.N. PER LOWER WALL ;fib y ARCH. - 2X BLOCKING DIAPHRAGM NAILING. N i ABU660ST WITH ,- BEAM ALIGN WITH BLO K FL OR . . . . . . . . . . :: . . . . POSTER OF WOOD DIAPHRAGM EDGES 7 - . . . . . . . . . . . . . . . . . . . . . . . . . I� JOIST �\—SIMPSON A35 EKG. -®��_—�._.® SSSS ---�..m--,��..���a....�_�r�-=—PER PLAN JOIST- PERTO TOP PLATE BEYOND � ........ ,.. BEAM/HDR 0 SIM. PLAN'- TYP. SPACING PER JOIST i - } ' SHEARWALL SCHEDULE PER PLAN P.E.N. PER LOWER WALL— SHEARWALL ALL i H PANEL SHEATING/NAILING�.�• SHEARWALL BEYOND eEAM�C� CEILING HOEDOWN STRAP PER PLAN -�-� SHEAR WALL SCHED. TO MATCH LOWER WALL° i 2 5 .8" DIA. x 'I I E ' ! 6")LAG SCREWS;I I!! PC POST CAP (-) AT 24" al I I� {�� O 2Oi6 PER ARCH. 18 _ W LOWER WALL: - WALL jo S1. ALL AND CEILING I - STAGGERED ,! !! PER ARCH. BEARING/SHEAR WALL i STAGGERED LI I HERMIT CANT PER PLAN AND SCHEDULE �R 2X LEDGER .SCALE: 3/4" SCALE: 3/4" = 1'-0" Cl.•,,I r-_ Is _. _e a -- O 00 H 00 4 00 ' • r-+ � N rn 0 rn Zcis ^ v� C\2 - cr) cfl o (D L CSI m � cri (D C 3 o c\2 p Rf L 4 0 �z� o Lo Lo W coo C a -- O 00 H 00 4 00 ' • r-+ � N 1\VV1- 11\VJJ rLl\ 1: L/91\ - - - - - � � j - � � / � � TRUSSES PER PLAN f SIMPSO + TRUSSES PER PLAN REVD. DSC DRAG. STRUT HANGER /' �' � �\---OVERHANG PER 'I ARCHITECTURAL 0.131"X3" TOENAIL 0 6" O.C. 0.131'X3" TOENAIL 0 6" O.C. BLKG TO TOP PLATES BLKG. TO TOP PLATES LTP4 0 24" O.C. BEARING AND WALL BEYOND SHEAR WALL SHEARWALL PER PLAN I SHEATHING AND NAILING PER 1 SCHEDULESEE R WALL SHEARWALL SCHED. TYP. SCALE: 3/4" = 1'-0" TYPICAL TYPICAL PERPENDICULAR 11 DRAG TRUSS TO ALLTRUSSES AT PARTY 0 12 DRAG STRUT TO TRUSS 13 14� RAISED HEEL TRUSS TO WALL 15 WALLS ❑ ❑ D 0 ROOF ROOF FRAMING PER PLAN PER PLAN 8d®6"_ _• ROOF SHEATHING PER • TRUSS BLOCKING ROOF TRUSSES STD OOF TR SS CLIPS STRUCTURAL NOTES, SHEET 81.0 - EAVE PER PANEL PER PLAN AT 48• O.C. W/ NAIL IN (2) 12d 2X4 BLOCKING. ARCH. SLOTTED HOLE TO ALLOW EA. END EA. BRACE 2 X 4 BLK'G 0 48" N VERTICAL: TRUSS MOVEMENT 2X4 EDGEWISE W/ (2) 16d TOENAIL ROOF FRAMING 2X4 ®48" D 0 24" O.C. EA. END PER PLAN RECE E (6) 12d - l GABLE END RBPC ROOF BOUNDARY Cl Y OF T K L PROVIDE (2) 2X4 TRUSS : CLIP 0 48'O.C. - DIAGONAL BRACE , A35 (6) 10dX1 1/2" " ��R Q $ Z AT 4 O.C. 12d ®6' O.C. (• 148 DIA.X1 1 /2) DS DRYWALL STOP PER FLAT 2X " AT 16 O.C. TO WALL r• sd ®s O.C. ER IT CEN t•--� BRACE NOTES TOP PLATE BELOW: 2X VENTED BLKG. TOE.NAIL TO TRUSS. "r• _ �- _ . . . . . . . . . . . . . . . . . . . . . . . . . . W/(2�12d EACH SIDE N'1 SIMPSON H2.5 0 48" O.C. .- FLAT 2X BRACE 12d 0 6" O.C. T.N. SEE SHEAR WALL" " W/ 5 8d 1 /2 TRUSS HOLD CEILING FASTENERS " NOTE. DIAGONAL. BRACE REQUIRED PANEL EDGE A35 24 OR A35 FRAM G SCHEDULE 8d 31 X 2 TOP PLATE - ; I WHEN CROSSWALLS ARE GREATER THAN NAILING ANCHOR ®2'-0" W/�5� �.131XI .1 1 1/ ARCHITECTURAL 16 +/ BACK FROM WALL TO ALLOW I ; 8' APART FOR A 2X4 FLAT BRACE/ W. C . O I 8 8d BLOCK AS REQ'D I TRUSS.CHORD MOVEMENT E --I II SHEAR WALL BEAM/HDR 0 SIM. 10' APART FOR A 2X6 FLAT BRACE it SEE SHEAR WAIL NAILS BY SIDING/TRIMS 12' APART FOR A 2X8 FLAT BRACE SCHEDULE SECTION NONBEARING WALL PERPENDICULAR SEE SHEAR WALL WALL PERPENDICULAR WALL PARALLEL SCAM: 3 4' = 1'-0" . _ SCHEDULE S1.2 / SCALE: 3/4 - 1-0 SCALE: 3/4' = 1'-0' S BRA ING AT END WALLS [ 17 SHEAR ALL TO TRUSS 18 TYP SHEARWALL TO TRUSS 18 20 A -I 16 TRUS EXTERIOR WALL AT ROOF NONBEARING WALL SUPPORT C ❑ ❑ ❑ 0 rn 0 o m z .N c w CQ o C) •4 co CD 0 a� Li m c m m o C CQ a� W c o CQ 41 x w v°Lo �zCQ 40 CD +�co cq 1- NOTE: FI AND SOUND RATING I I UPPER WALL- 8d AT 6 O.C. 0 o 0 o ocn_ INFORMATION PER ARCH. BEARING/SHEAR WALL BEARING/SHEAR - WALL PLATE NAILING PER PER PLAN AND SCHEDULE (3) 8d TO BLOCK,- TYP. � 2X4 W/ (2) 0.131" X 3" NAILS TO EACH TRUSS TYP. 00 SCHED. FOR UPPER WALL 00 UD 00 � M Lo 2X LEDGER W/ (3) 12d ATTACHMENT BETWEEN (2) 2X FLOOR NAILING PER- N to TO EA. STUD z o � STRUCTURAL NOTES N BRACES 0 SHEARWALLS TYP. - U26SL.D30 Q cn H m P.E.N. PER UPPER WALL to w ROOF EDGE NAILING I VENTED BLOCKING PANEL uj ccn vi w DRAG TRUSS PER DETAIL 19/89.1 FRAMING PER ; [L RIM TO TOP PLATE RE: PLAN PLAN PER SHEARWALL SCHEDULE NOTE: FRAMING A35 - PERPENDICULAR AT { P.E.N. PER LOWER WALL : W/(12) 8dX1 1/2' NAILS SIM. I _ WALL/HEADER (.131 "DIA.X1 1/2") 0 48"OC PER PLAN RE: ARCH.: PER PLAN. SCALE: 3/4' =.1'-0'. WALL ABOVE OFFSET U.N.O. PER PLAN 1 0 2 0 FAT _ LO R00 FLOOR Al . - _ 2x8 FLAT VALLEY OVERFRAMI ROOF SHEATHING DIAPHRAGM / SEE 16/S ATTACH TO TRUSSES W/(3) .1 od PER 7/89.1 n 8d ®6 OC SHEARWALL - PRE FABRICATED GT DIAG. BRACE 0 8 O.C. W/ -_ RE: PLAN ROOF TRUSS 0 (6) 0.131" X 3" TO BLOCK _ 24 -OC (TYP.) TRUSS - DESIGN FOR 150 I' 0.131"X3" TOENAIL 0 6" O.C. 2x8 RIDGE - PLF DRAG LOAD APPLIEAD AT TOP CHORD AND TRANSFERE SHEATHING AND NAILING PER BEAM (ATTACH TO BOTTOM CHORD SHEARWALL SCHED. TYP. YPICAL PAR LLEL DRAG TRUSSES TYPICAL. PARALLEL ARTY LS BETWEEN BRACT G 10 TRUSSES TO 2xS VALLEY PARTY ALLS NOTE: FIRE AND SOUND RATING INFORMATION PER ARCH. " 8d AT 6 O.C. TO BLKG. - 2X8 0 16" O.C. RAKE WALL MEMBERS FRAMING PER PLAN W 2" GWB EA. SIDE PER ARCH.) W/(4) 8d TN) I I PROVIDE BLOCKED A35 0 48" C. I I m 2x4 OPNG FOR TRUSS-/ 8d 0 6" 0. I E `f ATTIC VENTILATION HANGER EXT. 2X VENTED B G.- :NAIL CONTINUE ROOF PER SHEARWALL NAILTO RAF RS SHEATHING PLAN PER PLAN UNDERNEATH PRE -FABRICATION = It OVERFRAMING. ROOF TRUSS '0 SIDE 2x RAFTER 0 24"OC W/ (3) 8d TN 0 EA. END 24"OC If NOTE: GT HAS BEEN DESIGNED TO GIRDER TRUSS (USE 2x4 IF SPAN ` < 6'-0" SCALE: 3/4' = 1'-0" TRANSFER REQUIRED LATERAL LOAD. 6 _ 0 7 ❑ USE 2x6 IF SPAN > 6'-0-). OVERFRAING - 8 ❑ TRUSS TO GT CONFECTION _ 8d 0 6" O.C. _ GIRDER/DRAG TRUSS - O j OVER -FRAMING PER PLAN W/ CONT. 4� 7 DOUBLE TOP CHORD SHEAR TRUSS DESIGN. BY OTHERS w 150 PLF LOAD PARALLEL _ TO TOP CHORD ROOF TRUSSES, PER PLAN rn _ w W 1\VV1- 11\VJJ rLl\ 1: L/91\ - - - - - � � j - � � / � � TRUSSES PER PLAN f SIMPSO + TRUSSES PER PLAN REVD. DSC DRAG. STRUT HANGER /' �' � �\---OVERHANG PER 'I ARCHITECTURAL 0.131"X3" TOENAIL 0 6" O.C. 0.131'X3" TOENAIL 0 6" O.C. BLKG TO TOP PLATES BLKG. TO TOP PLATES LTP4 0 24" O.C. BEARING AND WALL BEYOND SHEAR WALL SHEARWALL PER PLAN I SHEATHING AND NAILING PER 1 SCHEDULESEE R WALL SHEARWALL SCHED. TYP. SCALE: 3/4" = 1'-0" TYPICAL TYPICAL PERPENDICULAR 11 DRAG TRUSS TO ALLTRUSSES AT PARTY 0 12 DRAG STRUT TO TRUSS 13 14� RAISED HEEL TRUSS TO WALL 15 WALLS ❑ ❑ D 0 ROOF ROOF FRAMING PER PLAN PER PLAN 8d®6"_ _• ROOF SHEATHING PER • TRUSS BLOCKING ROOF TRUSSES STD OOF TR SS CLIPS STRUCTURAL NOTES, SHEET 81.0 - EAVE PER PANEL PER PLAN AT 48• O.C. W/ NAIL IN (2) 12d 2X4 BLOCKING. ARCH. SLOTTED HOLE TO ALLOW EA. END EA. BRACE 2 X 4 BLK'G 0 48" N VERTICAL: TRUSS MOVEMENT 2X4 EDGEWISE W/ (2) 16d TOENAIL ROOF FRAMING 2X4 ®48" D 0 24" O.C. EA. END PER PLAN RECE E (6) 12d - l GABLE END RBPC ROOF BOUNDARY Cl Y OF T K L PROVIDE (2) 2X4 TRUSS : CLIP 0 48'O.C. - DIAGONAL BRACE , A35 (6) 10dX1 1/2" " ��R Q $ Z AT 4 O.C. 12d ®6' O.C. (• 148 DIA.X1 1 /2) DS DRYWALL STOP PER FLAT 2X " AT 16 O.C. TO WALL r• sd ®s O.C. ER IT CEN t•--� BRACE NOTES TOP PLATE BELOW: 2X VENTED BLKG. TOE.NAIL TO TRUSS. "r• _ �- _ . . . . . . . . . . . . . . . . . . . . . . . . . . W/(2�12d EACH SIDE N'1 SIMPSON H2.5 0 48" O.C. .- FLAT 2X BRACE 12d 0 6" O.C. T.N. SEE SHEAR WALL" " W/ 5 8d 1 /2 TRUSS HOLD CEILING FASTENERS " NOTE. DIAGONAL. BRACE REQUIRED PANEL EDGE A35 24 OR A35 FRAM G SCHEDULE 8d 31 X 2 TOP PLATE - ; I WHEN CROSSWALLS ARE GREATER THAN NAILING ANCHOR ®2'-0" W/�5� �.131XI .1 1 1/ ARCHITECTURAL 16 +/ BACK FROM WALL TO ALLOW I ; 8' APART FOR A 2X4 FLAT BRACE/ W. C . O I 8 8d BLOCK AS REQ'D I TRUSS.CHORD MOVEMENT E --I II SHEAR WALL BEAM/HDR 0 SIM. 10' APART FOR A 2X6 FLAT BRACE it SEE SHEAR WAIL NAILS BY SIDING/TRIMS 12' APART FOR A 2X8 FLAT BRACE SCHEDULE SECTION NONBEARING WALL PERPENDICULAR SEE SHEAR WALL WALL PERPENDICULAR WALL PARALLEL SCAM: 3 4' = 1'-0" . _ SCHEDULE S1.2 / SCALE: 3/4 - 1-0 SCALE: 3/4' = 1'-0' S BRA ING AT END WALLS [ 17 SHEAR ALL TO TRUSS 18 TYP SHEARWALL TO TRUSS 18 20 A -I 16 TRUS EXTERIOR WALL AT ROOF NONBEARING WALL SUPPORT C ❑ ❑ ❑ 0 rn 0 o m z .N c w CQ o C) •4 co CD 0 a� Li m c m m o C CQ a� W c o CQ 41 x w v°Lo �zCQ 40 CD +�co cq 1- NOTE: FI AND SOUND RATING I I 8d AT 6 O.C. 0 o 0 o ocn_ INFORMATION PER ARCH. o o (3) 8d TO BLOCK,- TYP. � 2X4 W/ (2) 0.131" X 3" NAILS TO EACH TRUSS TYP. 00 RE: 10/89.1 FOR FRAMING ANGLE 00 UD 00 � M Lo ATTACHMENT BETWEEN (2) 2X N to z o � H N BRACES 0 SHEARWALLS TYP. r� Q cn H m V to w I 1 1 uj ccn vi w DRAG TRUSS [L a - RE: PLAN A35 : W/(12) 8dX1 1/2' NAILS I (.131 "DIA.X1 1/2") 0 48"OC L U.N.O. PER PLAN ........ SHEARWALL TRUSSES PER PLAN DIAG. BRACE 0 8 O.C. W/ RE: PLAN (6) 0.131" X 3" TO BLOCK GABLE END WALL/DRAG TRUSS - DESIGN FOR 150 I' 0.131"X3" TOENAIL 0 6" O.C. - PLF DRAG LOAD APPLIEAD AT TOP CHORD AND TRANSFERE SHEATHING AND NAILING PER TO BOTTOM CHORD SHEARWALL SCHED. TYP. YPICAL PAR LLEL DRAG TRUSSES TYPICAL. PARALLEL ARTY LS BETWEEN BRACT G 10 TRUSSES AT PARTY ALLS NOTE: FIRE AND SOUND RATING INFORMATION PER ARCH. " 8d AT 6 O.C. TO BLKG. 2X8 0 16" O.C. RAKE WALL FRAMING PER PLAN W 2" GWB EA. SIDE PER ARCH.) A35 0 48" C. 8d 0 6" 0. E `f 2X VENTED B G.- :NAIL NAILTO RAF RS W/(2) 12d ACH It n SIDE If ss 1 N % LL_ O j 4� 1\VV1- 11\VJJ rLl\ 1: L/91\ - - - - - � � j - � � / � � TRUSSES PER PLAN f SIMPSO + TRUSSES PER PLAN REVD. DSC DRAG. STRUT HANGER /' �' � �\---OVERHANG PER 'I ARCHITECTURAL 0.131"X3" TOENAIL 0 6" O.C. 0.131'X3" TOENAIL 0 6" O.C. BLKG TO TOP PLATES BLKG. TO TOP PLATES LTP4 0 24" O.C. BEARING AND WALL BEYOND SHEAR WALL SHEARWALL PER PLAN I SHEATHING AND NAILING PER 1 SCHEDULESEE R WALL SHEARWALL SCHED. TYP. SCALE: 3/4" = 1'-0" TYPICAL TYPICAL PERPENDICULAR 11 DRAG TRUSS TO ALLTRUSSES AT PARTY 0 12 DRAG STRUT TO TRUSS 13 14� RAISED HEEL TRUSS TO WALL 15 WALLS ❑ ❑ D 0 ROOF ROOF FRAMING PER PLAN PER PLAN 8d®6"_ _• ROOF SHEATHING PER • TRUSS BLOCKING ROOF TRUSSES STD OOF TR SS CLIPS STRUCTURAL NOTES, SHEET 81.0 - EAVE PER PANEL PER PLAN AT 48• O.C. W/ NAIL IN (2) 12d 2X4 BLOCKING. ARCH. SLOTTED HOLE TO ALLOW EA. END EA. BRACE 2 X 4 BLK'G 0 48" N VERTICAL: TRUSS MOVEMENT 2X4 EDGEWISE W/ (2) 16d TOENAIL ROOF FRAMING 2X4 ®48" D 0 24" O.C. EA. END PER PLAN RECE E (6) 12d - l GABLE END RBPC ROOF BOUNDARY Cl Y OF T K L PROVIDE (2) 2X4 TRUSS : CLIP 0 48'O.C. - DIAGONAL BRACE , A35 (6) 10dX1 1/2" " ��R Q $ Z AT 4 O.C. 12d ®6' O.C. (• 148 DIA.X1 1 /2) DS DRYWALL STOP PER FLAT 2X " AT 16 O.C. TO WALL r• sd ®s O.C. ER IT CEN t•--� BRACE NOTES TOP PLATE BELOW: 2X VENTED BLKG. TOE.NAIL TO TRUSS. "r• _ �- _ . . . . . . . . . . . . . . . . . . . . . . . . . . W/(2�12d EACH SIDE N'1 SIMPSON H2.5 0 48" O.C. .- FLAT 2X BRACE 12d 0 6" O.C. T.N. SEE SHEAR WALL" " W/ 5 8d 1 /2 TRUSS HOLD CEILING FASTENERS " NOTE. DIAGONAL. BRACE REQUIRED PANEL EDGE A35 24 OR A35 FRAM G SCHEDULE 8d 31 X 2 TOP PLATE - ; I WHEN CROSSWALLS ARE GREATER THAN NAILING ANCHOR ®2'-0" W/�5� �.131XI .1 1 1/ ARCHITECTURAL 16 +/ BACK FROM WALL TO ALLOW I ; 8' APART FOR A 2X4 FLAT BRACE/ W. C . O I 8 8d BLOCK AS REQ'D I TRUSS.CHORD MOVEMENT E --I II SHEAR WALL BEAM/HDR 0 SIM. 10' APART FOR A 2X6 FLAT BRACE it SEE SHEAR WAIL NAILS BY SIDING/TRIMS 12' APART FOR A 2X8 FLAT BRACE SCHEDULE SECTION NONBEARING WALL PERPENDICULAR SEE SHEAR WALL WALL PERPENDICULAR WALL PARALLEL SCAM: 3 4' = 1'-0" . _ SCHEDULE S1.2 / SCALE: 3/4 - 1-0 SCALE: 3/4' = 1'-0' S BRA ING AT END WALLS [ 17 SHEAR ALL TO TRUSS 18 TYP SHEARWALL TO TRUSS 18 20 A -I 16 TRUS EXTERIOR WALL AT ROOF NONBEARING WALL SUPPORT C ❑ ❑ ❑ 0 rn 0 o m z .N c w CQ o C) •4 co CD 0 a� Li m c m m o C CQ a� W c o CQ 41 x w v°Lo �zCQ 40 CD +�co cq 1- 0 0 o 0 o ocn_ o o w d w � 00 00 UD 00 � M Lo Cl N to z o � H N r� Q cn H m V to w uj ccn vi w [L a - C/1 o 00 00 UD 00 � � � N Q cn H : 116Cs QuantityBotanical Name . Common Name i Sze Not )s 1 Acer rut)rum Bolvliafl' whall Maple p 2-3` cat. NC A _ Arrow' ' 'Green Arr r { ensrs n teat CI aurae cyP ans o0 - r AI .1rr v Alaska Cedar Green o � ; 1 _ 6 -8 ht. . __ /A + rnus Eddie'slNhlteVtonder' 0 Wonder Dogwood Eddie' White o D s og ` - t 2 3 ca . 18 ct. Pr ea omorika Serbian Spruce U-81111 _ ct sz� 3- mss+,.-� z,'r•.� 'f'�: ="r t?i€�wrz;iQrarza3:w._:,- � :..,-.. I . _ x .. .. �. 't. - t,� a f .. .. - ... t c.W5' ' a p�? . _ 1 1. _. 1. r�' W 01�Sytt �..... t g f �. ,.� . rte tr r.. _ > ....: : - -a a. 'tom •• � ' .: -dL �:� ' .. �F -eT . . : 'cJY. . r a :... 2'sd:4 . ��yr '1.:,-:• �-i ice' �:a' s�:' u ,,,.'. ' '=l rte. �. =x - C - L •c�'`t �'s�`r•% r}' 3, T =' y U? ..f r- .. ,: ., .,, ....,.r. �. _r,:.. m :. �.. ^ _ N �L - �T . t. :Un^, rr .rl.. r .. : r :. - a r'.. . .f h �. .. ? E u. . : - - M *' ' x c .'i_ ' ' .. s`}� t . of .- - &- . ,. -- , . . �x _ x. - .. c . : yg J1 . �. ... , ,... Y U. .. .. :.f . ... .!&`... iso'+. f .. i -. ... _ - - - ... .... ... _ _ j' _ s zti� . _, . rZr. I , t :: s1. t ,� , 'tA . a _5s r.. 1 )1't .... �. . I I . . � I I . . � .i � .. - - --&" -- — .2 . . I {- u - x ti a t'u ,I .. � . q i f! .- .. :.- .'.: -'..' : ...::.. . . . . .... . ..... . . .. Shrubs 4 s , > 11—inti 0 Quan Botanical Name Common Name Size Notes ct Calamagrostisx acutifolia'Karl Foerster' Feather Read Grass t gal. 6 ctHydrangea macrophylla'Blue Wave' Blue Wave Hydrangea . 5 gal . 14 ct Liriope muscari Big Blue lily Turf t gat, 18 ct. Nandina dometica'Firepower Firepower Heavenly Bamboo, boo 2 a.a 5'ct Nandina domestica'Plum Passion' I Prim Passion Heavenly Bamboo . 5 gal 6.ct ' Dwarf . r m tobira ,Wheeler's D Pittospo u Wheeler's Dwarf Tobira .5 al g - N7A t I um munitum Polys is Western Sword. Fern . 1 al. g Rhododendron'Cilpenense' Cilpenense Rhododendron 5 gal. Ect Rhododendron'Top Banana' Top Banana Rhododendron 5 gal. N/A Ribes snaguineum'Nng Edward Al' Red Flowering Currant - 5 gal 10 ct Spiraea japonica'Magic Carpet' Magic Carpet Spirea $ gal. :Groundcovers Quantity Botanical Name Common Name Size Notes turf grass hydroseeded . :Climbing Vines Quantity Botanical Name Common Name Size Notes N / A . n i' alis a d rg Clematis arm vClematist Evergreen E er ree g 11 al i per wood arbor ndi' � alis arms i Clem e r Clematis Ev een em i r9 1 9 al 2 r bidg, trellis e p 9 N /A CD .... -� " � p��a `>. :. , - q-- '� r'b. F.. >x-.. ., ..X,r:*rc:,wr ..•.mcg -..w nxs._. �'.;•:..-'.em .. t 1. - - - - 33 :. '''-.<<`:" n't 'tti'1'�.�.':'.i 10.9.-'.R'.K". R :3 ' 'i.. - e' t-• r t..t'.o-i 'r 2 :1 . s i:' .s.fi 9 �. ZZ. is i, i'' w.... . -' t . - �( . .. " �� r .. . M -max- - -� .. - s ,. - t -- i. - _...,.. r l ,. r q. _, .. i. _ ' -: .. ,. n _, ... .. k" .. - 1 vt ' f ti -Xif f# ?ZW�: . :. �- y . ..... ::,„ :3 'W t 6 t - {{ t . .. _. . , ..... .... - r. �t . �.. = ��- .:� . �.r 1. ,. :a. . , t :y:,. : ,R .'} . 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Acceptance is suUject to errors and l 3 1 osyaaic'2r9>^ r>...m:.o.4•n-«e-va3^ti-�.'->:s:=,a:a.-.• . c.+" - - omissions which do not authorize violations of 1Et�_.. i�c3opted standards or ordinances. The responsibility for the adequact of the design rests totally with the .--,._- . esi ner. Additions, deletions or revisions to these . ,.w-. .._:�.: :. designer. E' drawings after this date will void this acceptance t;,pt--t� +yP. �< -��s .... 1:1. �gq y� �:.. CORRECTION 1► @Y�§ (/�7 k/��N and will require a resubmittal of revised drawings for subsequent approval. r� Kz, r �..�:, �, LY R Final acceptance is subject to field inspection by i' . tl?e Public Works utilities inspector. I ' • , . . RI`C TUKp . Date: By: CITY OF WIl.A 3 i� :. Z : a zags i f. =1'I PERMIT 1` - CENTER ::. :.' : -? ..-- :. .... -: - < ... ... -