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HomeMy WebLinkAboutPermit D15-0108 - OSTERLY PARK TOWNHOMES - UNIT B-19 CONSTRUCTIONOSTERLY PARK UNIT B-19 14404 34 LN S UNIT B-19 D15-0108 City of Tukwila ' Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3#;,70 Inspection Request Line: 206-438-9350. Web site: http://www.TukwilaWA.Rov COMBOSFR PERMIT Parcel No: 0040000094 Permit Number: D15-0108 Address: 14404 34th Ln S UnitB-19 Issue Date: 6/10/2015 Permit Expires On: 12/7/2015 Project Name: OSTERLY PARK UNIT B-19 Owner: Name: 144TH ST REO PARTNERS LLC Address: 13975 INTERURBAN AVE S, TUKWILA, WA, 98168 Contact Person: Name: MIKE OVERBECK Address: 13975 INTERURBAN AVE S, TUKWILA, WA, 98168 Contractor: Name: JMO CONTRACTING LLC Address: 13975 INTERURBAN AVE S #102 , SEATTLE, WA, 98168 License No: 1MOCOCL865C4 Lender: Name: WADOT CAPITAL Address: 5413 MERIDIAN AVE N , SEATTLE, WA, 98103 DESCRIPTION OF WORK: Phone: (206) 787-0289 Phone: (206) 787-0259 Expiration Date: 2/24/2016 CONSTRUCTION OF 1548 SF TOWNHOUSE UNIT WITH 360 SF ATTACHED GARAGE. THIS PERMIT APPLICATION INCLUDES MODERATE ON -SITE GRADING FOR BUILDING AND WALKWAYS. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY AND STORM DRAINAGE. PLAT INFRASTRUCTURE INSTALLED UNDER PW13-145. Project Valuation: $210,489.36 Fees Collected: $7,782.54 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-4613: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 50 Fill: 100 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No w � �VJ Permit Center Authorized Signature: Date: I I hearby certify that I have read and examined this permit and know th 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 o the conditions attached to this permit. Signature: Date: 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: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 17: 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. 18: ***MECHANICAL PERMIT CONDITIONS*** 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: 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. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: 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. 23: 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. 24: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 25: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 26: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 27: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: 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. 36: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 37: 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 38: ***PUBLIC WORKS PERMIT CONDITIONS*** 39: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 40: 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. Water meter shall be obtained from Water District #125. Sewer Service shall be coordinate with Valley View Sewer District. 41: 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. 42: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 43: 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. 44: Any material spilled onto any street shall be cleaned up immediately. 45: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 46: 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. 47: 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. 48: 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. 49: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 50: 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). 52: 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) 53: FIRE LANE - NO PARKING areas were declared at your complex because of less than minimum clearances for fire department vehicle access. These areas are in need of re-signing or repainting per City Ordinance #2435 and International Fire Code Chapter 5, Section 503.3 as amended. 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, "F►RE 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) 54: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 55: 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) 56: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 57: Fire hydrant installation requires a Public Works permit. 58: 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) 59: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 60: Fire hydrants shall be oriented in the direction of fire apparatus access. 61: 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) 62: 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) 51: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 63: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 64: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 65: 'PLANNING PERMIT CONDITIONS' 66: 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. 67: 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. 68: A soils inspection is required after amending the soil, but before any plants are installed 69: 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 70: 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. 71: Individual meters, electrical boxes, and similar equipment necessary for project or building infrastructure shall be screened. This screening shall be reviewed during an inspection by the Planning Division. 72: A wood perimeter fence shall be constructed around the sides and rear of Phase 1 properties prior to final approval of this permit. 73: Prior to final inspection of this unit, landscaping and irrigation for Phase 1 of the Osterly Park Townhomes shall be installed per the BAR -approved plans, sheet L-1. 74: Building -mounted lighting shall be added to each unit to provide lighting in shared garage access areas. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 1510 SIGN FINAL" 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development DeparMient i Public Works Deparbnent ' Permit Center 6300 Southcenter• Blvd., Suite 100 7 ulovila, WA 98188 littp://wwvw.TukwilaWA.gov Combination Permit No4—,) �' J Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION o, King Co Assessor's Tax No.: 0�f 00000 1 L/4 OF Site Address: 3�1 `� l �7 �y��� �J� ��/i��✓1 /.✓i� 9 1 l 66 ti awl✓ — / r�l PROPERTY OWNER e "1 Name: mot5f-- -Rl 'e IM"i(n )IL Address: 1317,,' TA+e►- U ra4,,) A utr 5. City: Tjl' -t )1Y1 . State: [AM, Zip: ` lfi f -o CONTACT PERSON - person receiving all project communication Name: 100 6 1 J j ke deq Address: �3ti 7S- `}Y/'d� At ,e 5. City: State: i,,tA- Zip: Phone: Z . 707025; -cl Fax: y6`15't/5- Email: fJlCdrf4J Cf i r GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: 11cK ARCHITECT OF RECORD Company Name: (-rer Architect Name: �I A f� Address: 6715 k4 C- 11G y City: t / State: �� Zip: "18n lJ 3 Phone: 12s'? Fax: / , /► Email: ENGINEER OF RECORD Company Name: ) �� Engineer Name: -� Address: /94-9 5 �A .f`, Ave 5. City: TVk-1,A►IState: �� 1 A ZIP: V P P Phone: /.'Q�c ' 571 �9 Fax: Email: Tx V c e- _ L vc ( 0 "e � LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: 11'1Applications\Forms-Applications On Line\2011 ApplieationsTomhinai ion Permit Application Revised 8-9- 11 does Revised August 2011 bh Page I of4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 2 Q�U Scope of work (please provide detailed information): Mpjb(?tz,I e o7✓• Sr`f C �. AcI/• f �c� � � � U"`���✓�yS- P(`rvotfv �C Ca"�5 � �! /%9 Div U�`i`�, 7`�/�S�? 4C'1— S t`ne i�� ��'�if✓/, f � �j 0t11 (�La�l ✓�'r'rf� �/V7Lf' t'//li/VC(,,�iaiv DETAILED BUILDING INFORAMTION — PROPOSED SQUARE PROJECT FLOOR AREAS FOOTAGE H,scn,am 3`(, G 5 4 5' 1" floor 290 2y0 2" floor Garage'� carport ❑ 3 (oU / U c7 Deck — covered ❑ uncovered 9 total square footage 1 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. U//MA- 01 & }-JAB fitw,3 EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT MECHANICAL: (� Value of mechanical work S furnace <100k btu 1 2- 2_ thermostat emergency generator fi4el type: ❑ electric gas appliance vent _1z ventilation fan connected to single duct wood/gas stove other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 2 bathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) 3 sink water heater (gas) lawn sprinkler system water heater (electric) clothes washer shower 3 water closet gas piping outlets 11:\Applications\Forms-Applications On I-ine\201 I ApplicationsTombmation Permit Application Revised 8-9-11docc RemedAugust 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 ... Water District # 125 El.. Highline ❑ .. Renton ...Letter of water a oailability provided 1 \ t ( e AJ5 1TI Gf * I IC-d SEWER DISTRICT = ❑ ...Tukwila 0... Valley View ❑ .. Renton ❑ .. Seattle El ... Sewer use certificate 0... Letter of sewer availability provided I t2aU�4�'iy t �1s �» �� TIC SYSTENII: ❑ .. -site septic system - for on -site septic system, provide 2 copies of a current septic design approved by King County Health Departinent, SLI13MITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size - 22" \ 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ... Hold Harmless - (SAO) ❑ ...Bond ❑ .. insurance El.. Easement s ❑ .. Maintenance Agreements) ❑ ...I -Told Harmless - (ROW) PROPOSED ACTIVITIES (MARK BONES THATAPPLY): Y)• ❑ ...Right -Of -Way Use - Potential disturbance ❑ ..Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right of --Way.. ❑ ...Total Cut :Cu Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill % 6d> Cubic Yards ❑--Storm Drainage ...Sanitary Side Sewer ,9oA-.) ❑ .. Abandon Septic Tank p El.. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut El.. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backilow Prevention - Fire Protection ❑ ...'fraffic Control ❑ .. Looped Fire Line Irrigation Domestic Water " El ..Permanent Water Meter Size ............... 7�r WO # / Z ❑ ...Residential Fire Meter Size ................. WO # El ... Deduct Water Meter Size .................... " El ... Temporary Water Meter Size .............. " WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑ ... Water Main Extension Public ❑ -or - Private ❑ I,INANC'I's INFORMATION - THIS INFORMATION IS REQUIRED 1'0 BE FILLFD OUT WHEN REQUESTING WATER OR SFWFR SERVICE Fire line size at property line number ofpublic fire hydrants)tI (✓�1f ; In ...water ...sewer El ... sewage treatment 5r rr' l.� ✓/�� (ji t'c� MONTHLY SERVICE BILLING TO: Name: 1`1�it� �7t cr G t � rvc. e- Day Telephone: Mailing Address: 13 1 75 PUA-'ry Ali IC S TA?"o- pA— C1�;�� <, City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: v City State Zip H \Applications\Forms-Applications On Line12011 ApplicationslCombinal ion Permll Application Revised 5-9-11docs Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES —APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 1 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 ["OR THIS PERMIT. PROPERTY Signature: AGENT: Print Name: M I n e Q el-122 (?G �— Day Telephone: Date: 20 (0 Mailinc, Address: Z�175- � �'�f � VY�j�q-�J -Y!� Tyriv l%TPk G%9 City state Zip H:\Appl ications\rorms-Applications On 1-ine\201 ) Applicat ions\Combinat ion Permit Application Revised R-9-1 l.docs Revised: August 2011 bl, Page 4 of 4 Date Paid: Wednesday, June 10, 2015 Paid By: MIKE OVERBECK Pay Method: CREDIT CARD 522169 Printed: Wednesday, June 10, 2015 2:24 PM 1 of 1 �A' IL�j�'. SYS7EM5 .ftAk DESCRIPTIONS ACCOUNTQUANTITY PAID PermitTRAK $7,741.29 D15-0108 Address: 3429 S 144TH ST Apn: 0040000094 $7,741.29 DEVELOPMENT $4,027.37 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PERMIT FEE R000.322.100.00.00 0.00 $2,438.10 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,584.77 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $777.34 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 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $17.25 TECHNOLOGY FEE $147.58 TECHNOLOGY FEE R000.322.900.04.00 0.00 $147.58 ;,TOTAL FEES PAID 0' $7,741.29 Date Paid: Friday, May 15, 2015 Paid By: WADOT CAPITAL INC Pay Method: CHECK 21503 Printed: Friday, May 15, 2015 4:03 PM 1 of 1 sv�reh�s INSPECTION RECORD toe 3 Retain a copy with permit �l '0 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188, (206) 431-36 4 Permit inspection Request Line (206) 438-9350 't: PIre Ty, e f Ins ection: Ass: Date Calle : Special Instructions: AAM,, Date Wanted: / a.m. 1D p. n. Re ester: t—C, c 0J2i�+=1 Phone No: linspector: V /-- jDatey / , / , REINSPECTION PEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. iA INSPECTION RECORDI Retain a copy with permit Pl S' 0 i OG iO ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36-0 Permit Inspection Request Line (206) 438-9350 Project: o LJ (iWv\" Type of In pectioni V94 rt v Ad rgss; O � M Date Call .. Special Instru [ions: Date Warted: - ( p.m. Req ester: / �j/ r ( v�� lD e l.\ Phone No: Approved per applicable codes. q Corrections required prior to approval. COMMENTS: r' o Q Lvd- v c �S �r C S " � R rc�b C-. (ry c.L 6 0'_ C� Inspector:r-cCater �'4 _ !"6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must. be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 31 ,,, L rd 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 Pr O ctAM tt d�5 Type of nsgectio r �!)d C � l A�cjrpe�p� �� �Q` Date Called/ Special Instructions: Date Wanted: a.m. —j p.m. �� Requester:o�%i_, K w Phone No: -7 -7 �s ElApproved per applicable codes. Corrections required prior to approval. • 22 vL ` ��• ((_Imm 'Inspector: � Date: �46 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedule reinspection. 1 INSPECTION RECORD t Retain a copy with permit )`a a A INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: ' Date Called: J <, 177 11 Special Instructions: Date Wanted: a.m. 1 p.m. Requester`. ` Phone No: 1-1 Approved per applicable codes. M Corrections required prior to approval. COMMENTS: 1 \rlfw It in i'a /14 &A A f14h / f `?��n� ✓/. �n �+ M� ll/1% n1l /, 'Inspector: — Date: REWSPECTION FEE REQUIRED, Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 61417 . Q 7-oP INSPECTION RECORD�-o ) � Retain a cop y with p ermit vlS� l INSPECTION NO. PERMIT NO.� CITY OF TUKWIL,A BUILDING DIVISION 6300 southcenter Blvd., #100, iukvvila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pre-ct Type of Insp�erti-nn: Address: 6 3 1L fe Date Called: Special Instructions: A Date Wanted: a.m. 3 --(0 "(,/ p.m. Requester: Phone No: 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 P�- o l a Retain a copy with permit INSPECTIO 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t (206) 431-3/670 Permit Inspection Request Line (206) 438-9350%�f r(/? PfA" ./ Project: rr-- v (.)jet. ko kl� Type of Ins ction: f_ r c juk b ( rl di A e s: I 6 3 LOue sa , Date Called: Special Instructions: Date anted f� a.m. 37 �/ p.m. Requester: Phone No: Inspector: Dat� 7 ,—( , 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 SPECT10N 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/k" Project: �A OKko_ w Type p I�. _ctiop� / Address.- �q L ' a�� I , LGC Date Called: Special Instructions: ,A "1 Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. C orrections required prior to approval. COMMENTS: r R C P c' d IInspector: � IDate: 3 — ? —1 U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. id INSPECTION RECORD -O(a C_ Retain a copy with permit I PtS I',d5PEC1 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: 7 A dress: flt t4U( Date Cal If Special Instructions: Date Wanted: a.m, 3 —7 —1 0 p.m. I Requester: Phone No: Inspector: ,Q / � / Iuate�`� _� /_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �le INSPECTION RECORD Retain a copy with permit 3PECTION NO. PERMiT NO. CITY OF TUIKWILA, BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: q �7 ' J Type of Inspe on: YJ Add j Date Called: 1/ 3� Special instructi s:� Date Wanted: a. r p.m. Requester: . Phone No: 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 Retain a copy with permit'TINVt SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project , I V - TYp mil/ I'�lct`i�'�`j IcOoq h qfj� t J„ e-SQ Date Called: Special Instructions: AA.Date Wated: �tl ` a.m. J p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 0 fc% ft9PrCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: V r AVI` Typ Inspecttioown:/t wl ( A dress: I Date ailed: Speciallnstru ions: A Date ted: a.m. "- p.m. Requester: —I—�-- Phone No: Inspector: Date:t® Z 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must The paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2 INSPECTION RECORD �. Retain a copy with permit P T INS LAN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P 'ect Type of Inspection,; Address: AA H // �(,W Date Called: Special Instructions: �wt Date Vyanted r� fS p m. Req�efie, r:, Phone No: Inspector:J( Date: o F 24 _ / — REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN PECT N 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 Prrooje t: Type�f Jkp� 'On: Address: � p � Date Called: SI3ecial nst ctions: r-10q Date Wanted: _ a.m. o ^ Z p.m. Requester: Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1(4� INSPECTION RECORD _ Retain a copy with permit to� IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pra'ec : -14 art Type of Inspection: 'Zll Ir fr llr A dyes : ay 3 "f�cG�c��SQ< Date Called: Special Instructions: A_Mo Date Wanted. a.m. — (6 -- (!J— p.m. Requester: Phone No: Approved per applicable codes. 4qCorrections required prior to approval. •lEXPEW1 WATIN la_�11�, Mt v- i !0 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD h�� �(®� Retain a copy with permit Y SP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd— #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec : �i pfC Type of Inspection: a �-�c� 1 Wki, Address: I It tfo Date Calle Special Instruc io s:� Date Wanted: �� a.m. 1- p.m. Requ 'ter: Phone No: - (3 - (5 EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .j a INSPECTION RECORD Retain a copy with permit ®f�! 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 Pr ' : es l Kaf-lc Type of Inspection: 0 k- llk Address: IF I o� 3 V 7$-t4ktP—SO, Date Cal : Special Instructions: Date Wanted: a.m. J—'J�— p.m. Requester: Phone No: ElApproved per applicable codes. � Corrections required prior to approval. I. 3 .► r UM �� it��i� n ` i r �r Ilnspector: �/ �/ (Datgo-3 00 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD6 PKNo. Retain a copy with permiANS ERMNtffi®NO.. 1^ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ,,- r.(W., 1 Project � ® r Type of Inspection �' A�� O A---f"(/�. -Xt A dress: o q Vi I cuke f ca P Date Cal d: Special Instructions: A-xlDate Wanted: „� a.m. --- �— i p.m. Requester: Phone No: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I INSPECTION RECORD Retain a copy with permit pf, ��71E' INSPE N 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 � pt �9" Proje t: vs-m �f irk Type of Inspection: RO lt. Add ess.6�r .� ���o 1 4 d Date Called Special Instructions: if� Date Wante, a.m. �-'I 7 — T _ p.m. lReque ter: Phone No: Inspector: Date 9 L ` 4— f a J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. V INSPECTION RECORD 07,10 1 7 Retain a copy with permit �S" I IN ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: (�)S1,,tAdA�Ck- Type of Inspection: G Ru Address: l,'lq6l-j 3 A k v Date Called: Special Instructions: Date Wanted: a.m. —1 1 p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: AIC ✓ /_0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must b6 paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. A X INSPECTION RECORD Retain a copy with permit I t)15" d INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: j cs 'e-d Pft� V k � l3 -PI Type of Inspection: (Jpr I � sly,-Ak S kcfeK Address: Date Called: ��(g lN Special Instructions: Ate► Date Wanted: a.m. S� l-=1 p.m. Requester: {M14e- 3v wl I Phone No: ZO ? 7-7 D Zs'� 4� Approved per applicable codes. LJ Corrections required prior to approval. Inspector: Date* REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. Ob �'qK INSPECTION 16)RECORD JDIS- 01 7p� 1 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: �� 0 S I c.l d � ?Ax-v Type of Inspection: n�� r [� K Scc Address: /y 301A iA) Date Called: Special Instructions: n I„� Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. Ilnspecto�'41141141 (uatr 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. AS INSPECTION RECORD JDt'5--01x Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 43T-3670 Permit Inspection Request Line (206) 438-9350 Project: OST'er� t < Type of Inspection: r Address: Date Called: Special Instructions: 1`ih Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date- LMa- 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2 INSPECTION RECORD Retain a copy with permit Q�s' O (0 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 Prect• Typeof lnspectio (0,� Co Address: / qwe Date Called: Special Instructions: 6nte Date arram., a.m. '.- ® -J p.m. RegAuAest#r: Phone No: i.o rs _ 7 015 '® Approved per applicable codes. E Corrections required prior to approval. W f i fi' If d Inspector: path.?f-<L-- 1 45 El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. T INSPECTION RECORD Retain a copy with permit 6W INSP CTI N 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: fa Type of Inspecti .. C� Address: qt LL f Date Called: Special Instructions: Dat�ant_ed: , a.m. • (S p.m. Reque er: R� 6 b k Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ecr Type of�lnsection: „ Qk�rr- A , drgss• • , � .� • � � Date Called: Special Instructions: Date Wanted: a.m. --(—S— p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. Inspector: 1 DatG 26 — t R— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspecttion. 'WI INSPECTION RECORD Retain a copy with permit DiO/�� A) s 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�L ll�_ Type s e iEnD�Fdh Add ess: Date Called: Special Instructions: f ;re p1q Date Wanted: a.m. 6 _ l �i " 0 p.m. Request# 6utr-be— <C Phone No: a 206 a 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 U Retain a copy with permit ls" 01 a INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188_ (206) 431-3670 Permit Inspection Request Line (206) 438-9350�07/4iq Pygjec : M(� -- � tR.� Type of Insp d o :e. Address H(C a'-e- S6 Date Called: Special Instructions: Date Wjnted: a.m. 1 —(2- - � p.m. Requestgr: / ( e) b�.k Phone No: 'Inspector: Dat REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. W INSPECTION RECORD �� ate, Retain a copy with permit CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: / y l �CG�' F— Type of specti nr F-O 0 A dres rj ! -, t0 `'( Date Called: Special Instructions: kA-k4,g_ p /i/I ate Ted: ( r r a.m. 1 p.m. Req� " e` e 0 f% Phone No: Approved per applicable codes. Corrections required prior to approval. A A Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD®I0 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 Linp (206) 431-2451 Proj ct: Type f Inspection: C4Sf Address: / )0 e Date Called: Speci l Instructions: Date nted: 4-15 a.m. P.M. / eques e :'k e: . �I r/ae� Phone N Z 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 t S:- ; Retain a copy with permit - S - I INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT ,)nr%-;7S_44r 7 Project: )tt Type o Inspection: Address ; �. ,;.� ;�r ��k_,) <, Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �- Date: ,� Hrs.: i $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. isming Address Attn: Company Name: Address: City: State: Zi Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD 10'1 = 0108 Retain a copy with permit ti INSPECTION NUMBER ; PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: n 3+� �_�/ Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: S� 'Jor L d �. +f t Ss OWL— Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: — Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Sa Date: 3 1� 1� Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. timing Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 _ Bruce S. MacVeigh, F.E. Civil Engineer/Small Site Geotechnical 14245 59' Ave: S. Tukwila, WA 98168 Cell: (206) 571-9794 May 21, 2015 City of Tukwila Building Department Attn: Plans Examiner/Building Inspector Subject: .Irection.of Building Foundation Soils Bu Osterly Park, 34-00.Block of S. 144th Street, Tukwila, Dear Sir. Plat of On this date and at the request of Mike Overbeck, owner of the site; the excavated foundation footing soils were observed. The excavation was complete in all footing areas. The top three feet. were identified as the compacted pit run. structural fill imported and placed on the site over the last year. This -was observed and verified. To ensure. good footing for this first building to be constructed on the site, the excavation was made deep enough to reach the original 'dense sandy loam underlying the:fill. No. topsoil layer, was at the interface between the original soils and the fill:lRECk_'i'JE® CITY OF TUKWILA Since the building will have slab on grade first floors, portions of the building footprint were completely excavated along with the footing lines. JUN 1 12015 The following may be concluded:: PERMIT CENTER 1. The base soils are in good condition and will provide.good foundation support. An allowable. bearing pressure of 2,000 psf is recommended. All loose soils. must be scraped .clear prior to the footing pour. 2. Foundation and slab supporting -excavations for other .buiIdings. may be. reduced in depth if the soils are test excavated prior to fulHoundation 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. Sincerely,. Bruce MacVeigh, P.�. Civil Engineer EXPIOES: 4/24/L 7 . 2/ Y "is-- overbeck1510818 DI5 -olok .6 . 1 % Duct Leakage Affidavit (New Construction) 0 0 �ls Permit #: House address or lot number: �� ;. / 4 41L �-T City:zip: Cond. Floor Area (ft2): Source (circle one): Estimated Measured ❑ Duct tightness testing is not required. The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. MC,LL, &to Air Handler in conditioned space? 9K yes ❑ no Air Handler present during test? (F yes ❑ no Circle Test Method: Leakage to Outside Total Leakage Maximum duct leakage: Post Construction, total duct leakage: (floor area x .04) = 6 eZ CFM@25 Pa Post Construction, leakage to outdoors: (floor area x .04) = CFM@25 Pa Rough -In, total duct leakage with air handler installed: (floor area x .04) = CFM@25 Pa Rough -In, total duct leakage with air handler not installed: (floor area x .03) = CFM@25 Pa Test Result: -5, 8 CFM@25Pa Ring (circle one if applicable): . Open Duct Tester Location: Xj2_ 'A' a_ J 41b a?. 3 Pressure Tap Location: 4�,,jdy t,Uweg,N, IA-ww- I certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: Roscoe's Home Energy Services Technician: Roscoe G. Day Jr. zz�z-` :�e z� Technician Signature:4tOu-cam oll REEIVED Date: /�a� �� Ol_ CITY OF TUKWILA Phone Number: 253.208.4765 MAR 18 2016 PERMIT CENTER RL:CE,-,/*ED CITY OF TUv, WIL A JUN I 12015 PERMIT CENTER DI5-OID`6- �' , � '�� 'efI • +y' taw , OVERBECK PROPERTIES (206) 293-6356 Phone (206) 462-4545 Fax mikeoverbeck@excite.com Residential Rental Application Name of Applicant Telephone Present Address City, State, Zip Code Social Sec. No. Spouse's Soc. Sec. No. Credit Cards (issuer & acct.#) How many in your family? Adults Children Any Pets? Number of Occupants 41 How long have you lived at the present address? Present Landlord Telephone Prior Landlord Telephone Employer Your Position How Long? Contact Telephone Salary Amount & source additional income Name of Bank Checking Account No. Savings Account No. Additional Personal/Credit References Name Relationship Telephone I represent that the information provided in this application is true to the best of my knowledge. You are hereby authorized to verify my credit and employment references in connection with the processing of this application. I acknowledge receipt of a copy of this application. Dated: Applicant: www.socrates.com Page 1 of 1 SS4323-2540 • Rev. 05/04 f (821) Verizon Messages Page 1 of 1 Verizon Messages Conversation Details (206) 787-0259 Recipient(s): (206) 914-5462 (206) 914-5462: Mike, I am having trouble connecting to my office computer remotely. For the foundations for your townhome project in SeaTac, the horizontal reinforcing steel may be (2) #4 in the footing and (2) # 4 at the top of the foundation stem wall. If the stem wall exceeds two feet in height, add a #4 horizontal bar at 10" (plus or minus 2") on center. Use this email as my instructions as engineer of record (CT Engineering) and I will issue a formal document when I return to Seattle. Have the inspector phone me at 206-914-5462 with any questions. Todd Eaton PE 06/12, 7:35 AM Me: Thank you my friend ......... _. _.._.v_....... RECEIiVEU CITY OF TUKWILA JUN 12 2015 PERMIT CENTER bl�, ---0 l(f-6 https:Hweb.vma.vzw.com/vma/webs2/Message.do?oLD 1 EPbG 6/12/2015 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. March 27, 2015 City of Tukwila Building Department Attn: Building Official/Plan Tukwila, WA 98168 Cell: (206) 57108794 Review Staff Subject: Clarification of Ground Floor Structure, Osterly Park Townhouse Sub - Division, 3429 S. 144th Street, Tukwila, WA 98168 (PN's: 004000-0088 and 004000-0094) Dear Sir: This letter clarifies the structure of the ground floor for all residences planned for the above plat/development. All ground floors will be slab on grade, to include the garage area and occupied areas. The building structures themselves will be supported by perimeter concrete footings and stemwalls and by interior footings or pads in the usual manner. As a result, no footing drains will be required for any of the proposed buildings, all of which will be of similar design. Of course the roof drain lines for each building will be required and will drain to the site's common detention system through the private access road drain system. Questions relating to this information may be directed to this office. your ongoing assistance. REWiEEWED FOR CODE COMPLIANCE APPROVED JUN 0 9 2015 Bruce S. MacVeigh, P.E. Civil Engineer h ts- C) ( 03 CoTukwila BUILDING M W MAR 302015 PUBLIC WOE`' Thank you for w overbeck13/0819 AHEM ciw CWTUMU MAR 3 a 2015 D Irk-o213 n / f 4. Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 50* Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 January 13, 2014 Subject: UPDATE: Geotechnical Evaluation for On -Site Stomp ter Infiion and general Sft fnoineering. 31 Lot Townhouse Sub -Division. 3429 S. 144th Street, Tukwila. WA 98168 rvX ` ANGf PN's: 004000-0003, 004000-0087, 004000-0088, 004000-0094, 0 C 0 639110-0000 and 6391110000 6433610240 Nov? 1i l No pN NG pN,.- A review of the . I Evaluation for -S' t r Infi do TuIWIa. WA 98168 dated December 4, 2008 indicates that site conditions and soils on the site have not changed. As such, all determinations and soil design requirements remain the same as in the original evaluation. Questions relating to this update, the original evaluation or to site related problems which may arise during construction of the new residences may be directed to this office. '10 'e'4d Bruce S. MacVeigh, P.E. Civil Engineer overbe&geotechupdate/0819 bis- oio EXPIRES:-V44-1/S" / 3 2WW'f-;-z RECEIVRD JUL 2 3 2014. U MLA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUL 232014 PERMIT CENTER D ICI - 0 213 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59* Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same City of Tukwila November 30, 2010 Public Works Department Attn: Joanna Spencer, Reviewing Engineer Subject: Requirements for Site Soil Preloading, Private Road and Utilities Construction, 31 Lot Townhouse Sub -Division, 3429 S. 144th Street, Tukwila, WA 98168 (PN's: 004000-0083, 004000-0087, 004000-0088, 004000-0094, 639110-0000 and 6391110000 6433610240) Hear Ms. Spencer: The requirement for soil preloading of existing soils on site is discussed below. The conclusion is that for the type of soils on site and the nature of the construction preloading is not required. The soils on site consist of a dense sandy clay from the existing surface down to an observed five or six feet. The materials appear to be original and undisturbed. The soils are generally saturated during the wet season. The site will require the placement of two to four Beet of imported sandy pit run material, to be structurally placed in I'ifts and mechanically compacted. Both the roadbed and sidewalk areas will rest on this thick compacted material. As such, the loading on the existing soils is moderate and well distributed. For these reasons, soil preloading is not required in these areas. The future buildings on site will have slab on grade ground floors. The foundations are expected to be spread footings on the new soil layer, however the condition of the placed soils is to be evaluated at the time of proposed building construction, and this office reserves the right, understood by the owner, to adjust the foundation width and depth as required to meet soil strength and stability requirements encountered. In summery, based upon the above considerations, no soil preloading will be required for any of the proposed construction on the site. Questions relating to this evaluation 2Bnice R&Eh, P.E. I Civil Engineer directed to this office. Thank you for overbec k08/0819 EXPIRES: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59 h Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same December 4, 2008 Subject: Geotechnical Evaluation for On -Site Stormwater Infiltration and General Site Engineering, 31 Lot Townhouse Sub -Division, 3429 S. 144th Street, Tukwila, WA 98168 PN's: 004000-0083, 004000-0087, 004000-0088, 004000-0094, 639110-0000 and 6391110000 6433610240 General: The purpose of this evaluation is to determine the suitability of the site's soils for on -site stormwater infiltration, and to determine design factors for site construction. The proposed development will consist of the construction of a total of up to 31 two-story residential units of mixed joint townhouse structures. Access and utilities infrastructure supporting the above would be constructed concurrently. The existing site, located on the south side of S. 144th Street, consists of a total of six adjacent parcels with single family residences or older apartment buildings. Remaining groundcover consists of residential lawns and minor landscape areas. Upon completion, all existing structures will have been replaced by single and two joined units. The seven parcels form an "L" shaped site, with one future entrance onto S. 144th Street and another onto 34th Avenue S. A single looped paved private access road will connect the entrances. Attached is a preliminary site and improvement plan showing this layout. Soil logs from the site indicate that its soils are not suitable for on -site stormwater infiltration. Further information and discussion is given below. The north -south leg of the site is very level, with an elevation variation of only one or two feet. The southern east -west leg slopes upward from east to west, with an elevation rise of approximately six feet. The above referenced preliminary site and improvement plan illustrates this existing topography. The proposed development will not require extensive earthwork as the road and building elevations will follow the existing topography fairly closely. Maximum cuts or fills would be approximately two to four feet from the existing grade. The total site area is approximately 59,000 square feet, or 1.35 acres. Existing impervious area for existing buildings and driveways is 21,500 square feet, or 0.50 acres, with final development having an estimated impervious area of 49,065 square feet, or 1.12 acres. Detention will be provided underground beneath the private road, with methodology will use the KCRTS program, with design criteria per the current KCS W M Manual. (Note: The above areas are estimates based on preliminary development information. Final construction drawings and calculations will use actual areas.) Site Geology Information: Based upon previous experience in the general area of the site, it is believed the site represents an eroded Alderwood series. Alderwood series is noted for relatively shallow loams, underlain by clay -based soils. As will be noted below, native site soils appear to be a gray clay. Deposition of the original site soils would have occurred as a recessional occurrence at the end of the last ice age, approximately 12,000 years ago. Site Geology Information - Subsurface Data: On April 21, 2007 a series of soil logs were evaluated on the site. Attached is a detailed soil description of each log, and a sketch showing its location. Generally, the site was found to be underlain with sandy clays and clays. Mottling and groundwater were noted in all soil logs. As a result, on -site stormwater infiltration is not an option for this site. Collected future runoff will be detained and released to the public storm system in S. 144th Street. Generally a shallow layer of moderately dense sandy clay fill was noted on the surface, underlain by a dense sandy clay fill to depths of up to 4 to 9 feet. Engineering evaluation of these materials is discussed below. Underlying the fill in all logs was a mottled gray clay. Site Geology Information - Site History: The site is part of long developed residential neighborhood, with houses in the area being as old as 50 or 60 years. Some surface leveling and minor cuts and fills have occurred, with surface fills of likely different periods evident in the soil logs. The mass topography was in place at the recession of the last ice sheet coverage approximately 12,000 years ago. The site lies on a generally east facing upland slope which drains east to the Kent/Duwammish Valley (Green/Duwammish basin). These river valley areas run typically north -south and were largely shaped during the glacial movement across the area. The topography observed during the site visit indicates no evidence of catastrophic slope failure. Long term very slow surface movement has probably occurred historically, but is probably not a factor in the existing fully developed neighborhood. Significant movement of the surface soils, even in an undeveloped condition, would be measured in decades or centuries. No areas of obvious surface erosion or tell tale exposed surface soils were observed on the site or on neighboring sites. 2 Site Geology Information - Seismic Hazard: Seismic hazards for slopes may be comprised of either general soil saturation or classic seismic liquefaction. With general saturation, failure occurs in either a direct diagonal slippage (shear failure) or at a saturated layer of loose silts which semi -liquefy and "pour" out of their original higher location. The soils of this area do not appear susceptible to this mode of failure due to the generally dense impervious nature of the soils, combined with the relatively flat topography. As noted above, there is no indication site of this mode of failure occurring previously on this site or in the surrounding area. Based on the above, the possibility of hillside failure by this mode of seismic failure is low. The second mode of failure is caused by a water saturation of a uniformly graded larger grained non -cohesive soil, which in this condition is subject to seismic movement. For the soils in question, the possibility of full saturation of any layer is not present (at least in the sense of water surrounding individual soil particles). In addition, the soils as noted are not of the type allowing this type of movement. The possibility of seismic movement is, of course, always present, however, the possibility of seismic liquefaction failure for this site is negligible. Geotechnical Engineering Information - Slope Stability Studies and Opinions of Slope Stability: No previous slope stability studies are known to have been prepared for this site. As noted above, the site appears stable and not subject to long term erosion or catastrophic failure. Reference slope stability, it is the opinion of this office, based on considerations discussed above, that the site's soils are geologically stable for the intended use. Geotechnical Engineering Information - Proposed Angles of Cut and Fill Slopes and Site Grading Requirements: Only moderate to light construction affecting the site soils is proposed as part of the site development. The following are provided for general information. It is recommended that the footing bases for the new residences be placed at or below a 2:1 slope from the lowest level of the site. During temporary excavations for utilities and foundations, a vertical cut face is acceptable. Long term permanent cuts and fills involving native soils should be at a maximum of 2:1 unless otherwise approved by a licensed engineer familiar with the site. Site grading should follow standard practice as regards erosion control, stockpiling of soils, and minimizing the areas to be cleared and disturbed to that necessary for approved construction. Significant structural fill is not required for the proposed new residences. Should it be required due to unforeseen circumstances, the following guidelines should be followed. 3 Cut horizontal steps into the slope (for fills over 3 feet total), place non -clay materials in maximum 6" lifts, and mechanically compact to 95 percent. Note that for non-structural fill in yard areas, the 6" lifts and mechanical compaction may be omitted, although some settling will occur over time. Revegetation of finished slope areas should follow good landscaping practice. Geotechnical Engineering Information - Structural Foundation Requirements and Estimated Foundation Settlement: A foundation bearing pressure of 1,000 PSF is suitable for the lower sandy clay layer (consisting of dense fill) and for the underlying gray clay. Ideally all foundations should be placed on undisturbed soils a minimum of 18" below finished grade, however placement on the dense old fill is acceptable with the site engineer's review and approval. All foundations should be placed at a 2:1 backslope or farther from the toe of any slope. Based on observed soils, a lateral resistance factor of 0.40 for lateral loading may be safely used for design of structural retaining walls and basement walls. Note that the ground level floors will be cast concrete and will provide additional long term lateral resistance to movement of the walls and their footings. It is recommended that the outside of the wall footings be backfilled against prior to interior backfilling as a good general construction practice. Based on experience with similar soils used for wood frame residential construction, a settlement of less that 1/4 inch would be expected within a 50 foot length of foundation. It should be noted that during site visits by this office, existing concrete foundations, in place for up to 50 years, showed very little settlement. Geotechnical Engineering Information - Soil Compaction Criteria: Soils on site are suitable only for shallow structural backfill, which would be characterized as one foot or less. Deeper fills, if required, should use an imported select granular pit run. Compaction in foundation and vehicular traffic areas should be to 95%, uniformly and mechanically compacted. The need for structural backfill for this site, except in utility trenching, is minimal. Backfilling of minor trenches with existing sandy clay (not the gray clay) material is acceptable, provided it is mechanically compacted in 6 inch lifts, and that it is done in only damp or dry weather. Questions relating to the adequacy of compacted material should be evaluated by a licensed engineer inspection on site. Geotechnical Engineering Information - Proposed Surface and Subsurface Drainage: Surface runoff from impervious surfaces will be collected, detained and routed to the adjacent street drainage system. No runoff will be infiltrated on site. Any crawl space foundations and retaining walls will be protected by piped footing drains which lead to the street drainage system. Slab on grade floor areas will not require footing drains. 4 Geotechnical Engineering Information - Lateral Earth Pressures: Due to the dense nature of the in place soils, a design lateral pressure for foundation and retaining walls of 35 PCF is suitable. All walls over 4 feet in total height must be designed by a licensed engineer and use the 1.5 safety factor per accepted practice. Geotechnical Engineering Information - Vulnerability of Site to Erosion: Undisturbed bare soils on site are moderately subject to erosion. Disturbed soils are subject to significant erosion. Disturbed soils on or near slope areas are subject to heavy erosion. For the above reasons the exposure of disturbed soils on or near the slope areas should be protected with straw or tarping if left exposed for more than one week during the wet season. All disturbed areas must have properly installed silt fencing on their downhill side. A standard stabilized rock construction entrance will be used on site to prevent mud and silt from the site entering the street drainage system. With the use of erosion control measures, as mentioned above, the proposed construction should be able to take place without significant erosion to the site, or the transporting of silts off site. Geotechnical Engineering Information - Suitability of On -Site Soils for Use as Fill: The native sandy clay materials on site are suitable for shallow fill in damp or dry weather, with mechanical compaction required in structural fill areas, as noted above. Note that quantities of clay in the existing soils prevent their use for deep structural fills, except for minor trenching in non -vehicular areas. Geotechnical Engineering Information - Laboratory Data and Soil Index Properties: Field testing was done of soil samples encountered. The upper soils (with the exception of the top moderately dense fill) were found to be a dense sandy clay. Formal laboratory testing of soil samples was not deemed necessary for the evaluation of site soils for this site and type of construction. Geotechnical Engineering Information - Building Limitations: The construction of the above new residences, road and utilities may take place during wet weather provided the above specified erosion control measures are strictly employed. Arbitrary wet weather restrictions based on specific dates for this site and its development are not recommended. Providing the above recommendations and construction criteria are adhered to. in the design and placement of the residential structure and related site work, no site related building limitations are recommended for these sites. Summery: The site is suitable for conventional residential construction. Drainage of impervious surfaces, including roof and driveways must be collected, detained and released to the adjacent street system. Statement of Risk: While the general slope of the site is typically about 0 to 5 percent, some very minor areas will have slopes up to 50 percent (2:1) upon completion of the project. The total difference in elevation of these areas will be no more than about 4 feet, and typically less. The small areas and heights of these slopes, combined with the stable soils noted above, indicate that the site, and the surrounding properties (which are all similar), is not by definition a geologic hazard area and that additional studies and construction restrictions relating to geologic hazard areas do not apply to this project. In addition, the construction as proposed is so minor as regards building sizes and soil loading as to not pose a threat to public health, safety and welfare. The construction may occur with no greater threat to the site or to adjacent properties than if the site were completely level. In summery, the plans and specifications submitted for the proposed new residence have been reviewed and conform to the conditions and recommendations in this evaluation, specifics noted above, and provided that the conditions and recommendations are satisfied, the construction and development will not increase the potential for soil movement; and the risk of damage to the proposed development, and from the development to adjacent properties, from soil instability will be minimal (essentially zero possibility of risk). Questions relating to this report and to site related problems which may arise during construction of the new residences may be directed to this office. 1510 Bruce S. MacVeigh, P.E. Civil Engineer EXPIRES' 4/24/ 1 4 4&e'o 8 overbeck02/0819 A geotechnical evaluation for this site has been prepared and accepted, titled: Geotechnical Evaluation for On -Site Stormwater Infiltration and General Site Engineering 31 Lot Townhouse Sub -Division 3429 S. 144th Street, Tukwila, WA 98168, dated December 4, 2008. The evaluation was prepared by: Bruce S. MacVeigh, P.E. 14245 5e Ave. S. Tukwila, WA 98168 (206) 242-7665 SOIL LOGS MIKE OVERBECK SITE 21 APR 07 0 -18 sandy CLAY w/cobbles and constr. debris (fill, moderately dense) 18 - 48" sandy CLAY w/cobbles and constr. debris (fill, dense) 48 - 96" medium SAND w/some silt, relatively dean (brawn) 96 -108"+ CLAY (gray, mottled) WATER AT 84" SL 2 0 -12" sandy CLAY w/cobbles and constr. debris (fill, moderately dense) 12 - 30 sandy CLAY w/cobbles and constr. debris (fill, dense) 30 - 72" medium SAND w/some silt, relatively dean (brown) 72 -108"+ CLAY (gray, mottled) WATER AT 72" L 0 -16 sandy CLAY w/cobbles and constr. debris (fill, moderately dense) 16 - 36" sandy CLAY w/cobbles and constr. debris (fill, dense) 36 - 84" sandy clayey LOAM (peaty smell) 84 -108"+ CLAY (gray, mottled) WATER AT 84" 4 0-180 sandy CLAY w/cobbles and constr. debris (fill, moderately dense) 18 - 72" sandy CLAY w/cobbles and constr. debris (fill, dense) 72 -108" sandy clayey LOAM (peaty smell) 108 -132"+ CLAY (gray, mottled) s i.�.��.�• sr. WATER AT 120" s/i 9 s r— Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #10014 FIL STRUCTURAL CALCULATIONS Osterly Park Townhomes — Phase 1 V�O FdR R Go�P`l D GE GOB APPROVE ,vN � 9 2p15 W.- GZo G �N pNISlot' gv��o 3429 S. 144th St. Tukwila, WA Design Criteria: 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 RECEIVED Architect: Barker Architects A.I.A. CITY OFTUKWILA 8715 NE 119th St. JUL 10 2014 Kirkland, WA 98034 PERMIT CENTER h: 425.821.7601 D �z INC. MEMO MEMO DATE: July 3,-2014 PROJECT: Osterly Park TO: Overbeck Properties ATTN: Mike Overbeck CC: FROM: Todd Eaton RE: Osterly Park - 2012 IBC ATTACHMENTS: Richard, PROJECT NUMBER: None 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206) 285-0618(F) teaton@ctengineering.com 10014 07/03/2014 We have reviewed the 2012 IBC with regards to the loading criteria and wood framed construction (Chapter 23). The 2012 IBC reference standard for loading criteria is ASCE7-10, while the 2006 and 2009 IBC reference standard for loading criteria is ASCE7-05. Items that remain unchanged and those that have changed but do not affect the structural design include: • Live Loads and Snow Loads in ASCE7-10 are unchanged from ASCE7-05 for single family residential structures in the Puget Sound Region. • Seismic design parameters referenced from ASCE7-10 uses 2008 USGS hazard data while ASCE7-05 uses 2002 USGS hazard data. The resulting base shear calculated using ASCE 7-10 is equivalent to that under ASCE 7-05. • Wind speeds referenced in ASCE 7-10 are now shown as ultimate values. IBC 2012 Section 1609.3.1 provides an equation to convert ultimate wind speed to allowable design level. The result is that the Vult = 110 mph is equivalent to the Vasd - 85 mph. • IBC 2012 and IBC 2009 both reference AWC SDPWS-2008 for nominal unit shear capacities for wood -frame shear walls, therefore the wood framed shear walls remain unchanged. • IBC 2012 references NDS-2011 for allowable stresses for lumber, while IBC 2009 and IBC 2006 references NDS-2005 for allowable stresses for lumber. The allowable stresses for lumber in NDS-2011 are unchanged from NDS-2005 and NDS-2001 for the lumber species and grades specified in the plans and used in the calculations. The existing structural design conducted under the 2006 IBC and 2009 is not affected by modifications to the 2012 IBC. The current design for the house plans is in compliance with the 2012 IBC. Construction documents (i.e plan sets) should reference the 2012 code. Sincerely, 1)-.ej 6 @A Todd R. Eaton, PE Structural Engineers MA10014 Osterly Park\documents_out\2012_IBC_MEMO_2014.07.03.doc INC. 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V)U) S=S m Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Rev: 580006 Page 1 User: KW-0602997, Ver 5.8.0, 1 -Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B1/133: 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 4x10 4x10 Beam Width in 3.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr - Douglas Fir - Larch, No.2 Larch, No.2 Fb - Basic Allow psi 900.0 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.00 8.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Results Ratio = 0.2662 0.6814 =max @ 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 4 22.50 660.00 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 L/Defl 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 Scope : User. KW-0602997, Ver 5.8.0. 1 -Dec-2003 Timber Beam & Joist Page 1 (ncev)1983:aovuvo-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 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, 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 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No center span Data Span ft 3.50 2.50 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 Bending OK Bending OK Sending 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 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 52.50 37.50 52.50 37.50 52.50 LL Ibs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL Ibs 140.00 100.00 140.00 100.00 140.00 @ Right End DL Ibs 52.50 37.50 52.50 37.50 52.50 LL Ibs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL Ibs 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 UDefl 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 UDefl 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 : Rev:580006 Page 1 User: KW-0602997, Ver 5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.emCalculations 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 3.125x15 3.125x12 Beam Width in 3.125 3.125 Beam Depth in 15.000 12.000 Le: Unbraced Length ft 0.00 0.00 Tlmber Grade Douglas Fir, 24F - Douglas Fir, 24F - V4 V4 Fb - Basic Allow psi 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type Glul-am Glul-am Repetitive Status No No Center Span Data Span ft 16.00 12.00 Dead Load #/ft 340.00 340.00 Live Load #(ft 425.00 425.00 Results Ratio = 0.9082 0.7983 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 Bending OK Bending OK fv : Actual psi 166.1 154.2 Fv : Allowable psi 276.0 276.0 Shear OK Shear OK Reactions @ Left End DL Ibs 2,720.00 2,040.00 LL Ibs 3,400.00 2,550.00 Max. DL+LL Ibs 6,120.00 4,590.00 @ Right End DL Ibs 2,720.00 2,040.00 LL Ibs 3,400.00 2,550.00 Max. DL+LL Ibs 6,120.00 4,590.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.317 -0.196 L/Defl Ratio 605.9 735.3 Center LL Defl in -0.396 -0.245 L/Defl Ratio 484.7 588.3 Center Total Defl in -0.713 -0.441 Location ft 8.000 6.000 UDefl Ratio 269.3 326.8 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 ' Description Scope : Rev. 580006 Page 1 User., KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw.Calculations Description BLDG B2/B4: 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 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7,250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem fir, No.2 Fb - Basic Allow psi 850:0 850:0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No center Span Data Span ft 3.50 2.50 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-k 11.76 0.75 1.47 6.00 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 447.5 28.5 55.9 228.3 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Sending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 3.6 6.3 28.7 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL ibs 420.00 37.50 52.50 300.00 52.50 LL ibs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL lbs 1,120.00 100.00 140.00 800.00 140.00 @ Right End DL lbs 420.00 37.50 52.50 300.00 52.50 LL ibs 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 -U.000 -U.UUI -u.UUZ -u.uu I L/Defl Ratio 6,419.4 140,917.9 51,354.9 17,614.7 51,354.9 Center LL Defl in -0.011 -0,000 -0.001 -0.003 -0.001 L/Defl Ratio 3,851.6 84,550.7 30,812.9 10,568.8 30,812.9 Center Total Defl in -0.017 -0.001 -0.002 -0.005 -0.002 Location ft 1.750 1.250 1.750 1.250 1.750 L/Defl Ratio 2,407.3 52,844.2 19,258.1 6,605.5 19,258.1 Title : Dsgnr: Description Scope : User: KW-0602997, Ver5.8.0,1-oec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software Description BLDG B: L3 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculafions 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 STIR XFER Timber Section 2-2x8 2-2x8 2-2x12 2-2x8 2-2x12 2-2x12 Beam Width in 3.000 3.000 3.000 0.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 11.250 0.000 7.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, No.2 Hem Fir, 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 No No No No No No No Center span Data Span ft 2.50 3.50 4.00 2.50 3.50 3.50 16.00 Dead Load #/ft 20.00 20.00 120.00 20.00 20.00 120.00 15.00 Live Load #/ft 53.30 53.30 320.00 53.30 53.30 320.00 40.00 Dead Load #/ft 130.00 130.00 130.00 130.00 Live Load #/ft 50.00 50.00 50.00 50.00 Start ft End ft Point #1 DL Ibs 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 1.75 1.75 6.66 fb : Actual psi 90.4 177.1 166.9 0.0 177.1 127.8 452.2 Fb : Allowable psi 1,173.0 1,173.0 1,000.0 0.0 1,173.0 850.0 850.0 Bending OK Bending OK Sending OK Bending OK Bending OK Sending OK Bending OK fv : Actual psi 11.4 20.1 21.0 0.0 20.1 16.2 48A 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 Ibs 187.50 262.50 240.00 0.00 262.50 210.00 310.31 LL Ibs 129.12 180.77 640.00 0.00 180.77 560.00 827.50 Max DL+LL Ibs 316.62 443.27 880.00 0.00 443.27 770.00 1,137.81 @ Right End DL Ibs 187.50 262.50 240.00 0.00 262.50 210.00 139.69 LL Ibs 129.12 180.77 640.00 0.00 180.77 560.00 372.50 Max. DL+LL Ibs 316.62 443.27 880.00 0.00 443.27 770.00 512.19 Defiections 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 : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 f (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations 11 Description BLDG B: L3 Framing (2 of 2) Timber Member Information '.ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined WE2 WE3 A/E Timber Section 6x8 5.125x7.5 2-2x8 Beam Width in 5.500 5.125 3.000 Beam Depth in 7.500 7.500 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas fir - Douglas Fir, 24F - Hem Fir, No.2 Lards, No.2 V4 Fb - Basic Allow psi 900.0 2,400:0 850.0 Fv - Basic Allow psi 180.0 240.0 150.0 Elastic Modulus ksi 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 Member Type Sawn Glul-am Sawn Repetitive Status No No No Center Span Data Span ft 5.00 8.00 2.00 Dead Load #/ft 150.00 180.00 150.00 Live Load #/ft 400.00 480.00 400.00 Dead Load #/ft 250.00 Live Load #/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 Ibs 375.00 720.00 400.00 LL lbs 1,000.00 1,920.00 650.00 Max_ DL+LL Ibs 1,375.00 2,640.00 1,050.00 @ Right End DL Ibs 375.00 720.00 400.00 LL Ibs 1,000.00 1,920.00 650.00 Max. DL+LL Ibs 1,375.00 2,640.00 1,050.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.051 -0.001 UDefl Ratio 8,800.2 1,876.9 20,642.3 Center LL Defl in -0.018 -0.136 -0.002 UDefl Ratio 3,300.1 703.8 12,702.9 Center Total Defl in -0.025 -0.188 -0.003 Location ft 2.500 4.000 1.000 UDefl Ratio 2,400.1 511.9 7,863.7 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: bdWUb Page 1 User: KW-0602997, Ver 5.8.0, 1 -Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B: L2 Framing (1 of 2) Timber Member Information '-ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR E2 2.5 STR XFER GR E Timber Section 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 Hem Fr, No.2 Douglas Fr - Hem Fir, No.2 Hem Fir, No.2 Douglas Fr - Larch, No.2 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 1.150 1.000 1.600 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status Repetitive No No No No No No Center Span Data Span ft 4.00 3.50 4.00 16.00 3.50 16.00 3.50 Dead Load #/ft 20.00 570.00 20.00 37.50 120.00 15.00 165.00 Live Load #/ft 53.30 465.00 53.30 100.00 320.00 40.00 440.00 Point #1 DL lbs 210.00 LL lbs 560.00 @ X ft 1.500 Cantilever Span Span ft 2.00 2.00 2.00 Uniform Dead Load #(ft 20.00 20.00 20.00 Uniform Live Load #/ft 53.30 53.30 53.30 Point #1 DL lbs 320.00 LL lbs 150.00 3,270.00 @ X ftj 2.000 2.000 Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 Mmax @ Center in-k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 @ X = ft 0.00 1.75 1.86 8.00 1.75 6.66 1.75 Mmax @ Cantilever in-k -13.04 0.00 -80.24 -1.76 0.00 0.00 0.00 fb : Actual psi 412.1 368.8 1,268.0 830.6 127.8 452.2 215.6 Fb : Allowable psi 1,124.1 900.0 1,360.0 850.0 1,000.0 1,000.0 900.0 Bending OK Sending 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 -O.Ou1 -0.054 -u.uuz L/Defl Ratio 10,146.9 6,751.7 463,567.3 1,639.6 59,039.4 3,552.6 23,324.2 Center LL Defl in 0.002 -0.005 0.025 -0.319 -0.002 -0.144 -0.005 UDefl 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 : Dsgnr: Description Scope : Job # Date: 9:45AM, 25 FEB 10 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (01983.2003 ENERCALC Engineering Software 10014.emCalculations Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl i -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 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Rev: -, w Ub Page 1 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations 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 ES GAR HR D+L+S+E GAR HR D+L+S Timber Section 3.125x12 2-2x12 5.125x13.5 5.125x13.5 Beam Width in 3.125 3.000 5.125 5.125 Beam Depth in 12.000 11.250 13.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade las Fir, 24F - Hem Fr, No.2 Douglas Fir, 24F - Douglas Fr, 24F - V4 V8 V8 Fb - Basic Allow psi 2,400.0 850.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 150.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,300.0 1,700.0 1,700.0 Load Duration Factor 1.000 1.150 1.300 1.150 Member Type Glul-am Sawn Glul-am GluLam Repetitive Status No No No No Center Span Data Span ft 19.50 4.00 16.50 16.50 Dead Load #/ft 45.00 20.00 20.00 20.00 Live Load #/ft 120.00 53.30 53.30 53.30 Point #1 DL Ibs 2,040.00 2,040.00 LL Ibs 2,550.00 2,550.00 @ X ft 6.500 6.500 Point #2 DL Ibs 665.00 665.00 LL lbs 2,203.00 2,203.00 @ X ft 6.500 6.500 Point #3 DL Ibs LL Ibs 1,200.00 @ X 6.500 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 118.30 Point #1 DL Ibs LL Ibs 1,200.00 @ X ftj 2.000 Results Ratio = 0.5228 0.6085 0.8988 0.8844 Mmax @ Center in-k 94.11 0.04 436.53 380.00 @ X = ft 9.75 0.29 6.53 6.53 Mmax @ Cantilever in-k 0.00 -37.64 0.00 0.00 fb : Actual psi 1,254.8 594.8 2,804.2 2,441.0 Fb : Allowable psi 2,400.0 977.5 3,120.0 2,760.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 58.2 71.0 125.1 109.3 Fv : Allowable psi 240.0 172.5 312.0 276.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 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 Ibs 1,608.75 -637.55 5,852.00 5,124.72 @ Right End DL Ibs 438.75 665.00 1,230.61 1,230.61 LL Ibs 1,170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL Ibs 1,608.75 2,867.35 4,015.45 3,542.72 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Title Dsgnr: Description Scope Rev: 580006 User. KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)19B3-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Center DL Defl in -0.181 0.002 -0.249 -0.249 UDefl Ratio 1,294.7 28,644.9 794.4 794.4 Center LL Defl in -0.482 0.009 -0.557 -0.455 UDefl Ratio 485.5 5,072.6 355.4 435.3 Center Total Defl in -0.663 0.011 -0.806 -0.704 Location ft 9.750 2.336 7.788 7.788 UDefl Ratio 353.1 4,309.6 245.5 281.2 Cantilever DL Defl in -0.006 Cantilever LL DO in -0.038 Total Cant. DO in -0.044 UDefl Ratio 1,079.2 Job # Date: 9:45AM, 25 FEB 10 F Page 2 Title : Dsgnr. Description Scope : Job # Date: 9:45AM, 25 FEB 10 user: Kw-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.em:Calculabons Description BLDG B: Deck Framing Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ist ist bm Timber Section 2x10 2x10 6x8 Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, No.2 Douglas Fr - Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status I Repetitive No No Center Span Data Span ft 4.00 2.00 8.00 Dead Load #t/ft 20.00 20.00 125.00 Live Load #/ft 53.30 53.30 333.00 Cantilever Span Span ft 3.00 3.00 2.00 Uniform Dead Load #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Results Ratio = 0.1721 0.1979 0.9154 Mmax @ Center in-k 1.26 0.07 42.48 @ X = ft 1.70 0.38 3.94 Mmax @ Cantilever in-k -3.96 -3.96 -10.99 fb : Actual psi 185.0 185.0 823.9 Fb : Allowable psi 1,075.3 935.0 900.0 Sending OK Bending OK Bending OK fv : Actual psi 18.7 19.7 60.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 17.50 -25.00 468.75 LL Ibs 106.60 -66.62 1,332.00 Max. DL+LL Ibs 124.10 -91.62 1,800.75 @ Right End DL Ibs 122.50 125.00 781.25 LL Ibs 326.46 333.12 2,081.25 Max. DL+LL Ibs 448.96 458.12 2,862.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in 0.000 0.000 -0.032 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 Defl i -0.005 -0.005 0.021 Cantilever LL DOin -0.014 -0.013 0.056 Total Cant. DOin -0.020 -0.018 0.077 L/Defl Ratio 3,629.1 4,036.0 625.2 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev:580006 Page 1 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw Calculations Description CODE MAX JOIST SPANS LL=40PSF Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC , 12" OC 8" oC Timber Section 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 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span ft 16.75 19.25. 23:50 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 53.30 40.00 26.70 Results Ratio = 0.9974 0.9884 0.9829 Mmax @ Center in-k 30.85 30.57 30.40 @ X = ft 8.37 9.62 11.75 fb : Actual psi 974.9 966.2 960.8 Fb : Allowable psi 977.5 977.5 977.5 Bending OK Sending OK Bending OK fv : Actual psil 48.9 42.5 35.6 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 167.50 144.37 117.50 LL Ibs 446.39 385.00 313.72 Max. DL+LL Ibs 613.89 529.37 431.22 @ Right End DL Ibs 167.50 144.37 117.50 LL Ibs 446.39 385.00 313.72 Max. DL+LL Ibs 613.89 529.37 431.22 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.153 -0.200 -0.297 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 : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Kew 55000b Page 1 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calcu1abons Description CODE MAX JOIST SPANS LL=30PSF 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 2x12 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Tlmber Grade Hem 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 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span ft 18.50 , 21.25 25.75 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 40.00 30.00 20.00 Results Ratio = 0.9959 0.9855 0.9647 Mmax @ Center in-k 30.80 30.48 29.84 @ X = ft 9.25 10.62 12.87 fb : Actual psi 973.5 963.3 943.0 Fb : Allowable psi 977.5 977.5 977.5 Sending OK Bending OK Bending OK fv : Actual psi 44.6 38.8 31.9 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs; 185.00 159.37 128.75 LL lbs 370.00 318.75 257.50 Max. DL+LL lbs 555.00 478.12 386.25 @ Right End DL lbs 185.00 159.37 128.75 LL lbs 370.00 318.75 257.50 Max. DL+LL lbs 555.00 478.12 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.228 -0.297 -0.428 L/Defl Ratio 974.5 857.3 722.8 Center LL Defl in -0.456 -0.595 -0.855 L/Defl Ratio 487.2 428.7 361.4 Center Total Defl in -0.683 -0.892 -1.283 Location ft 9.250 10.625 12.875 L/Defl Ratio 324.8 285.8 240.9 Title: Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Rev:580006 Page 1 User: KW-0602997, Ver 5.8.0. 1 -Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.e w:Calculations Description BLDG C: Roof Framing Timber Member Information %ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 2 Grid 5 Grid 6 Grid 5 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 3.50 2.50 2.50 3.50 3.50 Dead Load #/ft 30.00 30.00 30.00 240.00 30.00 Live Load #/ft 50.00 50.00 50.00 400.00 50.00 Results Ratio = 0.0477 0.0243 0.0243 0.3815 0.0477 Mmax @ Center in-k 1.47 0.75 0.75 11.76 1.47 @ X = ft 1.75 125 1.25 1.75 1.75 fb :Actual psi 55.9 28.5 28.5 447.5 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Sending OK Bending OK Bending OK Sending OK Bending OK fv : Actual psi 6.3 3.6 3.6 50.7 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 52.50 37.50 37.50 420.00 52.50 LL lbs 87.50 62.50 62.50 700.00 87.50 Max. DL+LL lbs 140.00 100.00 100.00 1,120.00 140.00 @ Right End DL fbs 52.50 37.50 37.50 420.00 52.50 LL lbs 87.50 62.50 62.50 700.00 87.50 Max. DL+LL lbs; 140.00 100.00 100.00 1,120.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.000 -0.000 -0.007 -0.001 UDefl Ratio 51,354.9 140,917.9 140,917.9 6,419.4 51,354.9 Center LL Defl in -0.001 -0.000 -0.000 -0.011 -0.001 UDefl Ratio 30,812.9 84,550.7 84,550.7 3,851.6 30,812.9 Center Total Defl in -0.002 -0.001 -0.001 -0.017 -0.002 Location ft 1.750 1.250 1.250 1.750 1.750 UDefl Ratio 19,258.1 52,844.2 52,844.2 2,407.3 19,258.1 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Rev: 580006 Page 1 User: KW-0602997, Ver 5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Cal IMSMEW ns Description BLDG C: L3 Framing (1 of 2) Timber Member Information 'ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR D2 GR D3 GR D4 GR 5 GR 6 Timber Section 2-2x8 2-2x8 6x8 202 2X12 2-2z8 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 Tlmber Grade Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 . 850.0 85.0.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 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 #Ift 53.30 53.30 440.00 440.00 440.00 50.00 53.30 Dead Load #/ft 130.00 130.00 130.00 Live Load #/ft 50.00 50.00 50.00 Start ft End ft Results Ratio = 0.0770 0.1510 0.6264 0.6833 0.5399 0.0547 0.1510 Mmax @ Center in 2.37 4.65 27.45 18.38 14.52 1.69 4.65 @ X = ft 1.25 1.75 2.75 2.25 2.00 1.25 1.75 fb : Actual psi 90.4 177.1 532.4 580.8 458.9 64.2 177.1 Fb : Allowable psi 1,173.0 1,173.0 850.0 850.0 850.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Sending OK Bending OK fv : Actual psil 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 9 Left End DL Ibs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL Ibs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 @ Right End DL tbs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL Ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL Ibs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.0(O -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 L/Defl Ratio 28,183.6 10,271.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 Center LL Defl in -0.001 -0.003 -0.036 -0.018 -0.011 -0.000 -0.003 L/Defl Ratio 40,924.8 14,914.3 1,831.4 3,077.7 4,382.2 84,550.7 14,914.3 Center Total Defl in -0.002 -0.007 -0.050 -0.024 -0.015 -0.001 -0.007 Location ft 1.250 1.750 2.750 2.250 2.000 1.250 1.750 L/Defl Ratio 1 16,689.8 6,082.3 1,331.9 2,238.4 3,187.0 23,486.3 6,082.3 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Rev: 580006 Page 1 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculabons 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 GR El GR E2 GR E3.5 GR E4 Timber Section 2-2x8 2-2x12 3-2x12 2-2x8 Beam Width in 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fir, No.2 Hem Fr, 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 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 2.50 5.00 7.50 3.00 Dead Load #/ft 150.00 150.00 150.00 150.00 Live Load #/ft 400.00 400.00 400.00 400.00 Dead Load #/ft 280.00 280.00 280.00 280.00 Live Load #/ft 300.00 300.00 300.00 300.00 Start ft End ft Results Ratio = 0.3436 0.6850 0.9341 0.4948 Mmax @ Center in-k 10.59 42.37 95.34 15.25 @ X = ft 1.25 2.50 3.75 1.50 tb : 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 Sending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 79.4 94.4 70.1 Fv : Allowable psi 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 537.50 1,075.00 1,612.50 645.00 LL Ibs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL Ibs 1,412.50 2,825.00 4,23T50 1,695.00 @ Right End DL Ibs 537.50 1,075.00 1,612.50 645.00 LL Ibs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL Ibs 1,412.50 2,825.00 4,237.50 1,695.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.013 -O.U44 -U.Uub 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 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Rev:580006 Page 1 User Kw-0602997, Ver5.8.0,1-Dec-2o03 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: L2 Framing Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst D GR 3 GR D E GR 4 GR 5 ]ST 4-6 Timber Section 2-2x12 3-2x12 6x8 6x12 5.125x13.5 202 Beam Width in 3.000 4.500 5.500 5.500 5.125 1.500 Beam Depth in 11.250 11.250 7.500 11.500 13.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, No.2 Douglas Fr- Douglas Fir- Douglas Fr, 24F- Hem Fr, No.2 Larch, No.2 Larch, No.2 V4 Fb - Basic Allow psi 850.0 850.0 900.0 900.0 2,400.0 850.0 Fv - Basic Allow psi 150.0 150.0 180.0 180.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Glul-am Sawn Repetitive Status No No No No No No Center Span Data Span ft 5.50 18.00 4.00 18.00 17.50 4.00 Dead Load #/ft 20.00 45.00 165.00 45.00 435.25 20.00 Live Load #/ft 53.30 120.00 440.00 120.00 315.00 53.30 Dead Load #/ft 165.00 Live Load #/ft 440.00 Start ft End ft Cantilever Span Span ft 2.00 2.00 Uniform Dead Load Wft 500.00 20.00 Uniform Live Load #/ft 650.00 53.30 Point #1 DL Ibs 326.70 LL lbs 120.00 @ X ftj 2.000 Resuits Ratio = 0.5131 0.9035 0.6258 0.7350 0.9225 0.4640 Mmax @ Center in-k 0.03 80.19 29.04 80.19 344.65 0.00 @ X = ft 0.26 9.00 2.00 9.00 8.75 0.00 Mmax @ Cantilever in-k -27.60 0.00 0.00 0.00 0.00 -12.48 fb : Actual psi 436.1 844.8 563.2 661.5 2,213.9 394.4 Fb : Allowable psi 850.0 935.0 900.0 900.0 2,400.0 850.0 Bending OK Sending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 55.2 39.4 60.5 31.6 124.1 46.7 Fv : Allowable psi 150.0 150.0 180.0 180.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs -126.82 405.00 660.00 405.00 3,808.44 -133.35 LL Ibs 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 Max. DL+LL Ibs 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 @Right End DL Ibs 1,236.82 405.00 660.00 405.00 3,808.44 580.05 LL Ibs 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 Max. DL+LL 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 L/Defl Ratio 10,335.4 1,410.6 7,812.7 2,266.6 432.5 9,931.3 Center LL Defl in 0.007 -0.408 -0.016 -0.254 -0.351 0.001 L/Defl Ratio 9,242.9 529.0 2,929.8 850.0 597.5 34,153.1 Center Total Defl in 0.014 -0.561 -0.023 -0.349 -0.837 0.006 Location ft 3.278 9.000 2.000 9.000 8.750 2.400 L/Defl Ratio 4,880.7 384.7 2,130.7 618.2 250.9 7,722.1 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 Cantilever DL Defl in -0.016 -0.020 Cantilever LL DO in -0.020 -0.008 Total Cant. Defl in -0.036 -0.028 LIDO Ratio 1,321.2 1,725.4 Page 2 10014.ecmCalculations Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : Rev580006 Page 1 User: KW-0602997, Ver 5.8.0, 1 -Dec-2003 Timber Beam & .foist (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 jst jst bm Timber Section 2x10 2x10 6x8 Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Douglas Fir - Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive No No Center Span Data Span ft 5.00 3.00 8.50 Dead Load #/ft 20.00 20.00 98.00 Live Load #/ft 53.30 53.30 261.00 Cantilever Span Span ft 2.00 2.00 1.50 Uniform Dead Load #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Results Ratio = 0.1131 0.0880 0.8203 Mmax @ Center in-k 2.51 0.76 38.07 @ X = ft 2.40 1.32 4.22 Mmax @ Cantilever in-k -1.76 -1.76 -6.18 fb : Actual psi 117.5 822 738.3 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Sending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 42.00 16.67 399.96 LL Ibs 133.25 79.95 1,109.25 Max. DL+LL Ibs 175.25 96.62 1,509.21 @ Right End DL Ibs 98.00 83.33 620.54 LL Ibs 261.17 222.08 1,652.82 Max. DL+LL Ibs 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.001 0.000 -U.U34 L/Defl Ratio 44,186.7 562,653.4 3,029.8 Center LL Defl in . -0.006 -0.001 -0.099 L/Defl Ratio 10,295.6 47,664.8 1,029.4 Center Total Defl in -0.007 -0.001 -0.133 Location ft 2.460 1.416 4.250 L/Defl Ratio 8,360.0 48,711.9 768.4 Cantilever DL Defl in 0.000 -0.001 0.017 Cantilever LL Defl in 0.001 -0.003 0.046 Total Cant. Defl in 0.002 -0.004 0.063 L/Defl Ratio 27,379.8 12,992.4 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEE RP Seismic Design Provisions Latitude = 47.4738 Longitude =-122.2889 Spectral Response Accelerations Ss and S 1 Ss and S 1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.467 (Ss, Site Class B) 1.0 0.505 (S 1, Site Class B) Conterminous 48 States 2003 NEE RP Seismic Design Provisions Latitude = 47.4738 Longitude =-122.2889 Spectral Response Accelerations SMs and SMl SMs =Fax Ss and SM1 = 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 SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT # : 10014 --Osterly'Rark 'Building $ 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, =01 Figure 1613.5.1(2) Figure 22-2 Latitude = 4747 ". N Longitude = 'Al22 29 : , . W hft6.-i/eaAk66ake.usgs.gov/research/hazmaps/ http://earthguake.usgs.gov/research/hazmaps/design/ 6. Site Coefficient (short period) Fa=:100 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 Sens = Fe * Ss Sans = 1.47 EQ 16-37 EQ 11.4-1 SMn = F * S, S,,n, = 0.76 EQ 16-38 EQ 11.4-2 SDs = 2/3 * Snns 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.structuralpanels:.';'.:-: — — N/A Table12.2-1 12. Response Modification Coef. R= 6:5 N/A Table 12.2-1 13. Overstrength Factor Co = .3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD 4 0 1- N/A Table 12.2-1 15. Plan Structural Irregularities -- No ' . N/A Table 12.3-1 16. Vertical Structural Irregularities — No N/A Table 12.3-2 17. Permitted Procedure :Equiv.:Lateral Force -- Table 12.6-1 Page 1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT # : 10014 - Osterly Park - Building B 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) St = 0.51 k = 1 ASCE 7-05 (Section 12.8.3) CS = SDS / (R/IE) CS = SDI / (T*(R/IE)) (for T <TL) CS = (SDI * TL)/ (T2*(R/IE)) (for T > T L ) Cs = 0.01 Cs = (0.5 St)/(R/IE) CONTROLLING DESIGN BASE SHEAR = DISTRIBUTION OF 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 St> 0.6g) 0.150 W PER ASCE 7-05 SECTION DIAPHR. Story Elevation Height AREA DL w; LEVEL Height (ft) hi (ft) (sqft) (ksf) (kips) Roof ::: -- '216 00 26 00 1575- 'Oa)20 31.5 3rd.{uppr) 8.00 11.8.00 18.00 ... 1364 <0.025 34.1 2ndimain) 9.00 9% 9 00 1364 0.025 34.1 "7st (base) 9.00 ;0.00 SUM = 99.7 E=V= 15.00 E/1.4 = 10.72 (EQ 12.8-11) (EQ 12.8-12) CVX = w; "h;k wX *hX' DESIGN SUM (kips) Ew; *hi Vi DESIGN Vi 819.0 0.47 5.04 5.04 613.8 0.35 3.78 8.82 306.9 0.18 1.89 10.72 1739.7 1.00 10.72 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FpX = DIAPHR. F; E F; w; E wi FpX = EF; " ww,. 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 O N _Z m O � H In r- O r Lq coo N N N N N 10 h co c 6 co 6(o co c r f � r r In 09 w o o m E m rD m o — - co co co 0(D r; I-U ¢ >>> `o LL LL v Q& Q w w w w U U iL cn iL iL iL 0) Q a w w IL O x to F � W m rn O w U o U g m Cl) w o rn al r N LL C7 n - Z C, "L N N 1;5 N N N f/1 N H e =i E n n n n n n n n U) "O — > `.O o OTC-:IS]"IYi, ..O :o..,N ,. i?i ;.C, ;r C>..:0 r O N O'-:'.O O C. O o O m N O m y'm -.C9 w CN W Y L)ca LY a O.O O fl (n.:;M O (DO ,a. mST. 0 0 0 0 O m N 0 O> U)m t (D V c0. CC) 0 h � N Z � fl11 II II II il II 11 II 11 11 II II II II 11 II II II Z"r _= v O 7 3 n n a n g o �i 0 ~ n n n a Y n " co N maw ° _cam w < S °1 0 `o .3 ai w o o Y a mXco U) H o F w 11 z F O U wW wa cc U) 0 co w N N n n V' V W N M (D N 7 CD V C� N M (D O Cl) II II II II 11 12 o f0 N E N U D m. a n N O co M U) a ti r r Y W U vN Mm +y 0 co o o _ N In W a D Z r r Z Q (n OrM 11 O c v C r O r h O N M C Z b (D � = � L O m a � otio M In p (D co V c - Z a 3 CD vo m a o v000 U-)D o . a o r a U N r o co v to u _ Q Q v mti0M0 rr Q o (D000 Q Q (D V m a v a � (Ln r o <}000 0 r Q U M Cl) Mco r _ oco<rco u Q ZT N tr) rl a v r N N O (q o m O O O O of a Q v q ov-ccv (� < m Q a � r ooU')o r V of cy; .c r W O O O O h t O O O w o Nmin L L a LU O CD C. CD CD w _ 0 0 0 0 0 O. N �6c666 co N _ p IL O o00 _ r 1 0 0 0 rn W 'al ao of of m g S Z Q J n m S w `p n (cu Ea z Q w W' -o v a D J -4 y � N r co m a ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-05 & SEAW RAPID SOLUTION CT PRO.IFCT # 9nMA _ r kt..A., DMA. D.,;]A;-- D METHOD 2 base shear METHOD 1 base shear = 02 0.3 ratio ratio Page 4 SHEET TITLE: 2003 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT # : 10014 - Osterly Park - Building B 0 SHEATHING THICKNESS tsheathing = 7/16.".. NAIL SIZE nail size = 0.1.31" dia. X'2.5`' long STUD SPECIES SPECIES = H-F or SPF : SPECIFIC GRAVITY S.G. = 0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 SHEARWALL TYPE Table 2306.4.1 Seismic Wind 7/16" w/8d common V allowable v s allowable v w allowable (15/32" values per (PER 2003 IBC) modify per S. G. modify per S. G. footnote d) inc. 40% per 2306.4.1 --- 0 1 1 P6TN 150 150 150 P6 26.0 242 339 P4 .380 353 495 P3 490 456 638 P2.640 595 833 2P4 ... 760 707 990 2P3 980. 911 1276 2P2... . , 1280 1190 1667 N.G. 10000 9300 13020 GYPSUM THICKNESS t — 112" sheathing — . 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 C No m cD O C, O O N N O 0 0 O w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 X n G N v O O CD O 0 m 0 0 0 U) a 0 00 0 00 O CD CD O O O O O O O O 10 v 0 0 0 0 0 0 0 0 o C; o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '0 E (h (DOOOON N 000 C'7 (o 00000000000000000 E Q Un 0 0 0 0 Ci M O O OU� V O O O O O O O O O O O O O O O O O c0m OOOONNOOO c�'i (OOOOOOOOOOOOOOOOOO Q. 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O O O O O O O O O M r r M O N r r O O O O O O G O GQj >> m 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 r U U > W OOOf- t- I-r-OO CD CDOO OO OO C) CD to OOOO GOON r N C a 0 0 0 CC!(n t O (O 0 0 0 0 0 0 0 0 0 0 OD eD 0 0 N (D (D 0 0 0 0 0 0 (D 0 m m m j co y O O O O O O O O O O O O Co O Co O O O O O Co r O O O O O O O O co O ..m 01 N > > r m C .O m O O O M O O M O O O O O O O O O co M M M O N N N O O O C. O O (n e C > a O O O N N N N 0 0 0 0 0 0 0 0 0 t 0 N N( D O V' N N O O O O O O V 3 (n m v O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M O m > W m Y -CDC:) O'-O -O O O O 0.0:O.O O O, O O ((> to (n to O .O tn. t() C) 0 o 0 00 t� a N O O O:O` O 0 O. O:O.0.0 O O -r .O,r 17 r 0 0 0 O O D m m a 0 3 v O:'o .o O C> ci. o.0 of o. 0 0' 0..o O:O C) C. 0 0 O o- O:o-.0 o .0 0':o J 3 M m f7 II w LO ,ri o a`o 00000o0oO0000:000.00:o 00000000or OA OOSO O.:O.O OO.,O 000.O0 0-,.O0O�O0 0 000 O: c).O0 N M p p :O N 04 N a m� 0b00000O OO..0O O o�00.0 w FQ ap O O O O O O .0 6 0 O'O N 4' Ni N O� (D O (D 0:O p J U v 77. 0 o 0 0 0 O..O O ,ti �t- 0 0 -tp 0 OC:)C),0 0 `o o r O 0= 0 M N :N M 0.0 0 0 0 O O O` O -r M;.(7 0: :M N N- .0 D) ik CCC) (a 04 W I- E (O. it) C) 000Nm�.tb N Oa 00,0000.00 OO:tn m 0 o 000.�00M Wa N D). � N (D ,= m .�.N (07 ~ ' I- N UJ W n- > (> 11 ❑ N N N N - r N N N CV A M c) mU �, 3 J=co D X is i( co c x i( x x i( ��5 �5 c :c x x X x x d w w- w w w ill ilJ w .�X,, W'llxi-- c -_ LI W W :w W w :w SHEET TITLE: DEAD LOAD$UMMARY CT PROJECT # : 10014 - Osterly Park - Building B ROOF :Roofing _ ashphalt shingles :. 3.5 psf Misc 0:9 psf 518" plywood (O:S B ).;: 2.2 psf Trussesat24"'.o.c. 3.0 psf Insulation 1.0 psf (1:) ,,gypsum ceiling ceiling 2:8 psf Misc /Meth 16 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrefe ' ` 0.0. psf 314" plywood (QS.B:) 2:7 psf 2z10 at.12" ayg 4.3 psf Insulation 10 psf (1) 5/8".gypsum.ceilin.g 2:8 psf Misc 22 psf FLOOR DEAD LOAD 15.0 PSF 2006 IBC SEISMIC OVERVIEW SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT # : 10014 = OsterlYPark Building C Step # 2006 IBC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE =J! 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, = .0.5.1 .; Figure 1613.5.1(2) Figure 22-2 Latitude = :47:47. `" N Longitude =-122:29 ` . W http://earthquake.usgs.gov/research/hazmapsl http://earthquake-us.cis.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 Sp, = 2/3 * SM, So, = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category0.2s 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 122-1 13. Overstrength Factor Oo = `3.0 .: N/A Table 12.2-1 14. Deflection Amplification Factor Co = 4:0 N/A Table 12.2-1 15. Plan Structural Irregularities -- `No N/A Table 12.3-1 16, Vertical Structural Irregularities --- No .....: N/A Table 12.3-2 17. Permitted Procedure EquiJ_Lateral Force. -- Table 12.6-1 Page 1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 20061BC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT # : 10014 - Ostedy Park - Building C SDs= 0.98 h„ = 26.00 (ft) SD1= 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) TL _ `::: .6 ASCE 7-05 (Section 11.4.5: Figure 22-15) CS = SDS / (R/IE) 0.150 W ASCE 7-05 (EQ 12.8-2) CS = SD1 / (T*(R/IE)) (for T <T L) 0.337 W ASCE 7-05 (EQ 12.8-3) (MAX.) Cs = (SDI * TL)/ (TZ*(R/IE)) (for T> TL) 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) CS = 0.01 0.010 W ASCE 7-05 (EQ 12.8-5) (MIN.) Cs = (0.5 Sl)/(R/IE) 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if Si> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.150 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CVX = DIAPHR. Story Elevation Height AREA DL w; w; * h;k wX ' h," DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew; 'hik Vi DESIGN Vi 2600 26.00 1494 :. O'020 29.88 776.9 0.46 4.81 4.81 3rd :(uppr) 8.00 18;0.0 18.00 :1340 '? 0.025 33.5 603.0 0.36 3.73 8.54 2r d (main) 9.00 9.00 9.00 1340 t):025 33.5 301.5 0.18 1.87 10.41 1st:(base) 9.00 0.00 SUM - 96.9 1681.4 1.00 10.41 E=V= 14.58 E/1.4 = 10.41 FORCES PER ASCE 7-05 (EQ 12.10-1) Design FPX DIAPHR. F; E F; w; E w; F1,X = 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 0 Z O Ln 0 W U U) Q N N m H N O r to 0 a7 N N N N N f- to c O o 0 0 0 C W N U O N d N N d O > CD CD CO m CD � ►u N rn ¢ � m of 0 a 0 y LL o• a v Q Q W LL W w w U LL U) LL LL LL LL V) ¢ ff W a a O SLQ 1 0 W rn o Cl U �❑ W U W m 7 Q ID rn o rn d } N LL h 0 U L Z N y y C 41 fA N f- C �� E d d n n n C. n d V% '❑ W.n .O O O O, o',m O O Lq 0 �'. O„d� M':4 �I' O -'O r .b. d' N':O N � O O t7 0 00 C� m+toi�m d' W CO. In.n'� N M m :U`. m O < W Y a.ca.0 O o 0 0 _[p O a7: C' M 'cY O 0 r 0 0 C CD CD C O LL— a`I Z /� 0 7 LL.cM -N M a) (7 C4 m CD A y :II . Z �, 3 II' it II II 11 II II 11 II II II II II II II II II II Z a v t 3 a1 0 0 0 0<— m a m U❑ Q Q 2 2 o> >= N C y Y• N h W N Y N y m 11 n n n d O LO O .;ate d d n n a) O X O « CO W O o -0 N Y W o 0 n 3t a>w�m m a i U HLLI u n H OLLJ U ix W ° o �co U co W y N d d V' 'cI- m o co T N ,It v M o c❑ N N It 11 11 co Nca N CV U ❑ L e c :2 a m 3 n n O CO N N y tT t-: W m � Lb Mot) 0)Y LL l rn ro o 11 Z M N M 3 c _ > > No(❑ w m ovr ID r a Y � Z � m � N N 7 0 _ Z Z m V �+ O j > v_C > > In o � co m E V N N rn Y v fA w r Za3`�° a C Nrch o ♦i L r Za3`l° c a+ a o o ❑ m000 0)� in r Q a r M y .... O N cn N II U n o (o LL Q N r r Q O m co O O O r Q W:T N N O co N co R a V 0 Cl Q Q N r r CD co000 0 .o ❑ r Q Q y rn Cl)L❑ co r v o v to v 11 U Q ZT M Q y O N CD O CD Z.T m ...- N .. O of N m R a m Q Q v 0 0 Q O O o O r t m m L r U) 9 ClO CDI,L O O O LU 0 v (O c0 tT U N L N Q O O O O O W _ •m 00000 a v r ' co ao ai o _ N M N p W O O O O 2 Z t 1 0 0 0 W o _� c6 6 of rn g 2 z Q% -j 2 W n La �co z a w � J 0 C y M 04 r ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7-05 & SEAW RAPID SOLUTION CT PROJECT # : 10014 - Osterly Park - Building C SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND - METHOD 2 PER ASCE 7-05 Wind (NS) Wind (E-W) Mi /Method 1 (Max.) in/Method 1 (Max.) Wind (E-W) ind (NS) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN DESIGN SUM LEVEL Height (ft) hi (ft) Vi (NS) V (N-S) Vi (E-W) V (E-W) V (N-S) Vi (E-W) V (E-W) Roof - 26.00 26.00 1..00 1.00 1.00 1.00 7.20 7.20 3.90 3.90 3rd (uppr) 8.00 18.00 18.00 LOD 2.00 1.00 2.00 4.08 11.28 2.88 6.78 2nd (main) 9.00 9.00 9.00 1.00 3.00 1:00 3.00 4.32 15.60 3.05 9.82 1st (base) 9.00 0.00 V (n s)= 3.00 V (e-w)= 3.00 V (n-s)= 15.60 V (e-w)= 9.82 kips kips kips kips METHOD 2 base shear METHOD 1 base shear = 0.2 0.3 ratio ratio Page 4 SHEET TITLE: 2003 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT # : 10014 - Osterly Park - Building C SHEATHING THICKNESS tsheaming=-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 Seismic Wind 7/16" w/8d common V allowable V s allowable V w allowable (15/32" values per (PER 2003 IBC) modify per S. G. modify per S. G. footnote d) inc. 40% per 2306.4.1 --- 0 1 1 P6TN 1:50 150 150 P6 ;'.260 242 339 P4 > -380 353 495 P3 `..490 456 638 P2 . 640 595 833 2P4 ` ... _. ;.. : . . ...... . 7.60 707 990 2P3 980 911 1276 2P2 1280 1190 1667 N.G. 10000 9300 13020 GYPSUM THICKNESS tsheathing — ;1/2" NAIL SIZE nail size =:1 1/4":long N.o.6 Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1 /2" w/ 1 1 /4" screw V allowable V s allowable V w allowable (PER 2003 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed U as Y Ae O O N N ti n 7ti ua Y Y m CO tv ITW > > U _U E E tl/ W W U) E 7 to v ri L6 0 co N m H U m m 0 CI sC N LJ U-) O p ir) N O N Q' ' II > a'U II ) 'm a = J=y L Co M J N C X C W at C r- 0 0 0 0 0 M M 0 0 0 0 e- 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 X a 0 0 0 0 0 0 v, v 0 0 0 0 O 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 0 t o y N O C; 0 0 0 00 0 0 0 C' >! 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O O CD O r 0 00 0 C? 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o N 0 0 0 0 0 co C0 O O O O N O 0 0 0 o 0 0 0 0 0 00 0 0 0 0 0 c = �00000tD00000.�000.0.0000000000000 ui v c6 c.00000c?Oo0o0000000000000 0 0 0 b o m o b 0 0 0 o 0 0 o b 0 0 0 0 0 0 0 o b O o 0 � o 0 0 0 o w o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L1 Q� v 00000(�(�00CD0 00000000000000000 M 0 0 0 0 0 C)o Co 0 M o 0 0 00 0 0 00 0 0 0 0 0 0 0 0 �j �(R00000(0(000o0(gO0o0oo00000000000 L L I O Y f A o 0 o O O o f I i 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 O O O O O O O O O O o o O O O O O O O O O O O O o C coCD (D (D B Cl) M v m c a m a c m . . . . . . . . . . . . . ci a z z . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 C. C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 'ITv v > a W N N C. C)O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 = O O O o 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 CDO O N `-OOO o CD r-.- 0 0 00 e-0000 o000000000000 O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I� 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 C j d-> p, O O O O O 00 CD o O O O O O O O O o O O O O O o O O O O O O O 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .O O O O o 0 0 0- 0 0 0 M uj Co v 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- d> p• C. C. 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 N 0000 O N N 000 O N Oo OOo O o0000000 o OOCD W m v - C,o 0 0 0 O C) O CD C) C)o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W > W •O j Q, O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O CD C,O C! O O C, CD O O O o (D O O CD C) C, CD C, CDO O O O O O C! 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M F W nj :+M" W W iL _ dL O II O r NNN o-:vd �t U � ) E to .. .; .. c0 O' C X ca O .yy. aM� X X' X X '% C =' cQ c6 c0 c6 :, 4 X 'S'0 X co N W LLJ l W W w -: oa�� W 0 z SHEET TITLE: DEAD LOAD=SUMMARY CT PROJECT # : 16014 - Osterly Park - Building C ROOF Roofing ashphaltshngles 3:5 psf Misc 09 psf 5/8" plywood (O `S B } 2.2 psf Trusses`at 24" o`:c 3:U. psf Irisulafion 1:D psf (1)'a18" gypsum ceiling 2.8 psf Misc 1Mech 1;6 psf ROOF DEAD LOAD 15.0 PSF FLOOR ;floor finish 2.0. psf NO gypsum concrete . 0:0 psf 3/4"plywood (O:S.B,),_ 27 psf 2z 1,0 at 12" avg:: 4:3 psf Insulation..: 1'0 psf gypsum ceiling2.8 psf, Misc 2:2 psf FLOOR DEAD LOAD 15.0 PSF PORTAL. FRAME ASSEMBLY For allowable holes, see SB2 and S811 on page 12 Pre-cut wiring chase Ys gap between brace and concrete Single Portal Use one strap on each side with a minimum uplift capacity of 500 Ibs per strap aps VZ" from both sides ice (4 straps brace) soa§. a�ea�• 6 Column base with a minimum uplift rapacity of 1,000 Ibs Concrete design is the Double Portal Portal straps �i" from edges on both sides of the brace (4 straps total per brace) responsibility of the For allowable design professional holes, see SB2 of record and SBll on page 12 PORTAL. DESIGN INFORMATION Using Shear Braces in Portal Frame Assemblies Pre-cut wiring chase 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 slut -of -Plane Lateral Loads tables on pages 6 and 9, braces must be attached to the header using the supplied screws and Portal Kit straps. Any alternative connections designed by a professional of record should consider shear, header overturning, and lateral out -of -plane capacities. ■ For Portal Installation Details, see pages 15-17. ■ For drilling and trimming information, see pages 12. aps'i* from both sides ice (4 straps brace) Concrete design is the responsibility of the design professional of record Portal Header Design ■ Header width must be 3r/' minimum and 5%" maximum. ■ Header depth must be 9'/n" minimum and 18" maximum. Induced Forces A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR-2652 for more information. il-evel Shear Brace Specifier's Guide TJ-8620 January 2010 8 ALLOWABLE DESIGN LOADS -POD I L FRAME Allowable Desis Loads -Portal on Concrete Foundation Tntal r .MOW rs Bestgn v � Ymd Des�n � �Illawatile �Drrftaf c_Hoidown r� r F Uplrft �- csl �pYfal Bracei]lowahle � "Wrdth `� �. �Vertrca7 �- �-Dr�ft,at � Holdown Uplrft �Issembly�� r�(elght� � dper' ,Streaflil �-AShearnle �a$bEoa ab1 � (z �treaY�1� �(hea`rh]e ofaShearul �tAitow�ble r � i race 1 t ��(!bs)- ]r`7; 12 78 2,730 0.29 i 8 520 3,000 ' 0.31 9,370 7iSB 12 ; :. ' $5�' '' 232Q 0;32 8,620 .' " 2;710 0.35 .. 9,480 3B2i8 i 12' 93'/a"2,310 0.35 8,620 2,540 0.39 9,480 -::0:43 -iSB ]Z7r9tn -12" `.`. 105'/< .;:`1;580 1,000 8,375 *1;180: 0;59 9,370- Bj8x5 18' 78 5,600 0.30 12,285 6,160 0.33 13,515 8 ,.85'f�': 3;380::.: `0.34 -12,925 5`910. 9.37 14,220 n z�SB�8z8 18" 93'/<" 8,000 5,150 0.37 1 13,510 5,665 , 0,40 14,860 tSB�8x9 18 _ 165W:-' 8000:r :'043 42530 A,I80<r 051 ?1375D . :3810::� SB 4x7 24' 78 8,000 10,300 0.29 I 18,260 10,400 1 0.30 1 18,435 SS dxB_.„ '24': 93'ik %.=: 8;D00: 1870.:; A_31 18,800 :: -9;760 0:42 20,685. _. v SB24x9N?' 24` 105r/<' 8,000 7,810 0.42 18,680 8,590 1 0.47 1 20,550 S�32x7 k 12.. 18. 8;QD0:. :a30D: -1 021 8,i15' 1430 :0.33 j .?`8,975 ' - S$ cTs5:1i 12' 85W 8,000 1,200 0.31 1 8,220 1,320 0.38 9,040 8 000 .:' MOD. • :.0:35 $,210 1,210 . ` .. f).42 91030 12' 10554' 8,000 790 0.43 I 8,315 890 1 0.59 9,370 rSt3�$z7 18'_" 78" :`.:: 8.;000: :Z800 %0.31 12,285 ,3;080 `,0.36 431515 i�6�i'WI 18, 85r'A' 8,000 2,625 0.33 12,625 2,885 0.40 13,890 _ NrSB4AX8. 18'::. 93'/a'.I 8;000:.: 2450 036 12,855.`.. -;_ :_'2695. D:A3 141140... . OW90-TZ 18, 105'/4' 8,000 1,905 1 0.43 12,530 21090 0.51 1 13,750 S 91 x7 24 -.= i8 8;1)00 := 5150:: ;1? 29 18,260 5;2D0. 0.30 HS040.4, 24' 1 93r1' 1 8,000 4,435 1 0.37 1 18,800 4,880 0.42 20,685 j 2Ax9r42; : ,. 24'-., 105'/a'. l 8;DD0 :' 3,;905 < A 42 ZI8,680 :4,295 . -i b:47 20,55D (1) Interpolation of Allowable Shear and Drift at Allowable Shear values is allowed; use the values for the two closest heights. for braces less than 78' tall, use the values for a 78' tall brace. (2) DO NOT interpolate Holdown Uplift at Allowable Shear values; use the value for the shorter brace. (3) 12' wide braces (105i4'tall or less) and 18' wide braces (141%`tall or less) are allowed in prescriptive applications. (4) The portal kit must be ordered separately when specifying braces over 100' tall. General Notes Allowable shear loads (Ibs) ■ Allowable Design Loads table is based on: - No further increases for duration of load are permitted. - ASTM A449 or ASTM A193-B7 threaded rod for anchorage; 1' diameter for 24' wide braces, 7/s' for all others. See page 18 for anchorage options. - Portal header clear spans of 8' (minimum) to 18'-6' (maximum). ■ Allowable Shear -and Drift at Allowable Shear are for the entire portal assembly. ■ Portal frame assemblies are not for use on RFKs. ■ For shimming and furring requirements, see details on page 15 and 17. ■ Portal braces may be used in 2x4 or 2x6 wall framing. See S85 (page 15) and SB12 (page 12) for header framing options. Allowable Out -of -Plane Lateral Loads(I)(2) (PSF) -Portal on Concrete F©lfndation 275 255 230 1 205 150 110 85 �r+sT{Itte,G}lEd t0` y eadiiY> ; a''ra°ri�23 r �B ' 185 70 125 >: d10 85 . 140 115 1 105 95 85 15 (1) Table values based on using iLevel® Portal lUt to resist header overturning. (2) Use a load reduction factor of 0.88 for 16" deep headers; 0.78 for 18' deep headers. General Notes ■ Allowable Out -of -Plane Lateral Loads table is based on: - No further increases for duration of load are permitted. - Braces used in a portal application and installed according to the details in this guide - Wall deflection of L/240. - Header depth of 14" in a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. Vertical loads (may be located any where) (Ibs) 1 Vertical loads (Ibs) - -Side View Front Kew Out -of -plane lateral loads (psf) iLevel Shear Brace Specifier's Guide TJ-8620 January 2010 9 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title Osterky Park Wed June 18, 2014 23:24:46 UTC Building Code Reference Document 2012 International Building Code (10% in 50 year values) (which utilizes USGS hazard data available in 2008) Site Coordinates 47.470N, 122.29°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Om Soo Iter a ' East Re 509 9 900 Highlan p 0Tukwila enton OBurien + 7V 5 - ---- _ ;90 1va�Tl�l 0Vashaon "� 45eaTa IIAM ERICA mapquest 181 jt-o,OP IIAR OR O2 141 O MapQuest USGS-Provided Output SS = 1.489 g SMS = 1.489 g SDS = 0.993 g Sl = 0.557 g S„1 = 0.836 g So, = 0.557 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCIElt Response Spectrum 1.55 l.so 1.35 1.2A L crs 0.40 A 075 090 0. 45 0. ao ally - 0.00 0.00 0.20 0,A0 0.91 0,0 1.C3 1.27 1.i0 1.90 1.00 2.n Period, T (sec) 1..10 1.40 0.30 0 CO 0 TO 0.50 0-s0 040 0.30 0,'20 010 a 00 0.01 0.20 o:d0 0.60 0.0 1.00 1.20 1.490 1.60 1:Co 2 C0 Period, T (sec) Design Response Spectrum http://ehp ] -earthquake.cr.usgs.gov/desigiimaps/us/suinmary.php?template=minimal&latitu... 6/18/2014 • Design Maps Detailed Report NMI M. Design Maps Detailed Report 2012 International Building Code, 10% in 50 year values (47.470N, 122„29°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)"' SS = 1.489 g From Figure 1613.3.1(2)12' S, = 0.557 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class A. Hard. Rock B. Rock - C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 VS N or Nc,, S. >5,000 ft/s N/A N/A 2,500 to 5,000 ft/s N/A N/A 1,200 to 2,500 ft/s >50- >2,000 psf 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf ----- --------------------- -- - <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >- 40%, and • Undrained shear strength s„ < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/mz http:Hehpl -earthquake.cr.usgs.gov/designmaps/us/report.php?tempIate=minimal&latitude=... 6/18/2014 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period SS < 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.489 .9, F, = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv Site Class MaDDed SDectral Resoonse Acceleration at 1-s Period S,<_0.10 S,=0.20 S,=0.30 S,=0.40 S,2:0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.557 g, F = 1.500 http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=... 6/18/2014 Design Maps Detailed Report Equation (16-37): Equation (16-38): Sh,s = FaS, = 1.000 x 1.489 = 1.489 g SM, = F,S, = 1.500 x 0.557 = 0.836 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % S,,S = % x 1.489 = 0.993 g Equation (16-40): So, = Z/ S,„ = z/3 x 0.836 = 0.557 g http://ehpI -earthquake.cr.usgs.gov/des.ignmaps/us/report.php?template=minimal&latitude=... 6/18/2014 Design Maps Detailed Report Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RFSPONSF ACCFI FRATION VALUE OF SDS RISK CATEGORY I or II III IV SDS < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g <_ SD, < 0.50g C C D 0.50g <_ SD' D D D For Risk Category = I and Sos = 0.993 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCFI_FRATTON VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and So, = 0.557 g, Seismic Design Category = D Note: When SI is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012 Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012 Fig1613p3p1(2).pdf http://ehpl -earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=... 6/18/2014 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0108 DATE: 05/15/15 PROJECT NAME: OSTERLY PARK UNIT B-19 SITE ADDRESS: 3249 S 144 ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Pj L&O kwc Building Division Fire Prevention Planning Division Ayv 0 640 q 4A Public Works a Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 05/19/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/16/15 Approved ❑ Approved with Conditions u 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 ❑ Staff Initials: 12/18/2013 i :.: q . :•w: '•. wow Fes: all r: p•, �i �i t. • O: a� • YY• TO/TO 39Cd HC3 All-NnO DZH ndS EETbb8990Z 99:ET bT9Z/LZ/ZT S City of Tukwila CERTIFICATE OF WATER I AVAIL Y .-V "�e�'a�hte»t:•o, jCommuiuty Development ti 6�00 Swthceritei Boulevard, Suite #100 MAR 3 0 2015 � in on 98188 Phone 206-431.3670 Web site:. h :/Avww.Tukwil WA. ov FILE V r,, LJ'N PUBUG WORKS PERMIT NO.: PW l3' I �Psxt`�,n I'o-tile complated:by applicspt I SU- Address (attach map and.leg4l description showing hydrant location and size of main): ywner tntortnation Agent/Contact Person Name: I4S1 `REo Name: .- �' 1Ke- �dCPijeG% Address: >s�rFF�vrEih/ Jt S— fir Wlrn� Address: 4 I c1uat S f- iFhoePione: 7S7 ri �Ilcl(M tJA p2gy �8r62 This. ertificatp, is for the purposes of. [t Resident ial Building Permit,- [] Preliminary Plat Short Subdivision r r o uncial/industrial Building Permit ❑ Rezone Other i� W8t5 rfM _ Estimated nuinber of service. connections and, water meter sIze(s): Vehicular distance from nearest hydrant to the closest point of structure is Ai*en is served by (Water Utility District): J'2C tv., r/Agem amtimury ., Date Part R: To be completed by water utility district 1. The -proposed project is within -nx VC , L A � ([ i N Q 2. ..[]..No improvemcr.ts;required. �. The improvements required to Upgrade the water system to bring it into compliance minimum flow requirements ofthe project before connection and'to meet the State REVIEWED FOR the utilities' comprehensive plan tGQF— COMPLIANCE connection control requirements: APPROVED 2bc :efxnrrh'.cireet it niore'roam u ne.eded) -� Bzs;d •j:,on the improvements listed abcve, water can be provided and will be avail ible at the site with a flow of residual for n duration of "l hn'irs at a veiDOty ef__ FU -„ fps as documented Y the attached calculations. \data avai!abilinr: Acceptzble'service ean.tie,provided.-to this priiieet Ar:cuotabie service ciuinot be provided to this prcieet unless thr• irrprovemc is in Item B 2 are :net. _ System is itot.c pt(ilc 01'prov hung sbrvicc to this project. I 1 lie eby really that the above information is true and correct. 09 2015 A _ r of Tukwila VG DIVISION CORRECTION LTR i I-- z7-13 Date ex p; Aes Cil-Z7-1y) 108 �- 0Jq 3 Certificate of Water Availability King County Water District No. 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. I 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, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature Date la- 2 ' { (; Q j tEC-FtZtj LTA# District Representative D � � p ��. � Date FIECI M CITY W TVPWLA MAR 3 0 2015 JMO Contracting LLC Page I of 2 Home Inieio e.n Espafiol Contact Safety 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 Search L&I --� A-'L Hndex Help VIV Secure ""I Claims & Insurance Workplace Rights Trades & Licensing 13975 Interurban Ave S. #102 SEATTLE, WAS8168 206-787-0259 KING County WA UBI No. Business type 603 345 256 Limited Liability Company Governing persons MIKE OVERBECK License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ........................................................................... Meets current requirements. License specialties GENERAL License no. JMOCOCL865C4 Effective — expiration 02/24/2014— 02/24/2016 Bond Ironshore Indemnity Inc $12,000.00 Bond account no. SUR40005200 Received by L&I Effective date 05/27/2015 05/22/2015 Expiration date Until Canceled Bond history Insurance Arch Specialty Ins Co $2,000,000.00 Policy no. AAU1506701 Received by L&I Effective date 05/27/2015 05/27/2015 Expiration date 05/27/2016 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 6/10/2015 VNI ,A J :q -At -77 . . .. ....... . . ..... ... j K. . . . . . . . . . . . .. . ....... -77 777 17' S W ILI Ll ....... -7777- mom .7 I�N tit 7 WK 11174 t N TA cr,� 7 7 7. - 7'r- 1: 7z 7- 7!�� -,!', ',,: � . U-__"T " I TIVAT TA? iz -a — In ........... . . ........ 5UTL, I t� r) (A. 111,—.1 5. f :�-j 1,14 . ... . . ....... ...... u4�olit i5q.444 rN fi Z1 zw .......... 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I � I � I I � . � . . . .. � I . . . I . � .1 � . . I . I . . � � . I . . . . . � . I . . ,� . I I . I . I I � . I . I I � . I I I ­ . . I I . 1­1 . I' � I I .1 . I I . . I � . . ­� 11 . I � . I . � I . � � . � I I . � ,� � . I . - I , I . . . . . . � I � . . j . I . 1. � . I I . I.. . . 1. I � . � I I . I . . I I . I � . I I I .. � I . . � . � I . . . . . I I . . � . I I � . . � I ... � I I I � � I I I � . I I � . . I I . . I - I 1:, . I � I I � . I . . . I I � . . . . � I I . I . I . . -_ . .1 .� . . . . . � . I � . . I . � I . . . � I . I I . - _� I . � . . I . . . : . . . .1 . I I I I . I . . . � . . . � . . : . I I . . � I . � .. . . � I I I I I I � . . . � I Q� I � � I � � � I � I . . 1. . ''. . � - . I . � - . , . . - - . ­ - - � . I .. I . I'. � I . I I I I . . . . . I 11 I I . I . . I I I . I � .1 I , � . ­ . I 11 . I I I . I I I '. I I . 1. � I I . I I I I.. I . � �: � . I . . . . . . � . � . � � � I . . I . I . � . . I . I . . . I . . I I . ,� I . I 11 � I I . I.., I . I I I . � . .. . . . . I .� I .. 11 . I I .. I � I I 11 � I . . I � . � 1. � - � . �1. I .q. , . I T I P H' � . I P T 1[ -_ I . P - - A � � .. . I . I M . .. . . n . � T. . . � I F I � I . I . I I �. I . � I .. . I . 11 - . . I . ­ . I � .. I . .11 ­ I . I I . I � . � I . I I I .� I � 11 1. . I �. .. ­ .1 . � i. . � I I.. ­ I � 1. � ..... I � . � . 1, I . . �. .. � 11 .. I I.. ".. . � . . I . I . . . . ..l.. I I � � - -_ ____ -_ --- I - � . ­ ­_ .... I I . I . I . � I - . . I � I . . . . I . ,� � . I �. � . . I . I . 11 I I , ,- . . I . � 1. . I �.. I I � ­ I � - . I I ... , � I I- . 1. . 1. 11 . I � . . I I-., 11 ­ I � . � I . 1. 1. ... � . 1. . � ABBREVIATIONS . . . � I . . 01000. GENERAL REQUIREMENTS � � . . 02000: SITE CONSTRUCTION I . I I . i I I . . . �. ,. . . � � � � . � � . I I I . , I . . � . . � I . I .1 I I � i � I . THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AN . D SPECIFICATIONS. ANY I . ' 1. . 11 . ". � ALL SITE, CONSTRUCTION. SHALL, BE CONSISTENT NTH . THE . GE I OTECHNICAL ENGINEERING. * - . 06071: PRESERVATIVE TREATED, WOW PRODUCTS � . . I I . 1 06104.- SHRINKAGE OF WOOD FRAMING . . I . ��. I . I I I . I I . I I . . PRESERVATIVE. TREATED WOOD SHALL BE REQUIREb.FOR; � & . . I N I .. . . . . �, � I . . I .1 . I SHRINKAGE IN WOOD FRAMING IS.DUE.TO LOSS . I , AND � . . . .� I IN. INCHE(S) I . . I . �. DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE COND1110 S,, - : , RECOMMENDA11ONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION . ' . � I � I .. I . � � .1 . OF MOISTURE CONTENT AND TO � I I � 0 AT I ' I . . � . . . . . � . . � � I . I . I � . - . � 1. I INFO. I . I I . � . � AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL . - I... I ,.. 01300) AND IN SUBSEQUENT DIRECTIVES. ­ . . . 1. . I � I I I . . I I . I COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL,. AND , . . NFORMATION . . � I � I I I . � . I.. I . I I 1. I I I - I . . I - I . . I . . I ALL WOOD..THAT FORMS THE STRUCTURAL SUPPORT OF THE BUILDING, 13ALCONIES . FEET(FOOT) - I I INT. INTERIOR . . . CORRECT.THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF � � � ­ � . ,. � ., I I 1, . . � I.. � . I .1 . 11 � � . I . MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT . . I 0 . - I . . . I . � . I . � I I , . . � . I � ­ . . . PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES THAT ARE EXPOSED TO . �. I � . . I . I I . THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO . I . 11 � 02260: . EXCAVATION SUPPORT AND PROTEC11ON *. - . I ,. � . I I I I . . . I I I I .,THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD ' I , � 1.� � � . -INCH (INCHES) .. , . . I I I . - I . . 11 � I I I SHRINKAGE. THE USE OF KILN DRIED :: I . ' � . . I . - � . ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS - I . EXCAVATION, FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO . UNDISTURBED NATIVE. I LUMBER AND PROVIDING A DRYING PROCESS TO 'THE FRAMING MEMBERS PRICIR TO I I �� ,� f .. I _� POUND(S), NUMBER � I I JST. JOIST . , I . .1 I . � " 1 1 1 . .. I I �. ­ . . . . I . I � I . I .. I � . . 1. OTHER COVERING TO PREVENT MOISTURE OR WATER ,ACCUMULATION AT THE SURFACE OR. APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGEi - . . I . I - EQUAL(S) , . I I JT. . . JOINT I � ". I . I 11 .,NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN., - : I 1. .1 � MATERIAL PERTHE GEOTECHNICAL ENGINEERING RECOMMENDATIONS OVER"EXCAVATED .AT JOINTS BETWEEN MEMBERS. .� . I ..� I � . I . I I .. I I . . . I I I., I � . I � I .. I - . - . . . . I . I . . I I I . I � . . . . I I - . I I . . I I � : I � . I . ... . - I � I I., I ,. .. I . . I � . .. I . . I I 11 I . . . I I I � . I . . . I I I I I I � I , . . . . . .1 . I I � I I AREAS SHAII BE BACKFILLED NTH LEAN CONCRETE OR PER GEOiCHNICAL . I , . . : .. I ­ ­ . I . I . I I . . . I I I I . . �­ .� 1. . �. I � I . �. I I . 1. . . � I I... I .11 .. . ,� . . . . . I � . 1. . 1. � . . I . I .. I ,� . . I . I I � I . : . I b . . .1 ... I . � � � THE CONTRACTOR SHALL PROVIDE BRACING AND.SUPPORT REQUIRED FOR TEMPORARY . . .. ., RECOMMENDATIONS ,AT THE.CONTRACTOR'S EXPENSE. . . i, I I i I I . . . . .. I 1. . I � I � .1, . I . . . I � I . . . I . . .,A.B. . ANCHOR BOLT , . I � �� K . . KIPS(l 000) . � . I I . - � . I . 1. � . � I . .1 . I., ll� . I I'', . � .11, I I .11 . � .. I . I- � � ... .11, . . ALL WOOD INSTALLED. ABOVE GROUND AND. RESTING ON AN EXTERIOR CONCRETE OR I ...., . ,. � �. I . I . I ''. 1. . .. I.. . I � .� � I . � � . . . . . I I . . . TI AND FOR STRUCTURAL UIRED DURING : _ � - 2 � I I . . I . I . . I . I ABV. . ABOVE , I . I � I � I . 1. I . .. . I . � I . I I � �l � � I 11 . I � 1. . . � I . � I . . I . . . I � � . . I . � I � � � I 1. I I I . I I . I � I . � .� . . � MASONRY FOUNDATION WALL LESS THAN 8 INCHESFROM-EXPOSED EARTH. 06160: WOOD SHEATHING � � I DD. : : ADDITIONAL � . . - - LATERAL � . . . .. � . . ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE, � I �­ EXCAVATION. SLOPES SHALL BE .SAFE AND SHALL NOT BE GREATER THAN THE LIMITS 1. . I I I I 1. .. . .� I I I. .. .� . I I ,� . . I I I . . I I I .�. A � I . . I .. LAT. . ­ I . - . � . I . . D.. . . I I .. . :1 I I I ,.�� ,.I .. . I I ­11 ,� � . �. . I .1 . . ... I . ' I I I . I . � . I . . . - I . . 1. I � � . . . . STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE'TRADEMARK OF THE .: � ' ADJ , ADJACENT . I � . . . . � . I I . I SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS.. ,: - : , I . .. .. I I I . . . I ,� I :. i ' � .. � I I . � I.. I I., I . I .�. I � . .1 . 1. � I � I � 1. 1. . . 11 � . I . I ­ � - I I . . POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURE SOCIATION. WOOD SHEATHING PANELS SHALL BE C- I � .1 �. I ALUM.. . ALU :: .. I . � LB. I . POUND(S) � .. . . . . . . . I . 1. I . . . � I . I . �_ . . . . I .. I . . . . . . I 11 . I I . I I I � . I I I . I . I � I � . .1 . . I .1 . I I ­ . I :� ­ � . .. . . S AND SUPPORTED BY A I . . L.B. ,- I . : � � I . . I . 11 � I I . . . I .. .1 � � . . I . . . � I . .. � . I . D INT APA . . I . MINUM I I .. , . I . . I . I , I . , I . I . I I I . . I .. . I I I . . I I . I � , . NG THAT IS IN DIRECT .CONTACT. NTH THE EARTH. EXCEPT, : - . , WITH..EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE . � . � . ALT. : . , ALTERNATE .1 I ­ � I .. I � . I LAG, BOLT(S) � . I .. I . . � I . . I . . . � . � . � . I . I . I., . . . . . I . . . � I . . I ­ � . . . .1 11, THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE - INSTALLATION OF CONSTRUC11ON SHORING, IF REQUIRED, SHALL BE PER THE SHORING. .. I � . . .. . I .1 ­ I . . � . I I � . I I � . . . I . � LG. I � . .� . . . . . I . . � � I � . . I I . � .. : APPRX. - . , LONG(ITUDINAQ -.1­1­. 1. I . . I -CONTRACTOR SHALL BE RESOONSIBI F FOR THE COORDINATION OF THE EXCAVATION, . , I : .1 � * DRAWINGS, NOTES. AND SPECIFICATIONS. . � I . .'. �.. � . I I .. � . .11 � �11. �.. I � � I . � I 1. . I . . I .. I . EXPOSURE1. PANELS SHALL HAVE THE FOLLOWING � THICKNESS, SPAN RATING, AND � � I - . APPROximATE(LY) * " � . � LGTH � � � I . . . . . . I . I � . . I I . I I 1. � � . I . . I . � . .1 . I . I I 1 : FASTENING UNLESS NOTED OTHERWISE PER PLAN. 11 I .1 . � I I : :� ARCH. : - I ARCHI . TECT(URAL) � - . �'. ., F LIGHT GAUGE METAL FIR I � � I .1 I I .. ...., z I . % . I � . . . �. IF LOCATED IN BASEMENTS.ON A CONCRETE PIER OR METAL.PEDESTAL 1 INCH . LENGTH ,. I ' I . I . I � I � _ � . I I � � . I I .. I 11 . I . SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE I I . I �l .1 I ­ . . I . 11 . . .11 I �. � �1. I 1. I I I I . , I . . . ... . I . . ABOVE ' . I .. . I . . � I , � - I .. . I . . . I . .1 . . - . . � i . � I . . .� I .. 1. . I I I LGM � � . i I � . I ; .1 I � . . . I .1. I . 11 . . THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE I I . . � . . I ., I � . ASSY * .1 I AMING . . I I I I - - . � . I . . .. * BACKFILL AND COMPACTION � - . I I I . I I I : . I � : I .. I � . � I . I . 11 � I . UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800 424 5555. ,, 1 1. . I., ­ 02300. ' . I � . I . . . - I BARRIER. . � . , � � 1. . 1. . I . � .1 I I EDGE� FIELD . .. � ��:,, ASSEMBLY . . � . . � . � 1. I... . . �. . . . I I � I . . .1 I I I I I � . I . . I I � . . 11 I I . . I � I I � � I . . . � I . . . . . I * I ,� LLH, � LONG LEG HORIZONTAL . I . . . , . I . . . I � I I � . . I � I .. I I I . . � I I . .. .1 I - . I . I . . . : � i I . . I �. �1. *1 � BACKFILL � SHALL NOT BE PLACED. UNTIL. THE REMOVAL OF FORMWORK AND OF ANY I .. I . . I I .1 . . I .. . I 11 I I. 1. .1 . I . . . . NAILS . NAILS.* � . , . ..: % B. : '' , BOTTOM � � . .1 I I LLV o LONG LEG VERTICAL . I . � I I I � . . I 11 . I I � .1 , 11 . .. I I . . I . �. I 11 .. . . �.. 1. I I . I I I I � . . I I ROOR 7/16- 40/20 C-DAPA CDX T&G , � ' � 11 I 8d AT 6" : BELOW '-: , 11 . . . I � I � . . I I I.. I I . . I I I 11 I I I 1� . 1. . I .. � I DEBRIS. ,BACKFILL BEHIND ALL WALLS SHALL NOT BE PLACED UN71L THE WALLS ARE � . I I : . '� . .... . � , Eld AT 12" : � : �� BEL. . . 1: . 1. LSH :- NG SLOTTED HOLE(S) � ' . � . I � . . I 1. . I I . . I . . I .1� I . I . . I � �. 11 . , 2 IF IN AN ENCLOSED CRAWL SPACEORAN UNEXCAVATED AREA WITHIN THE I I % . . . .11 LO . .. I I . . . I I . . I., .� PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHA 7,� 1 1 . FLOOR: 3/4",:APA RATED /2 .� - BEN 4 .BOUNDARY . � 1. . I I . I . I . 11 . .1. I . . w . I I 11 � . .. I . I LL BE. . . . ­ I BUILDING PERIPHERY AND: SUPPORTED BY A CONCRETE PIER OR PEDESTAL . . -STURD-I-FLOOR OSB 40 0 T&G .10d, AT 6* ,10d AT 12" - � � EDGE .NAILING. LT. Vr. LIGHT WEIGHT . . 1. i I I I . % . . MORE � � - � . .. 1. . I . . I . � I -CODE REQUIREMENTS I I � I . . I I %. .CONSISTENT NTH THE..,GEOTECHN.ICAL. ENGINEERING RECOMMENDATIONS. , �* . . � I . SHEARWALL: 7/16" c-b W/EXTERIOR GLUE . : SEE SCHEDULE SHEET S1.1 � - '. I i I.. 1. I B.F. . . : :: BRACED FRAME , - LIGHT MIGHT I . . I I . I... . .. . 1.01100: I I I � � I I . . �1. . 1. . 1�1 I I ., . � .., ­.­ 111. �... .1 . � I 11 I .. I 11 ­ . 1. I . 1. . I _. � � � . I � . . � . � ­ .. I . I . I . L.W. . I I.. .. I I . I .1, I I . . . . I . I I I I I � . . . I. . . I . I � 1. . � .. . � . I . I .. I . . I � � I . � . . I . � . .� i BLDG. : -.BU : I I . . . I . . . I . ­ � . . � . . . . . ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNAT10NAL .. � . .1 I I . I .. � , . I . . . . IMPERVIOUS MOISTURE BARRIER. '. * . . . I. . . I . . . I . � � . I . I ILDING . , . � . I . . I I .. .. . I . .. I I � . � . 1, I .. . .i 1. .1 . I . . . I 1: �THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN .1 . . ... . . I . . I . . I . . I . � . I I . .1 I 1. � I ­ .I I.. . 1 . . . . � I � I . I . I . I � . � ' I � � I � I I . I I �. . .. I 1. 1, � . I . .� . . ­ . .. . ­1 I � . � 1. . I I ­ I . I . I .1 . . I . . I � �. I . I I I � . . . I � . I � . . I . .1 . I I . . . . . I � I I .� I I I .. . � . I I I . I � I . 11 1. . � . ' . ' I I .. BLK.: . I. �. . � I... � . . . I �. . � I I . . I � RESIDENTIAL CODE WITH COMPONENTS AS REQUIRED. SUBJECT TO 2012 INTERNATIONAL. I . .� 02832.1.. SEGMENTAL RETAINING WALLS I � - . � .. 1. I 11 � I � I . � I... .- . . � . .1 .. .� � ... .1 . .1 . . 11 . . .. I . I ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN � I., I . . BLOCK, , � - . . MAS. MASONRY � : I I ' . .1 � I � I I . . . � I . � . I . � � ' � , I . � I . � .11 ... . I . . . ' . ... � . . � . i � � . I . . I � . I . � ., I � I I I I * � BLKG- '' : BLOCKING.- � . * . I - MASN. . I I 11 . � . - . � . . I . BUILDING CODE AS ADOPTED BY THE CITY OF TUKWILA, WASHINGTON. .. I I ' . . . PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NO : : . ' . ,� I � MASONRY . � . I � I I I . I . ... � �. � I .. . . I . I . . I �, 1. 11. �� I . . � I .: SEGMENTAL RETAINING'WALLS AND MECHANICALLY STABILIZED EARTH (MSE) RETAINING' . ... ..., 1� 3. . SLEEPERS AND SILLS ON ACONCRETE SLAB ON.GRADE THAT DOES NOT HAVE AN ' I I TED OTHERWISE : : 'BLW_ .1� . . I � I . I . I . .. . . I . I � . . I.. . I ­ .. � I . I I :. . . I . . I I I . �. . . .. - .. . � I I . I I I " � . 11, . . . I ; . . .1. : WALLS SHALL BE DESIGNED BY OTHERS. ' '. ­ I � I � I . � ." I IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. I I .PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS 1. . - lvl.,� � , � , BELOW, : �: . . MATERIAL . - . . I I � � 11 I , . . . . �.. . I I I I , I � . . .1 � . 1. � . .. . .1 I I MAT. , I I . � I I . . I SHALL NOT: . . I * . . . . I .. . � . . I . � � I . I I 1. � I . . . ­ . . � . . I I .BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING . 1 BEAM_: - ' '' . � . � I . . ­ I I I 1� � � I . � I I ­ . ,. I I I..'� � . . .11 . . ­ I I .1 .:.. � : � '' , % , : ,� . .1. .1 I ! .1 �. . L I . . � � .. .. I .� 11 I I I . � I . � . I �11 . . . ,� � . . � ­ I . � 8 ! . I � � . I �, . - I . � .. , .1 I . . I . . I 1. 1. I I . I . * . ­ . I .1 � . I . . I .1 I I . I � . I . � . 1. . I . � 1 I . % I ,.,. �.". I.:. - . 1. � .. I I I . . I . . I I � . I � . I I . . I . I SHALL BE : , . I � ' . MAX. , MAXIMUM I . 1. � � . . I I I . . � I .. � -1 . . I I . I I ' . . I � . , - I . I .01200: DESIGN LOADS� I . . . I I I I ... 1. I I. � I . , ,. .1. . I . .i I , . , I I I ­� I �. I I I . ­ .1 I . I . . I.. . .. .. ES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE - � . ... .1 13MU � 1: : BRICK MASONRY.UNIT' : �,�.. MACHINE BOLT . I . I . . I . . I � I . I I .1 . I 1. : : - :� �l 1% m, .. . � I . I .. . I : � I EDGERS AND FURRING ATTACHED DIRECTLY TO.THE INTERIOR OF EXTERIOR �� . � -1 . . I . I � . 1. I . . .0300O... CONCRETE, . I �. I . . m - . . A . . - � M.B. . . � I . I : I . I . . I � I .. I I . I . ­ I � I ,� .. I I . I I I 1. 1 � I . . 1. � BN 2 . BOUNDARY NAILING I I . . I I I � .. 11 I I . . . I � I I I �. I � I . I I . � . LIVE LOADS � . . � � I . . . . � �l . - �. ,.: CONCRETE CONSTRUCT10N SHALL CONFORM TO: THE. AMERICAN CONCRETE I STITU ' - I I . �� � , Y WALLS BELOW GRADE. � I . I I . . I . .1 . I �. I.. . . . 1. . I .- . . I.. I I . � . . � �1% I I . � . I ,. . z � _ MBM METAL BUILDING MANUFACTURER .1 � . . � � . I ,. . . I .11, � I . � .. 1. .1�1. 11 .. I . �. 11 . . I . N TE ­ . . . .. I I . I � I I I , I . I �. I I � : . . I . I � � I I . .111. . I I I .. � . � I . I I I �� . . - . ...MECHANICAL * I I . . I I I , � . � . I . I . I I � � I I . . I . m. . 1, I I -, .1 . 1. :, , I - .. �. I I I I I 11 - �,: . BNDRY. � � BOUNDARY, . - MECH. � , � .. 11 � '. I I . . ROOF (SNOW) : 11 I � I I . I . ,�. I 1. . . .: - - :� � . I STANDARD ACI.318-11 "BUILDING *CODE REQUIREMENTS FOR STRUCTURAL CONCRETEN. .., '. . . � .11, - .. � .. . . . I . � I . � I.. I . � . ''. I . I I . I I I . I I 1. .�l . . ' I - � �, 1, I . . I . � . . . I . . � . I .1. . _ .. I . . . I � � .. I . . � . . � : I � � . I I 1. . . I .11 B.O. .' . - I � I . . I 1. I . � . I I 11 ­ .1 I I . .. .1 I � . I . I ­ � . ,� . :. - , , �, I ... . . .1� � 06176: METAL PLATE CONNECTED.. WOOD TRUSSES - I . . . � � BOTTOM OF . . I I., .. M.E.J. MASONRY EXPANSION JOINT .. . . � � . I I , , , . I . . . ­ . . . . . I FLOORS (RESIDENTIAL) I 1 I I 11 . 1. I ­ . . . I . . I � � .. I- .. . I ­ I . � : PRESERVATIVE TREATMENT SHALL: BE PER AMERICAN WOOD PRESERVERS" ASSOCIATIO - , I � . , . I I � . I . ,�. .. .. . I 1. . 1. .. I . I 1. I � . I I . I.. I . I I .1111 ,. I .. .. - ,: I I . . _. I . - 11 ''I - "I I � . I .11 ' . .1 . . . ,� .. .� � . N �: . I : . PREMANUFACTURED PLATED. WOOD TRUSSES SHA I 1. . I - . . B.O.E. � - . 801TOM OF . . :MEZZ. � - I � I .. . I . I . . I I I � I .. � 11 . I I I ., I I : .CEMENT AND:CONC IBC SECTION 1903. ADMIXTU � (AwPA) SPECIFICAl . I . I I . . . H BE MANUFACTURER DESIGNED AND - 1 . EXCAVATION . . � MEZZANINE . . . . . . I .. . � I I I . I RES SHALL BE .. I . I 11ON C2 AND C9 OR. APPLICABLE STANDARDS. I : B.O.F. : I , I � . � . . - I � I I I .. .1 . . .. � I I ". � . I . I I 1. I SHALL COM ' . .1 . � TING : � MFR. � . I . p . .1 . . I . . � . I - � . 1. I . ,� BOTTOM OF FOO I � . I.- � . MANUFACTURER � I . I I . I . I � . 11 . I . I.- � 1: : , 1. ­ I . . .1 � . . .� . MIN. . - MINIMUM . , , . . . . I I I 1 � i . . I I . I � I . :�_ I I STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION). AND IBC SECTION . � � BRIDGE(ING): .;- - ,� . � � . . I . I . . . � I ,� I I . ... �. I I .- 1. I I . I ITON . I.. . . . . SNOW LOAD DESIGN DATA: � I I 1. .1 I I . . � 1. I I � . � � .1 � . I . I . I I . I I � � . APPROVED BY THE ENGINEER OF -RECORD, AND. SHALL COMPLY WITH Ad 318"11 SECTION .* .1 . % .. . . . 1. � . .� I � � . I . PLY WITH THE TRUSS PLATEINSTITUTE (ANSI/TPI 1 20,02, NA . AL DESIGN � BRDG. .: � . . 11 . . I . � . � , . I I � I . Pg = 20 PSF, Pf = 14,PSF, Ce = 1.0, Is = 1.0, Ct = I.O. . . . - . ..3.6. ,CONCRETE EXPOSED TO FREEZING. AND THAWING SHALL HAVE AN AIR ENTRAINING _ ALL FASTENERS. (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS,. ETC.) IN CONTACT . �: BRG. : � . . �l ., * � I I I . I I . . . . � . � I . * 4 � I I �� I . . . ,.. . . . . I . - , , . BEARING �. :­ . . I � . I MISC. MISCELLANEOUS t I. � I ; . � I . . . . I I . I I . I I I I . I . � I . . � . I . . . , . . TION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE � I WITH TREATED LUMBER SHALL 13E CORROSION . RESIS -185 HOT DIPPED GALVANIZED 2303.4. SHOP DWI TIONS SHALL BE SUBMITTED PER 'ME �`� : I I BTM . I : : BOTTOM : : : � - - - �' - MIL . METAL ' I . . � I . . . . � . I . I I I . I � ,� . I . I 1. . �.11'. ADMIXTURE .CONFORMING TO, IBC SEC . . I . . . . . . � . .. �. 1. . .... - I . . 1. . . . . . I � I . .1 . . , . , I I I . I . . . . I I � 1. . I . . I ., I � � . I I . I .1 . : i: � . I . � . I . .. �:, WIND DESIGN DATA: � 11 I I I I . - ION SHALL NOT BE USED. � I . I .� I 1. I 11 - I .. . I I I � � ,� TANT G, I ., . REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDI ONS'SHO .0N : .. �* . 11 I � . . , � . : ,. . I . I I . ­ 1. . 1. . I I � . I . .. � . I I .. - � . I ­. . . ..'. m. .1 I .. . � �.. � I . . . . I . .. PER ASTM A153 OR STAINI ESS STEEL , � ., . I I 1. . . I I IT WN I . . . . . . I . I . I . . . � I - . I I 11 .1 . 1, . 1. .1. I I � I .1 - I .11 I I . ll...� � . � 1. . .1 , .. . . ­ � 11 1. I . I I . �l 11 .1 . ­ ". I 1��. �� B.TWN- . � � BETWEEN 1 . I .l. ,� ,� . . . ­ . � � . . . I I I . � . I I . � BASIC WIND SPEED: I I 110 MPH (ULT.) - 85 MPH (ASD) - . . I �._ 1. . I 1.� I 11 �.. I I I I... . � I ., I I .1 1. . I I I . . : . . . ., .. � I I � .111''. I . I . I : I I.. � . � � . .� THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: ' . . . . . �. 11 . ­ ­ �:. ..� . � I I � I � I . 11 I . . � . � . 1, . 4 � I � I ' 1. . . � . I � . I ­ . .1 I I .. . . I. . . I I . . I .. � I. . 11 . . . � I.. . . ., I � 1. . 1. ... .. � .1 I . . . . I . I I . I . 1: 1 .. . . . 1. . . . . .. �1­ . . 1. 1. I . I .. . ­ I 1. I I I . I .11 . . . . 1. . I . �. .. %, . . . � .. . . � . . 1. �. (N) � I � . . .. . . 1. I . 1. I . I I I � I WIND IMPORTANCE FACTOR: � 11 Iw = 1.0 . *� � I � .1 I �� .. .. I THE CONTRACTOR �SHALL:SUBMIT MIX DESIGNS TO ENGINEER'OF RECORD FOR APPROVAL .. �� � I .1 .11 . 1. - .. �. .. .: � . I . . ... . . . . I . . . I . 11 . � . . ROOF : �, .. I � � � � . . . I.:. . .. : - .0 - .. � . I I I . . . I . � . WIND EXPOSURE:: I � I . 11 . .'. I .1 I . � . 1. ­. :FOUR WEEKS PRIOR TO.PLACING CONCRETE.. IvIlk DESIGNS SHALL BE REVIEWED FOR ,. . I . ' I . I . . . . . 1. : I . .­, I . I . . I . ,­ . . . 1. I . .. . I . I � . "TOP CHORD LIVE LOAD SEE SECTION 01200 �, ,� . . I .1 .. I .� . I. . , , �CAMBER :�` . I 1. I I I N.L.B. - I I EXPOSURE B . I � � � � � � � . . NON LOAD BEARING � . . . . . I I . I . I I � � .. - � I . . - 11 . I . � I I . .. . . I I . I � � � � CAMB. � . I I I � I. � . . . I 1. . . . � .. 06100. ROUGH FRAMING .1 . . I . I � I . . . 1. . . 1. I I I . I � , CAMBER(ED) � �. NO. � : - � I I : TOPOGRAPHICAL FACTOR: I . = I .1 11 . - .. I I ,CONFORMANCE TO IBC SECTIONS� 1904 AND 1905.. m �, ., � . .1 . I . . .1 . I . I 10 PSF � .. . NUMBER - � . . . I . . ­ . . . I I . . - � , - I . . I . I I . . . I . I I I . I I . I I I � . I .. . . � . . . . I , � . I . . . . . . � . .. ,. I 1. . 1. I I I ­ . . I I . . I SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPEC11ON BUREAU (WCUB) TOP CHORD DRAG LOAD . SEE PLAN. I I I � � : NEAR SIDE - � . .. . I . .1 � . I I I .. I.. . �. . I., 1. I . �. . I _ I � I . ­ I I :. CANT., � , CANTILEVER(ED) I N.S. . . I .. : INTERNAL PRESSURE COEFFICIENT: . GCpi = +/- 0.18 .. . . .., : . . I - . . . I .. . . . . I - I I . I .1 I I I I �� . I I . � ,� . � COMPONENT/CLADDING WIND PRESSURE: P(C) = '25 PSF .. I . .. .. I : CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: I . � I i, � . I I "GRADING AND, DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S , TOP CHORD NET.WIND UPLIFT7 PSIF (NET) I . I . I . I . �. CF: : : , , � CUBIC FOOT: � . .. . � N.T.S. - NOT TO SCAI� � I I . . .. . .. . . .. I - I . 1. I . I 1. I I . � . . . , ' � . I . � I . I I I I .. . �'. � .. . I I I I I . I . I I . I I AND SURFACED DRIED, BOTTOM CHORD DEAD LOAD I I 1. . . C.I.P. � :* CASTIN PLACE . I I N.W.C.NORMAL WEIGHT CDNCRETE .. - . I .. I . . . I � . I _ � . . .1. ­ I 11 I . 11 � . � . 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER . . . . .. I . . . � . . 1. . . . . . I , � . - 11 I I I I . I .. 5 PSF I I I . � I . . I , I I . � � .. . � I I I � I � I ., . - ­ I � .�. . I C.J., . : CONSTRUCTION. JOINT I . I . . . I � N DATA: . � . . 1. I . ..., 28 DAY. I MAX. , MAK � : i AIR . ., . , SPECIAL - ' LOCA11ON I � . I t � ' . I FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE � HVAC . . SEE MECHANICAL . � I - � ­ � . � . . .. I . � I I I � � I . � . �: � ­ I ON CENTER I ,� . I � SEISMIC IMPORTANCE FACTOR: le = 1.0 I � . I . I I � ­l. STRENGTH :W/C SLUMP : ENTRAINMENT INSPECTION AND. I . � I I I . . � WOOD SHRINKAGE POTENTIAL. ihl_ LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH : LIVE LOAD DEFLECTION, � L/360 I I I . .. . . . CL .1. CENTER LINE t . 1. � I., � 1, . . O.C. . I I I I . . I 11 . .. . I . I . I I , . CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER I . . I � � . . I . � . �.. .CLO . . - CEILING . � �l � � . O.D. . � I � ­ I . I OUTSIDE DIAME . . rc PSI) RATIO, (INCHES) (PERCENT). , REQUIRED APPLICATION I I . I I I . � . .. . I I I TER I � I L_ q E S 0 k� . . I I E ACCELERATIONS: Ss = 1.49 Sl = 0.56 � . I . . 1. .1 I., - ( � 11 . I . 11 .1 I.. 11 � I I . I _ . I . . I I . I ''. . . I .1. � SPECIES, GRADE, AND ,PROPERTIES FOR EACH . � I I . . : . � I ­ � � � I � CLR. CLEAR � I I 1. � I � � I O.F. - OUTSIDE FACE . . SITE CLASS: . � SITE CLASS D . . � I ,USE/LOCATION SHALL BE AS FOLLOWS . I I � � I I . . I 11 I I . I 1, . : I ' I � I . I . . . I 1. I - . . COL COLUMN - I ­ I . : O.H. � I SPECTRAL RESPONSE COEFFICIENTS: � SDS = 0.99 . SDI = 0.56 . I I 3000 : . 1. 0.45 � 1. 4±1 0±1 �NO - FOOTINGS � ­1 U.N..O. ,PER PLAN/SCHEDULE: . I .. . � . 1 06185.' STRUCTURAL GLUED LAMINATED TIMBER . . I I � I ... � � . : . I I � I .. OPPOSITE HAND . I . SEISMIC DESIGN CATEGORY- SEISMIC DESIGN CATEGORY. D . 3000 : 0.45 4±11, .5±1 _ .� . �l ­� I . I . I 1. � . ' . . . � � . CONC.: , ., CONCRETE I .. I . OPNG. OPENING I � I I I I I . I . I . � I � I I I I I I . . I I , - NO FOUNDATION WALLS � I I Fb Fv Fcp GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION CONN. � CONNEC11ON I � . OPP. OPPOSITE � �. . . ­ . . . Fc - E � � � I . � . . . I I . I � � 3000 �. 0.45 4±1 . 5±1 .. USEAOCATION SPECIES - : I (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END _. : : I � CONST. CONS I I ­ , I I . I 11 .1 I . . I . . . , BASIC FORCE RESISTING SYSTEM: : BEARING WALL SYSTEM , . � . . . . . . * . ��. NO , ..SLAB ON GRADE,, PATIOS . . GRADE (PSI) (PSI) . (PSI) (PSI) (psi) .1 I � :1 I I I I . . I . � I I I 11 3000, � 0.45 4±1 - . , . I WALL STUDS/BLOCKING . . I . . ll� ,� 11 �. . ' TRUCTION .. I . ORNT. ORIENTATE(ION) � . . - DESIGN BASE SHEAR: . Cs = 0.150 W' - .1 I . . . . . ., 51±1 � � NO CURBS, WALKS, � I. I � I I I SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP ;. � , 1. . I . � . I . I � . . . I . 1. � .. .. � . . � I . I I . I I I I . .1 - .. CONT. , . ­� - OSI3 I I I � . ­ � .. . . T PPAMP WA" ql I I I . I I.. I I . I I . I I I 11 . . . .111, � . � . .1 . I � I I . I I � RESPONSE MODIFICATION FACTOR: � I R = 6 5 fLIGI4 I � . - . . . . I .., I . . � I . DRIVEWAYS: : . � .1. . 11 2X4, 3X4 � . HEM -FIR . . STUD 675 : i -;;n AM I Ann i ,wa I I . DRAWINGS SHALL BE suBmirrrn Prrp -rwr- ornmor-umme nc- Lrr% ,. . � , �l I . I . I 1. 11 I . . _ ORIENTED STRAND 130ARD . . . . I . � ; . . I I I � . I . � ANALYSIS PROCEDURE: I . I I . : . 1. . I 11 2500 . �. 1: 0.45 ,� 5±1 0±1 I I 1 - � . I . . . . .. I ... "ull UlJJV. YUMUN I � I . . A010r.%a. I UUUN ltmall4r% i ., . . . 11 � u-w-J. OPEN WEB JOIST . � . � .. � � I I I . I . 1. . 11 I . : I . � . . . I . . I I EQUIVALENT. LATERAL FORCE . I . .. 1. � .1 � I . I . . - - NO .ALL OTHER CONCRETE I . . � . 2X6. 3X6 . HEM -FIR * NO. .2 850 150 405 1300 1.3E6 . MATERIAL PROPERTIES SHALL 13E AS FOLLOWS: I . . � I . , I I .. . . .. . . I I � I � . ... . I I . . . I .. I . . I . I . I � I . 1. � � I . . . . . I . I . I I . � . CTR-, i : CENTER(ED) �, . . . - . 11 . 11 I . I . . I � I I . . - . I I , 11 �. . . . 1. � � � I . I . . 11 . . - . . � . I . .11 . . I �l . . I I . � I . . � I . .1 I I . . . � . 1. . . � ­ I � I � . I .1 . I � I . I .. 1. I.. � . � I . ' . I I I I . . ­1 . I . I . . I � 11 .r I . I . � I I I � ' . I . . I � Cy . : .CUBIC � YARD - I PAR. PARALLEL I I . . � � I I 1. . I . . . I . I . ,� I I ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR* EVERY 150 CUBIC YARDS OR I WALL PLATES- � .1 : � . - . , . I . .1 .1 1. . I I . I I . I . I � , I . .1 � . . .. . I � . . � . 1. I .. ­ I � ,� . ,. � I .. I . . . . ' . I ­� ... I . � I � USE � � I COMBINATION SYMBOL* * SPECIES CAMBER � . .1. � I . . 1. .. 1.� � ..'', �11 1. . . I i P/C I I , � . � � . . I 11 I � . I I � . . . I I., : 5000 SQUARE, FEET OF SURFACE AREA FOR: EACH MIX DESIGN PLACED EACH DAY. A , . . 12X4, 3X4 HEM -FIR ,. I STUD 675, 150 1 SIMPLE SPAN BEAM .1 � � . . ... � . . PRECAST , . I . . . : I i � ,. I . I � � . . . , 405 800 1.2E6 , � . . .24F!--V4 DF/DF STANDARD I .� . I I I ll� I d PENNY(NAILS) I . . PEN , PANEL EDGE NAIL � � : . . . I . . � � I I � I �. . . I.. TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME , 2X6. 13X6 HEM -FIR, . � I NO. 2 1850 150 1 405 1300 1.3E6 - CONTINUOUS BEAM -V8 � . I � - DROPPED.BEAM . I I I . , 1� I I .1 SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR - . . ­ . ,. � . I . . � .. .. . 1. I 1. I 24F I DF/DF . ZERO . . DB , . ,PERP. PERPENDICULAR � . . � . � . I . I . . � . I I . . . I � I I . ." . . . . .1 I : . . . CANTILEVER BEAM 24F-V8 � I I I I I .. .. I 11 . � I . I I . � I . . I . . . I I , . INFORMA11ON REGARDING POST, TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR JOISTS � � , I � DF/DF ZERO . DBA DEFORMED BAR ANCHORS PLATE . . � I . I I . . . � I . PL 1. . I . � I . I . I I I I . � I I I I I . I . I . . . I � I I I I . I I . . I . . ' . . , 1 . I . . � 1 :01300: GEOTECHNICAL INFORMATION . . . . � I I . � �O,THER PURPOSES. PTA13LE IF. . . � I I . I. : I I 2X, 3X HEM -FIR � � NO. 2 850 150. . 405 1300 1.3E6 - I � � � I . I I I � ­ I DBL . . DOUBLE : I I . PL . PROPERTY UNE � . I I EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT NTH THE GEOTECHNICAL I 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH � . . I .11 . . � .� � . . ,� . I � �. I , D-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS . DCW , DEMAND CRITICAL WELD PLMBG. PLUMBING � I I I . � 11 I . I . . . .. I . I � . . . . I � I I . I . 1. . ''I NOTED OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS ­ I I . DEPT. . � . I . . � . I . � . � I I . . I I I � I I . ENGINEERING RECOMMENDATIONS. ALL FOUNDA11ONS ARE TO BE FOUNDED ON � . I . 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL . � I � I LEDGERS . . ., . : I � . . . I I . 1. I I � I . . . DEPARTMENT , I PLYWD. PLYWOOD . I . . � � . . I � . . I . I . � I . . I I . . I .1 .. ­ I � 1. . . . I . - I PER ARCHITECT. 11 I � I � . DET. DETAIL I . I I .1 POUNDS PER SQUARE FOOT . I I PSF . . I � � . I 11 . �l . COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED , . I . I I . BELOW THE SPECIFIED STRENGTH. - I 1. . � I I . A 3X DOUGLAS FIR -LARCH NO. 21 900 . . 180 625 1350 1.6E6 � I I I . I . . . . I . I I . .GEOTECHNICAL ENGINEER. . . � . . I . . . . . I . : CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL 13E SUBJECT TO FURTHER TESTING � 4X , DOUGLAS FIR -LARCH NO. 1 1000 180 -625 1500 1.7E6 , I I I I .� ,� DF .DOUGLAS FIR . . . .1 � . PSI I POUNDS PER SQUARE INCH . � I . � � . � . ... I . - - � . I .. I I . � I .. I �. � I . . . � I . � . I . I I . I I . I . ' I I ... I AT NO ADDITIONAL EXPENSETO THE OWNER.: 11 .1 - � . . � . . . I . I �. ­ . DIA. DIAMETER I P.T. . PRESERVA11VE TREATED . I I I I .. . - I �. � . . , . �. I I I .. I . . � I , I . I . . I . � I . I . .11 I . � . . I I � � I I 1 06190* MANUFACTURED WOOD BEAMS � . I � 1. . I .. I ­ I . � . . BEAMS AND POSTS I . . DIAG. . DIAGONAL . . . I CONVENT10NAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: , . - ­ . I . � I � � . � � . . . .. .� . . I I . . I . . PT . POST TENSION(ED) I I . I I , . I . . . � � ALLOWABLE BEARING PRESSURE I . I �l RESHORING, WHERE REQUIRED, SHALL CONFORM, TO ACI 301 SE 11 � . ,MANUFACTURED/ENGINEERED WOOD BEAMS. SHALL BE THE SIZE AND TYPE SHOWN ON . DIAPH ' , �, DIAPHRAGM I . I I I I � � .. I I I ' � I I , . .1 I . .. . . 1. 1. . CTION 4.6. SUBMIT . .. � I 4X ,. : DOUGLAS FIR -LARCH NO. 2 900 : 180 625 1350, 1.6E6 . THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR AP E, . . DIM. � DIMENSION . . I I . . . I .6X .. . . . . . I I I I � I . . I . . . . . � I I � TION, AND INSTALLATION SHALL B PECIFICATIONS. . I . . I . . . . CTI E (YEILDING) 35.PCF I I I . . .PROPOSED RESHORING PLANS'TO THE ENGINEER OF RECORD FOR REVIEW. I O. 1 1200 170 � 625 1000 1.6E6 . QTY. . QUANTITY. . I . � . I I . � . I I I I I . I 1. 4 � .., . � . . I . . EREC I I . . - . .. � �. . I I . � . � I I . DN� . DOWN . . � I I . 11 I . RE (AT -REST) 1 50 PCF I I I � I - . . � I : . I I .1 . . . �l . 11 . . . . I . I I I I I � . I . � I . I . I I . AND PARALLAM . MICROLAM � I I � I . 11 .1 . . . I � � . � I , .11 I I . . I I . . CHAMFER -ALL EXPOSED CHITECTURAL PLANS OR 3/41NCH IF NOT I . I . � I I I I . I . I . . I . I . . I .MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR - D.O. , : DITTO(REPEAT) I � R. RADIUS I . . . . 11 . . � I I I COEFFICIENT OF FRIC11ON . .0.35 - I . . . . .. � I SPECIFIED BY THE'ARCHITECT.. � I . 11 � .. � . I.. � I - I I I . . .. . . . I I .. I � . I ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS SHALL BE SUBMITTED PER THE . '' DP. . �DEEP � . .. i � I . . 11 I I I . ... . I � . . . 1. I I . . I ,. . � I - I I . 11 1. . I "I � ,� I ; . . . .11 . I I .. .. . I . . . I . RAD. - RADIUS , I . �. . I . I . . . . I . . I � � I . I SOIL PROFILE I SITE CLASS D - - . I I I � . � I .. . .1 I 1, .1 I . I I .� . I .1 . � . � ,� I � I I I � I I .. . � ­ I.. . I ; .. � 1. 11 .. . . I I I . REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: . . . � I D.S. : . DRAG STRUT I . . RE: ' REFERENCE I . . I . I . I I . � � . I . � I I . � I I . - 1. I . . . � I .11 I I I .. I I .. I., I I ­1� �. I I 4 . . I . I . I � I . I I I . . I I I . : I . . . . I I . . . I I . I I I . I . � I I . I I 1. I I � I . I - . I � . : REF. . � . . . . I I . 1. . I I . . I I . I � . � .1 - 1%. � . . j ­ I . � � . � 06101: STRUCTURAL FINGER JOINTED LUMBER - � I I � . . I � I . .1 I . . DWG. - DRAWING(S) . . � . � REFERENCE I I � � . . . � � . I . I . . . I . . � I - I � . . . � . : I . � . I . . ,ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO AP I . �' .1 I ­. I .l... . � I � . . I . . I I I I STRUCTURAL FINGER JOINTED LUMBER SHALL BE PER � . . MEMBER . ''I . E (PSI) Fb (PSI) Fc (PSI) I I I : . . �. I I REINF. . I PROVAL OF, THE, LOCAL. BUILDING. . . % . I . 1. .­ � I .. . .. I .. . . . ­ I MITTED TO BE USED , I P TV (PSI) DWL. , .. DOWEL(S), I REINFORCEMENT(IN.G) . I I I 1. . . � . 1. .. I I . � � .. .. .� .1 ... .. : .1. I . I., .­ . I � 1. , . . . I . 1. I - LVI_ = MICROLAM l.9E6 2600 750�', 285 , , . I . ,. .. . . .1 .11 . .� I �REQ. , I INSPECTOR OR A LICENSED. GEOTECHNICAL ENGINEER. . I . � 11 I � . -1 ­ I INTERCHANGEABLY NTH SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. I I I . . . . REQUIRED � I � I . . I . I . I . 1. I . . I .� 11 .� . � I I I . i � PSL = P . � . . . I I . . . . � � I � I I I . I I � . I � I . I - � REINFORCING STEEL: - � . . I . I I � .:. . STRUCTURAL FINGER JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER ' , ARALLAM . : 2.OE6 2900 650 . 290 � . I (E) I . �.. R.F. : RIGID FRAME I . .. . I I I 1 .03100. � . . I EXISTING . I I . . I I . . .. . . . . . I LSL = 1.75- TIMBERSTAND 1.55E6 2250 , 750 .. 400 1 EA. * ' . R.Oi I I . . ­ . I . . .. . I 11 . I I I . � REINFORCING. STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL 13E PER ACI 318-1 1. - : . � , STANDARD COMMITTEE "PRODUCT STANDARD PS. 20-99". WM13ER CLASSIFIED AS STUD I .. .. . � . . . I . I , , - EACH . . . . I I . , ROUGH OPENING ' I . � I LSL RIM:=, 1.5" TIMBERSTAND RIM 130ARD � E.E. , I I I . . . I . . . R.S. ROUGH SAWN . : I . . I . . . I I . �.. REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS' . .. I ­ I � USE ONLY -SHALL BE LIMITED TO VERTICAL APPLICATIONS ONLY. LUMBER WITH CERTIFIED � . I . . I . . � I � .11 . , EACH END . I . � . . . . I I . . . I � I . . I.. .1 I I . . .1 . I . . . .� 11 I .1 .. . . . I � . � � . I I I., , I . 1. . I I I . .. I.. 1 � I I I �l I I .1 . .1 . � 1. 1. .. . I . I .: I I . . � .. I .: EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. I . I . � . . I : EACH FACE .. . �. . . . . . . , I., . I . � . . . . . . I � . . E.F. . . I I I I . , . I � I I I .. . . . I , . I I � � . I . � I . � . . . . I 11 . . .1 . .1. I . . I �.. . . I � . I � . .1 . I . �. . I I . I . 11 I I I . I 11 . ..... ­ I 1-11 I . I � 1. . . I . . I I .� I . . . . .. I . I . I � � . � , � E.J.- �. . .. . EXPANSION JOIN I T I I . � I . . �. � SCH. SCHEDULE . . . � . I . I . I . . � � . . . I I ,; . ASTM A�-615_ DEFORMED BARS GRADE 40, (fy--40 KSI) FOR #3 BARS ONLY � . . .1 I I . I I I .1 . - I . . � . . . � . I . � I . � I I . I . I � 11 . .. . .. I . I . I 1. I � I � � . I. 01 33O.- SHOP DRAWING SUBMITTAL PROCESS I � . I I . : I . . . I.. I � .� ,� 11 .. . . . . I I � I I . I � �­ I EL. ' ELEVATION, I . SCL, ITE WOOD � . I � � . . . I . . . I . I � . I ­ . . I .1 �. ASTM A-615 DEFORMED BARS GRADE GO (fy--60 KSI) FOR #4-BARS AND LARGER , - 661101. FRAMING NOTES I I . I I . . I . I I . . ... . I . , I. '' � I � I � . . . . � - I 11 . . . - I . � ELEV. , ELEVATOR . . . I � . . . . I . . I SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD, : �ASTM A-706 DE 60 (fy7-60 KS0 FOR ALL WELDABLE BARS , � 'FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANqAmn � I � rijon j � CIA - SHEET I rnD ADDOM/Al DDInD TA CADDInAMAKI . � . . � 11 � . I - . FASTENING -SCHEDUI F I . � I � SHT. . . . � I . . . I � I . . I � . I I . I . � I I � . . I . . or-ukmr-114 1) . I . . . I ., � � I . . ' . . . . . Ir anur DRA NGS DIFFER FROM 111t APPROVED, ,,,. , 1, , ASTM . A-_1.85.. SMOOTH BAR (fy--60 KSI) FOR WELDED WIRE FABRIC' ..." I .11 �l � I.. : DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-11E. EQUIVALENT HARDWARE I I I . I I . . I I I I Sim. . I 11 .. � 1. I I � ..I I I 11 1. I I I . . � I ,� . I I I :. , EN : ,EDGE NAIL SIMILAR I . DESIGN DRAWINGS, NEW DESIGN - DRAWINGS BEARING THE SEAL AND SIGNATURE OF A 1. ­ . I I . I . � I 1 � . . I I . � . .1 I I . I ' � 1. I 1. � � . - . I . I ..., . . . - . . � . . . . MAY BE USEDWITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE . I . ROUGH FRAMING NAILING SCHOU (IN LIEU OF IBC TABLE 2304.9.1 . . � , I ENGINEER , * . . . S.J. SHRINKAGE CONTROL JOINT . I . I - . � I � . I . . . I . . I I . � ) . . I ENG. . I .1 . I . I * � . � I I I : LICENSED. WASHINGTON STATE STRUCTURAL ENGINEER SHALL. BE SUBMITTED ALONG WITH - . REINFORCIN SHALL BE 6X6 WI.4XW1.4 WELDED WIRE FABRIC OR I- . I � � SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS I I . . I . I I � . . I . . 1. I I �� EQ. � .EQUAL . 11 .. I I 1: - SKW.I' SKEW(ED) I . I � I � I . . . . . ' . I I � I I I . . . '.� EQUIPMENT , I I I.. . THE SHOP DRAWING ' S TO THE APPROPRIATE JURISlICTION. FOR APPROVAL PRIOR TO I :'� �. FIBER MESH .UNLESS NOTED 'OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE ,. I .TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE � � . I CONNECTION . . FASTENING . . . . - I . I FABRICATION. I 1. I I I . I.. � . , .1 - . �EQPT. . I S.O.G. . SLAB ON GRADE . I � 1. I . I . I . . �� I 1. . I I � .1 I . . I . . I . . . I . . I . � . I I � . . I.. . . ,. SCHEDULE ON SHEET S6.0. REINFORCING STEEL ATALI WALLS, SLABS, AND FOOTINGS ' SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER .� . � 11 1. JOIST TO SILL OR GIRDER (3) 0.1 31" X So TOENAILS I � . . . . . . E.W. . . - EACH WAY �- I � I I .1 I . SPC- , SPACE(S) (ING) � I � I . . I ­ I . � . . I � I .. ' I I SHALL. BE .CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. . : , �REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILINGNOT SHOWN PER PLAN, DETAILo OR 2. BRIDGING TO JOIST .. . - X 3- TOENAILS EA. END . .11 EXP. : EXPANSION . SPECIFICATION(S). I . � SHOP DRAWINGSARE REQUIRED FOR PREFABRICATED WOOD TRUSSES. - ,, . � . . � I . .1 I . I'll . � I . � 11 � . I .. � I � I .. . .�l I . . .� I , , � (3) 0.131 1 . I . u � . � I � SPEC , I , � . ,� � .1 . I I 11 � I . I . I I I - . . I � . � . I . : . . . . I I I � . I . � I I . . 11 � I . 1. 11 " - . � .11 I I I � �. . . I .1 I .1.1 � I . I � 11 I . 1� . SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO JST. . - X 2.5- FACE NAIL I I . . � I : . . . . � . . . .. � . . I i I . . .. I I . I 11 I . I � . (2) 0.131 . . . . . . I I. EXST. 1: EXISTING ..., * . SQ. SQUARE � . I I . I � . � I : I . COVER. REQUIREMENTS SHALL. BE AS'FOLLOWS UNLESS NOTED OTHERWISE: I � . . . LE,ON SHEET Sl.O.: ; . . .. . I I � . . . I � . . 11 11 CALCULATIONS BEARING THE SEAL. AND SIGNA LICENSED WASHINGTON STATE . . - . . I... � . � . I I � . � . �� � . . . .1 I . I . .. 4. WIDER THAN IX6 SUBFLR. TO JS' I I EXT. I � � � STD. STANDARD ' - I : I 11 1. .. � . I � . . I . I . � . � . ,. I . I I . . T. (3) 0.131' X 2.5n FACE NAIL. . . � � .. EXTERIOR . .i � . I � I . . . I � .. � I I . . . . . . � . I � �. I . � I I I I I . . . . . - I I I �.. � I I . . ­ . I . � 11 I. 11 ...� . I . � . . I �, � . . I I . I . . � � I � . � . . . � I 1. . I I � � � .. . . . I 11 I I � �. . ­ �. � . . 1: STGR. STAGGER :. ' . . . . . � . . . . . . ,. . I . I � . . I . I I . � I � I . , . I I . 1. STRUCT'URAL ENGINEER SHALL BE SU13ITTED ALONG WITH THE SHOPDRAWINGS FOR . I .1 . .� .1 CONCRETE CAST AGAINST EARTH 1 �, � . I . I .. � .. I � NAILS SHALL BE COMMON UNLESS NOTED 0 � 1 5. 2* SUBFLOOR TO JST./GIRDER , (2) 0.161- X 3.5- BLIND & FACE NAIL I I I I . I I . . � . I � I . 1. . I I ''. � ­ . 11 ­ I I . � . ., * . I . I FAIJ. TIFFENER(S). . ... ,. D WOOD.TRUSSES. I I 1. . . . I � . . I � .. I 1� � .11 .... - � . � . ., I., � � . � � I . . I I I � : , THERNSE COMMON NAIL DIMENSIONS ARE AS 6. SOLE PLATE TO JST. OR BLKG. 0.131' X 3" AT 80 D.C. TIP. FACE NAIL I I I . . . � TABRICATION 1 STIFF. S I I . . . .l. I . .. . 1. � .. .1 I � I . I . . ­ � I . . � �. I I . I I . .. I . I 1. . 1. I , . I I . I 11 .. �ALL BAR SIZES .. . . . . . . . . . : . . . . 3" . � . . .. . FOLLOWS: . . . I . . I . � , . � . I I I I . I I � . . I . I I . I . I . I � � I � I I I I ­ I : . I �� � . . I . I . . . . . I I . I � ­ I . . FB : ' FLUSH BEAM, , - , I ' . . 1. . . I . I . I I . . I .1. . I I I I . . I I . . I I I . I � . . � � . I I I . I � �: :. ­ . . . STIR.: . I . � . . I . I . I I . I I . . . . ,FORMED SURFACE EXPOSEDJO EARTH OR WEATHER I I ..� � 1. I I . I . .. . . i, � .. .. I I � . . I .1. � . . . � 1. . . � w 0 I. NAT BRACED WALL PANEL - (4) 0.131" X 3' AT 16" O.C. FACE, NAIL I I � , I . 1. .1 . STIRRUP(S) . . . . I . I ,� . I . ­ . . . :, �: . . . ; . . I . . . . I � . -.1 . . . 1. � . , I 1.11 . I � . . . . I. . IFDN. � FOUNDA11ON *... . � I I., . . . I .1 . . .. . I . 1. .. I . . I I � * I ' STL. STEEL , I . . . . I . . . - X 3- END NAIL � . I . � I � . . . I I I . ... �. � I � . � I .� . I . I . .11 I I � #6 AND LARGER . - .,. .1. .1 o ­ . .. . . 2" � � I I I . � � 11.1.1 . I NAIL SIZE DIAMETER LENGTH . I 111.1 . . � I 1. I . I . 1 7. TOP PLATETO STUD - � (3) 0.131 1 . . - . - � .. : . * . . � .1 I I . 1. . . I I . . I . . . I . I � I I I . I . . - .. I I I . I � I . I I I . .- I . 11 I . 11 . � . 11 F.F. : FINISH FLOOR - : - � STRUC. - STRUCTURAL ' � . � .1 .. I I . 1. . ; . - 2.5- . � .� . I � . I � I � (4) 0.131" X 3- TOENAIL � . I I I I � 01400: INSPECTIONS AND SPECIAL INSPEC11ONS . � . I . .. . I � ,�' : #5 AND SMALLER ... . . . . . . . . . . . I 1/2n � I . I I ­ . 8d 0.13.1m . � . � I . . . �� I . � . 81. STUD TO SOLE PLATE ,. , I . I I I I I � I . FIN. , D) � . . . . . ­ I I . I I ., . I I., . I . . I . I . I . � I � . FINISH(E STRUCT. STRUCTURAL. I . I ; I I - I � I . I . THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED I CONCRETE. NOT EXPOSED TO EARTH OR.WEATHER : . � .1� I I . . . I I I .. 1. 10d � � 0.1 48" : 3.0- I . . . . , . � �. . I I � . I (OR) 1 . (3) 0.131- X 3- END NAIL I I � : FLG. -FLANGE 1 1 ; � SU8P. . , I � . I . . I I I . I. . I I I I . . . I I . I I I I . I I I � . I . � . � I I I . I . . � . � I . . . . � I I � ,. I I I . SUSPENDED(TION) : � I . � : BY THE LOCAL .BUILDING DEPARTMENT. � . . . .1 I .. I . .WALLS AND JOISTS � : � _ . I � . �.. I I I . 12d - 0.148" 3.25" 1. . I . 1. � . .... 9i DOUBLE STUDS I I ,� . . 0.1310 X 3n AT 8' D.C. FACE NAIL . I FLR. .. .:: FLOOR I . . . . I . I I I I � 1. I . -1 � � . I I . I 11 .. . � . I I .. . I I I .1 I I . I . � � � � - .. I . I . . I SYMM. SYMMETRICAL . . I I � . . . I . . - . . - I � . �. . I . I . � � . . � #14 -AND #18 BARS . . . . . . . ... . 1.1/2" . I . I . I � 16d 0.1620 1 . I . . . I I 10. DOUBLE TOP PLATES. . . . . ,: FN % I I . I . . I . . . . ­.1 I . .4 I . � � � � . ''. - . . I . 31.-51" . . � � . . . . I . I : I � . . I - 0.13110 X Y AT 8* D.C. TYP. FACE NAIL - 1, FIELD (FACE) NAIL I I I .. ­ . � . I . . I I I . . . I . . I . .. � � I I . � I I . I 1#11, BARS AND. SMALLER . , I I I . I . 11 . . I I 1. . % F.D. � FINISHED OPENING ,. : � I I . I . . SPECIAL INSPECTIONS ARE NOT. REQUIRED FOR GROUP R-3 OC I I . . . . . . . . . I I I I . .. I . I � DOLIBLE TOP PLATE LAP SPLICE (20) 0.131- X 3" FACE NAILS ' . . . 1. . . . .. I T. � , I ,CUPANCIES ,UNLESS . I . � .. . - ' 314n .. � . . . . I I . � . 1. ., I . � I . I I I , � TOP I I � I . I . I � I I 11 I � . � I I I . . . . I � F.O.C. I . I I I I I . OT'HERWISE REQUIRED. BY THE 13UILDING OFFICIAL. I . . I � . . . SLABS AND JOISTS, I . I I � . I � I ­ � I . UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS ANCH 11. JOIST/IRAFTER BLKG. TO PLATE (3) 0.131 X 3- TOENAILS . . - FACE.OF�CONCRETE . � . I . . . I ., � . . � I . � 9 TS AT I � T.&B. TOP AND.BOITOM . . . I I I I I I I I I . I � � I . . I . I . . I � 1, 11 I . I I I � . I 1 414 AND #18BARS o . . . . I . . . . . 1 1/2" . I ­ 11 I SILL PLATES SHALL BE 5/� INCH DIAMETER 12. RIM JOIST TO TOP PLATE I I I I I �� . F.O.M. 1 FACE OF MASONRY - : * , . TEMP. TEM . I 11 . I I I . . I , , � . N TH 7 INCHES MINIMUM EMBEDMENTINTO . 0.131 X 3' AT 6m O.C. TOENAIL � I . . I I I . PORARY. I 1. . 1. . I . . 1 01401: STRUCTURAL OBSERVATION . I . . LLER ... . . . . . . In . . I � I I I I . . . � . T . . . - . I I 1. I . . . I I ­ . . I ­ I . I � � I I . � . E SPACED, NOT MORE THAN 4 FEET APART. THERE SHAH BE A I , - 1 13. TOP PLATE LAP INTERSECTIONS (3) 0.131- X Y FACE NAIL. - I � . I F.O.S... FACEOF STUD * ' I .T.&G. . � I . . . . . . . � I . . � . I I... : . . . - . I . I . I � � I � . � � I . RO.W. � : ' FACEOF WALL . . . I . . THK. � . I . . � - I I � I I STRUCTURAL OBSERVATION IS NOT REQUIRED I . . � . � . . � . .BEAMS, COLUMNS: . I.. . � . � � . MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 ., . . 14. DOUBLE 2X JOIST/`HEADER . 0.131- X 3m AT 12n FACE NAIL EA. EDGE . I . � � I . � THICK(NESS) I . . � . I . I . I I . I I . I . I . . I I . � . . . I I . . I I . � . : � ­ . . . PRIMARY REINFORCEMENT 1 1/2' � . I . . I . . � . � .. I INCHES NOR LESS THAN 4.5 INCHES FROM EACH END OF THE PIECE. A GALVANIZED . I . 15. CEILING JOISTS TO PLATE (5) 0.131 n X 3- TOENAIL I . I . FRM. . . FRAME(ING) �� . I � I � . I � I . . � . � . . I m . . . . . . . I I I . I I I THIRD. . . . � . . I . . I �� . I I . I .3"X3"Xl /4n PLATE WASHER SHALL BE PROVIDED . I . . I . I . . . F.S. * , FAR SIDE .1 I I TN . . � . . . . . � . I . - TI AND SPIRALS . . . . :1 1/2" .. I .� I 1 . FORALL ANCHOR BOLTS (COUNTERSUNK - X 3- TOENAILS 1, . I I . . � . I � - TOE ,NAIL. � . . I . I . . � . � . � I � . . � � I I I � . I . . I � . I., . 1. . I I I . . . . I 1 16. CON11NUOUS HEADER TO STUD , (4) 0.131 1 � * I I . ' . . . � . . . I 1 0170O.- EXECUTION REQUIREMENTS . . � � ,� � : � I I I .11 � . 1. 111. I I I .� I 11 . I I . I . . . � . . . PLATEWASHERS SHALL NOT BE ALLOWED). � ': I I I . . . . � FT. . -. . FEET(FOOT) , . I I I 1. T.O.S. TOP OF SHEATHING(SLAB) . I . I . I . I � . I I . I � .� . � r . . � . � I REINFORCING STEEL SHALL I B I E . ACCU I R I ATELY . - I PLACED . AND ADEQUATELY SECURED IN PLACE . I I I � . .�� I I I I I . �. I . � I ­11 . . 1. . . I . . . . . I I . . ,� . . 117. CLG. JST. LAP AT PARTITIONS � (4) 0.1317 X 3- FACE NAIL . . . ,� I ,. I I ..,. FRTW �, FIRE RETARDANT TREATED WOOD , T O.W. , TOP OF WALL % . . .. INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL . . . � .. . I . � I . I . I ­ . . . . I I . . I . . I.. I . I . � . . . . . . 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131- X 30 FACE NAIL I FTG. . .. I . . . I . . � . I I I . � . . CODES.. . � � � . I I . 1. . PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT 1. . I . . . 19. RAFTER TO PLATE . I . � . .1. FOOTING . I . TRANSV. TRANSVERSE � I I . I I I .. .. � . . . . I . .1 ­ . .1 . I � I . � �. . � 1: . . I 06103: JOIST AND BEAM. HANGERS I 1. 1. I . . . . I � � (3) 0.131- X 3- TOENAIL . I . I I . I . ' . I . � I 11 .11 I T.O.S.. TOP OF STEEL � � I I . I I I I � . I I . . . . I . .1 . . . .I 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 I I I I I GA.. . GAUGE ' I I . I � � I I I I . � 11 . � . I Typ. TYPICAL , . . � � . . I . I � . I . . � � I � . I . . . . . . . 1. . I m FACE NAIL I I � GALV., :� GALVANIZE(D) . I � . . . I - 1. . . . � I � ON THE DESIGN DRAWINGS . . � � I - X . � I . . 11 . I . � . . . 11 I PERMITTED. WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY 1 21. IX8 OR LESS SHTG. TO EA. BRG. (2) 0.131 3 . . . I I I I I I . .1 � . . I . I . . . I 11 I ­ .. 1. I I � I I . : I I I . . . � I � .. . : � , . d � . . I . I . . � , I .. . .. . I.. I I I 1. . I... � � . . I .. . I I .11 . . � ,� � . ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER I . . 1. . 22JNIDER THAN lX8 SHTG. TO BRG. (3) 0.131- X 3" FACE � .: GB. - GRADE BEAM ' I U.N.0 UNLESS NOTED OTHERWISE I I . . . I . I I I . � I . I . I . I . . � I I � ­ I . NAIL . . . . I I : . � . ,� . . I. . I . . . . . . . . I . .:: 1. . . I � I 1. � �. . .. . � � .. � '' I ECIFICATIONS AND SHALL BE AS.FOLLOWS UNLESS NOTED OTHERWISE � 23.BUILT-UP CORNER STUDS , - (3) 0.1310 X 3' AT 16w . I I . i ;GLB , �. GLUE LAMINATED BEAM . . : U/S UNDERSIDE . . . I I I I . I I I I . I . . . . . I . . . 1:1 ,. . �, 11 . . I I . . . � % 1. , O : . - . I �� . . . . . I I . � � � , I � . O.C. FACE NAIL I I . I I I 'GRD. � . , . . GRADE I . . � � . . . . I . . I .. ,� � � I I . . . . . . . I I I . I 1. .. 11 11 I , I I I . . I . 11 I . I � � . I I . I ll� . . .1 I . I . I . 24.BUILT­-�UP GIRDERS AND BEAMS 0.131' X 30 AT 12" EA. EDGE STAGGERED I . I RECEIVED . . . . I . I I I � I I I I.. . � I % I .. 1. . I., . . � . . � . 1. . . I . . I . ,� . . . . .1 I I I � I � . I I GWBI ..' :.: GYPSUM WALLBOARD_�. .. - V. I TICAL _Y OF TILIK I �- . . . . . . I . I . . �.1% . .: ... . . 1.� I . .. I.. 11 .11 � .� . I .. I �/,_ , . I ..­ . MEMBER SIZE .1 HANGER:', . I . . I I I I . � . . ll� - I I I I - . . ; . 1. GYP. i . : VER . I Ch I WILA I I I � I I I � .. I : GYPCRETt ,' VERT. VERTICAL . � . I � ,� . .. I � � .. . . .� 1. - I I .. lq- ­ I � I SAWN LUMBER . n .. -_ � . . . 11 . � I I I 11 � . I I . I . . I . . 0 1 �. . . I . I I . I .. � � 11 I I � I. . I . . . I ­ �. 1. .1 I . � . �l I I . . I 1� - . . . I ." Um SERIES TO MATCH LUMBER SIZE , I . - : - . . 1. VIF VERIFY IN FIELD . I . I . . � . 1 I . . I . I . . I . . . . � 11 ­. I I . I I � <) I . . I . 3.125" WIDE GLULAM,BEAM. I . 11 �. I I I 1. I I STRUCTURAL DRAWING .SHEET INDEX , . � 11 ,�.H. . I HORIZONTAL.* - � . I I I I I MAY 1 5 2015. . I ,. � . . . � I . ,. I .1 . � � I .1 . . 1 . A � � I � , .GLT3 , . I . . .. . . . � I , . I I � 1, . I . I . . I . ­ � I . �� 0 . I I . I I - I . I . I I . � . .. I . I . . I I . I . . . . I I I . .1 e �. I I 1 5.125" WIDE GLULAM BEAM GLT5� I I I � I .� .. HD , HOLDOWN I W. I . . I . � . I I . . . . I I . . . I ,. I Aq_: . ,. I . I _. - WIDODTH) . � I I . 11 I I I . . � I . . I � I � I . I I . . � I . .1 I I I . I I � . � . � . . I I , . . . H.D.G. . I 11 . . � .1 . I . I . . I � . . . ­ I � I . ­�. . .. 1. . I I . 6 �� . . . I ., 6.75" WIDE GLULAM BEAM GLT7. I .�­ . SHEET . . DESCRIPTION I DATE � I . . HOT. DIPPED GALVANIZED w/ NTH . � PER � I . . �� . I . � . .1 . . � I � . . . I 1. . I I I . I � 1% . ­ I � � I . . . I I . MIT CENT I ­ I . 1. I . . . I I � . I � � . .. I � . .. . . I I . I . � I.. �. I T . ,� I - 1 8.75" WIDE GLULAM BEAM . HGLT9 .. . � I . . . I � I . � ,� . HDR. - HEADER - , I I ... . I � ­ I I . I . ­ .. I . . 1. _ I I Q) . . . � I . . W/O . WITHOUT I ., � I I I I . I . N 17�. I S1.0 1. I STRUCTURAL NOTES 06/26/14 1 . HGR. � HANGER . I I I I I . I I . . . I . . . . . ,. .. I lz�) � I I N 11 MANUFACTURED WOOD "In JOIST "IUSN SERIES TO MATCH 01" JOIST SIZE I . � � I I I � 1. � . WD. - WOOD I . . I I . I ,� I 11 . � I I . I.. . . I 11 I � I � .. 1. I �. . I .. 11 � ''. "I . . �� 6 . I � : I � . I S1.1 STRUCTURAL NOTES 1 06/26/W 1 . � HORZ. - HORIZONTAL . . . ' I F___q . . I 1. � � � I I � . . . I .� I . . . I . ,\ . � . ll(� 1.75" WIDE PSL OR LVL BEAM , "LBV" SERIES TO MATCH. DEPTH I I . . I . I I I W.H.S. WELDED HEADED STUDS: � I I I . � . � � I � I . I . . � I . i I 1. : HORIZ. HORIZONTAL � . ln� I I I � . . I . . . I . I � I I I I q - Ag I 1 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH . S`1�2 SHEARWALL SCHEDULE AND DETAILS ,03/08/10 1. . I I * I HEADER . . I W.P. . WORK POINT . I I . . . . � � I � . & I � . � I I - I I I . I I � I I I I . . - I � I . ' 03/08/1* 1 . � . � HR , * W.S. - WELDED STUD . . . . . � . . . . I . . . I .. .. ­ .. � � I � �'­ . I . . \ . 0 . 1 13.5" WIDE PSL OR LVL BEAM "GLTV" SERIES TO I Sl. . 3 � 0 1 . . I � ' . I . � ��-� . I . . . I I.. I � . . . .. - I . . I . I MATCH DEPTH I . I � � . 1. . � I H.S.B. _ HIGH STRENGTH BOLT I . : I . � I I I I .. I . . . I I ; . I I . � .. . ,� I I . � . � I . . . . 5.25" WIDE PSL OR `GLT\r SERIES TO MATCH DEPTH � � : HEIGHT ,� . WT. - WEIGHT I I . � � I .1 . I . . . I . .. . . I . I LVL BEAM HT. � I I I � I I . � I I � � I I I � . . . . . . . I . . . . I I . I I . � � . I I I I I . I I 11 . . S2.0 � I . BLDG. 81 - 84 FDN.& L2 FRMG. : 03/08/10 � .. . . � . 1. � I . .1 I ,W.W.F. WELDED WIRE ,FABRIC I . . . I . I . . . . I .� .1 I I . I I . I I . I . . .1 7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH , I . I I � S2A . . I I I � � � . . . I .� E PA 1. . I .1 I I . I . .1 . . .. 1. . I . I 11 I . I . . I . I I . I I I . I . I I 1, I � I . . . , . . BLDG. Bl & B3 L2 & ROOF FRMG. � . I 1. I . I I . I I � I . .. 1. . I I . � I � . . . � . . . . 03/08/10 . I.D. . I � I . . . . . . I I I I . � �. I 11 I I � .11 I I I . � . I fkh.. BLDG. B2 & 84 L2 &ROOF FRMG. 03/08/10 1 1 .1 I I.E. I INSIDE, DIAMETER . I : I X-STG EXTRA'STRONG - � � . I . I . 1-1 I . I I . . I . � I I I , . . . I . I . . � I I � I . I I 1. - . 1. � � . I .. . . . I I .. � I I . " . � . � . I .111 . � I I . . % � � I . I . . . . . . I I . � . I � . .. I � I � . . . . � I .. , INVERT. ELEVATION . � XX-STG DOUBLE EXTRA STRONG , . cn I I . . . . � . .. I I I . I I . I . ''I � 1. . I . I . . ,� . . I I 1. . . � . I . �. I I I � . I . . � 4ftaw � . .1 � I I I . I I . I I.F. : . � � INSIDE FACE _. I.:. , . .1 I . . .. I I . � I I � . . � . I I . . ...� � I . I I I . � . . .. . I .1 . . . 1 /08/10 . . , �, . � � � � .. 1. . .1 . . I .. I . I . I . � I . I . .. I I I . . 1. . .� � I . . ... . I � .1 . I A .. I . * I .S3.0 BLDG. C FDN. & L2 FRMG. 03 I . . . � I � I . � .. I I I I . � . I . I . I I � . I , S2.2 . I � I I . I I . I . I . . .1 . � I j 11 � � . I ". I .. . I .1 I ­ . ­ � .. I I � I It 4 3 . . I . � I � . I I . . � . . I I I I � I . I . . I I I I I . . . . . I . � 11 . I . � � 1. 1. .11 �. I I 111. .. . - . I . . I .� ,� I . D . � ol �. . .1 . : .� �. 1. .. I .. 11 � .. . . . I . ­ S3.1 I 1. I . ,� � I ,� . � 1. 1. . . . IYD . YARD . � . . . I F-5 � . .1 � � . 1. . � I . I . . I I � I � . I . . � BLDG. C L2 & ROOF FRMG. I . � . . I . . 1. . . I .. 1. . � . . . . . I I I 11 I . � I �. I . .. I . ­ . . 11 1, . .. I . � . I . . I. I I I . . I . .b. ..., ­1 .� . I .. I . . I . � I I I . I . . , , 03/08/10 1 . � . ­ . � 1. ..� . 1. � I I ­.. . I . � .1 . .. I. I �_­­4 I � . . I I . � . I . . � I I � I � . 1. . I . . . I I . .1 - . � .. . .� � I . � - . � . . I - I I., � I., � . . I . � . I I I I . I . I � . I � I � . I � I . . I . otzt-cmark 4r--4 . . . I . . I I 1� . � . � � . m I . I . . . i . . I I C) � " I . co . I . . . m I , . I � � � I.. � I � . I I .. I . . .0 . � I . I . . . a) � .� I I 0 �� ,. . . 11-1 " .1 - �. z c 0 . �- Q) 1-1% . � .� � I I I I I . . . . . I I � W. �� , ­� . . I . . . . . .1 I c\2 . co . . \1 . .1 . I 0 ­4 . . I .. � co , co � . il . . 0 . � . . ­ . . .. a) * Lo I . ". ; I . I (o -0 *5 co I � � .. I . L c\2 . . I . . q) co 6 1 � . . . Q) , 0 1 . .1 . � C\2 1 . . c: -P _ I ­ . . I ... .- a) I . . I . 10) a) . � I . . �1. I 1. � . . . t _� I � m I I _.. jjj EQ , .1 I � . . : �> 1. . � I I . I I .. . I _6 9 � 1_.� . I . . . � 11 . I ­ . I . � 'o" C\2 � . I I ...... . .'' �_ P, ,I I . : I a) to . I :3, rw ItI � . I . _i.j 0 . Lb I � � I � �. 0 � ��. co . . 1 1 :3 C\2 . . � L.� . I I . o ,�6 . . I . I -1-i 00 0 1 . . ... - � . I . . .. I I V) ,-I I C\2 . . . � __ - - I - I 11 I �,� 11 "I �`l "I I " �11 -_ 11 _ ..... �� " I I , " 1 *�4"�� ,�, ,� 1 4" "I I I I � .1 , , - ��',h v A 1�1 I , "," , ,,, "' I I - ­ . - RE: 1 51.1 0 RE. 1 81.1 FOR LATE / RE. t S1.2 _ 6 - _ SHEARWALL SCHEDULE 7 1 APA RATED SHEATHING W HEM BALANCE of BALANCE of o e HEAR � / FIR STUDS AND HEM . _FIR PLATES FOR BALANCE SECTION '. SECTION - OF SECTION SHEARWALL PER PLAN BOTTOM PLATE NAILING PER P.E.N. (3) ROWS (3) OR (4) ROWS SHEARWALL SCHEDULE N .PER_SCHED. RE: 14/81.1 & 10/S1.1 RE: 14/81.1 & 10/S1.1 RE: 14/S1.1 & 10/81.1 Q TOP PLATES - m : RIM BLOCKING TO TOP. PLATE RIM/BLOCKING TO TOPPLATE PEN FLOOR SHEATHING o z _ CONN. PER SHEARWALL SCHEDULE `. CONN. PER SHEARWALL SCHEDULE RE: NOTES SECTION 06160 a (EITHER LTP4 OR A35 " ( ITHER LTP4 OR A35 ) (E FLOOR DIAPHRAGM EDGE NAILING Z o _ RE: NOTES SECTION 06160 wo G DIA.x3 0 3 OC 2x BLK . W/ 148 J , BLOCK TO RIM o NOT REQUIRED FOR P 6: 0 0 CONT. 4x RIM CONT. 4x RIM z SHEARWALL PANEL EDGE NAILING 2x CONT. RIM PER SCHEDULE ` - I PEN RIM/BLOCKING TO TOP PLATE RIM/BL P.E.N. RIM AST. PEN CONN. PER SHEARWALL PER SCHED. ,I OR PONY SCHEDULE A35 TP4 /� i . , l WALL W/(12) 0.131" DIA. X 2 1/2" - - MUDSILL , SHEATHING SHEATHING 2 SIDES O . SHEARWALL PER PLAN A SHEARWALL PER PLAN: SHEARWALL PER PLAN AD CUE TVD CVTCDI(1D TVD CVTCDInD PLAN) N � Of w 2x10 w wJ coa cn I I o. a a. N o N n N I 1-4 1-4 I F OR JOIST SPANS UP TO �, w w w i I 1f-0", A SINGLE JOIST _ _ (n w ¢ ¢ MAY: BE HEAD OFF TO CL ° : ADJACENT SINGLE JOISTS ii � 8 N a 8L3s FOR JOIST SPANS z Z Z M z BETWEEN 11 0, AND o 0 0 _ 0 7 BOTTOM PLATE CONNECTION.. ...... •:•.•I•I•.. : 16'-Om ADD ADDITIONAL - BEARING WALL NOTES RE. 1, 2 & 10/S1.1 2x10 JOIST ADJACENT TO .I i......... I. -, - 1. SEE SHEARWALL SCHEDULE $HEFT S1.1 FOR. WALL SHEATHING, ADDITIONAL PLATE -AND STUD _ , ,� I ADD L STUDS FOR H HEAD OUT 1 3 4 MIN. 1 3 4 MIN. 1 3 4 MIN. I `: I . j.:::... a .... R OLDOWN 1 3/4 MIN. / / / REQUIREMENTS, BLOCKING AND PLATE NAILING. SEE 06100 ROUGH FRAMING STRUCTURAL NOTES DIAPHRAGM EDGE NAWNG ..: • .. . A I .I. I 1 3/4 MIN. ... PER SCHEDULE. - 2 MAX.' 2 MAX. - 2 MAX. 2 MAX. SHEET S1.0 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. PLEASE NOTE THAT SOME ,. MAX: , .....: 11 _ SHEARWALL TYPES REQUIRE A DOUBLE RIM JOIST FOR ` THE PLATE NAILING. I I .:.:..... . NOTE. JOIST HEAD OUT I I I II I I L.....::.:.I. .I I I IS FOR UNIFORMLY LOADED... " ....:..... � ,a I I 2. SECURE SILL PLATES TO CONCRETE WITH 5 8 DIA. ANCHOR BOLTS WITH 7. EMBED, AT 48 ON CENTER I I I ( I I 1:1 FLOOR JOISTS ONLY - / . I I CONT. 2x RIM g _- - ____-- ---- --- -�-- TYPICAL UNLESS NOTED OTHERWISE. REFER. TO SHEARWALL AND HOEDOWN SCHEDULE FOR ADDITIONAL I W LOCKING IF REQUIRED UIRED ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED REFER TO THAT SECTION .... FOR CORROSION PROTECTION REQUIREMENTS FOR lit_CONNECTORS. ....... . 3C I I II �� I I �� + m 3. SEE DETAIL 5 S9 0 OR OP PLATE SPLICE. PROVIDE ADDITIONAL CONNECTORS S m t t t f/ F T LA ONNECT RS AT HEARWALLS AS S HEAD -OUT INDICATED, ON THE PLANS. BLOCKING OR CONT RIM CONNECTION PLAN JOIST HEA 6 PLY ONE SIDE .2x6 3x6 PLY TWO SIDES _- TO TOP PLATE 2x4, 3x4 PLY' ONE SIDE 2x4, , 3x4 PLY- TWO SIDES 2x6, 3x P �10 " - 4. O O INTERIOR WALLS ARE NON -BEARING. INTERIOR GARAGE " - _ . _ � TOP FLOOR NTERI W R R WALL BETWEEN. GARAGE, AND SCALE. 3 4 - 1 0 SCALE. 3 4 1-0 / CONDITONED SPACE TO BE INSULATED AS SPECIFIED PER ARCH. PLANS. HOEDOWN RE. 11 17, 19/S1.2 9 L STUD SCHEDULE _ S AN BOLT PLACEMENT DETAILS WALL HE E r-........r. 7 : JOIST HEAD OUT DETAIL 8 ❑ �r r Ti NAILING 1 .......... PROVIDE PANEL AT N g ..:.. � � . AT END OF WALL STUDS THAT 1. EXTERIOR BEARING FRAMING AT I..'...'.'.'..':'.'I+I f. ATTACH TO HOEDOWNS SUPPORT I• PANEL EDGES 3 5 . TYPICAL I1 II I I 1. II i 1 I I I I I I I b : PAT ADJOINING. DJOINING. PANEL EDGES RPROVIDE --_31/2 SHEARA_CHEDUE (STAGGER NAILS) ESR)(1) 1 1/2" (2) 1 1/2a CONT.' ROOF/FLOOR SHEATHING NOTES : W' 0 .1.SIM. 0(2) 2x FRAMING ATSOLID i CON. RIM RIM PLUS BLOCKING PANEL EDGES. RIM BELOW. BELOW ` BELO I BOUNDARY NAILING NG AT ROOF/FLOOR )r II 1 1 BLOCKALL PLYWOOD EDGES NOTPERIMETER, AT ONT PANEL EDGES B.N. SUPPORTED BY FRAMING MEMBERS AND NAIL W/PANEL EDG E NAILING 35 D A i 2. EDGE NAILING (P.E.N.) T ALL EDGES OF ALL PLYWOOD RIM TO BLOCKING I i I I I I I I I I I GALVANIZED ANCHOR BOLT RE: 5 S1.1 SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS I / .. , NAILS I i I. I I I .... W 3 X 3 X 0.229 GALVANIZED WASHER `=J �'� �, .148 DIA.x3 NA 3 = N I i � .� I / FIELD .......... . . .- 0 3 OC TYPICAL 3. I DIA. SPACI G RE Q _ Q _. 8 - I I �'K I I ii I INTERIOR FIELD F.N. 12 O.C. AT BEARING SUPPOR ... • .......L .. / N PER SHEARWALL SCHEDULE.C� RECEIVE I NAILING .......... ... I J> .:.......:.I. PROVIDE MINIMUM OF TWO BOLTS PER.. CITY OF T v� cn ,- I 1 UK 4 SEE PLANS FOR'PLYWOOD THICKNESS & NAILING SCHEDULE PLATE WITH ONE BOLT NOT LOCATED 4. II IJ M • ........ . - ORE- THAN 12 INCHES OR LESS THAN MAY 1 5 201 3 4 5. LONG DIMENSION OF PLYWOOD SHALL RUN PERPENDICULAR ... (7) BOLT DIAMETERS FROM THE END. / I I I I I I I I 1.1....... I I .I. � I1 . i � II i I1 �' I TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. - SEE DETAIL 8 THIS SHEET i i .... L . PERMIIT 2. — _ CEIV 1-"'_O , 1 ROW 2 ROWS ' (3) ROWS i " O O � MIN. EDGE DISTANCE: FOR NAILS SHALL BE 3 8 I ( I I I I I ' - I I I Jl .. .:..: .. l FOUNDATION SILL PLATE II � II � II � II � I s. /. ON CENTER.ON i ' CENTERED ON CENTERED i i � •.. STAGGER NAILING 1 I I I I 11 I I I a' •.'.'. .'.' II II I ..... . RIM `BELOW RIMS BELOW RIM BELOW i ,_ " . , RE. SHEARWALL SCHEDULE FOR SIZE 7, MINIMUM PLYWOOD SHEET. SIZE 2 0 X 4 0 II II II II II II t. WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING EXTERIOR TYPICAL 2X6 ` 2X6 016° GARAGE GARAGE/UNIT: 2X6 2X6 0 16" INTERIOR FIRST 2X4 2X4 0 16" SECOND 2X4 2X4 0 16" =THIRD 2X4 2X4 0 16" PARTY FIRST 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 ® 16" THIRD 2X4 EA. WALL 2X4 ® 16": - rn 0 00 0) U Z �d � w o co co � co 0 cn +, .� ` co N i/1 CO � o cq — (D Q W � y p ° C�2 0 U) U p z CO � s. � co CD CQ II�III x ?4 O ti •d- N O N O co O r- A o 0 0 0 0 T 0 CD_ rT� W M� O L0 ce <D z o O H m w vc=3 o 5w5 a ,U CL r T w w cn 05 U CL d � 'o l ■ o. 0 c V � Cd � w o c 0 W 0 m L6 w c\t m m � � o C -N LLI U v 0 «' z � cn CO t It 0 q M 0 o o o 0 r- W � 0 O • M O z H o Gn a 00 v a w � x Z - - — _ FF�� G Q ®111 AI f'r_..---------_ A O � " N N o a o 0 0 ao w ti 0 co CZ H H 5 � a N w 0. r vi W C7 Z .FRAMING NOTES FRAMING:LEGEND G : 1. ROOF FRAMING- PRE ENGINEERED PLATED WOOD TRUSSES » 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMP SON _ ®-- --� FLUSH BEAM ` - = ` WOOD PANEL ® 24 ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL STRONG -TIE. - _ FB SHEARWALL . • OVER FRAMING , B SHOWN E AS H WN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0. ---- �— — — —� DROPPED BEAM P6 S 11 S1.1 SEE /, AT ROOF FOR. ROOF LOADS AND TRUSS MANUFACTURER. REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. - DB — — — — _ HEADER SEE 0 S9.0 R 1 / HOLDOWN ......... ......... _ 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND O DIMENSIONS. 11. SEE ARCHITECTURAL DRAWINGSFOR. IM NSIONS. H R PER SCHEDULE ............... • • • • . • • • • • • . • SLOPING G » SCHEDULE U.N.O. LAP JOISTS 4 ATOP WALLS. SECURE JOIST - GLUED -LAMINATED BEAM MST48 MST48 SEE 10 S1.2 •FRAMING .........: • . ; . AT DECKS TO TOP PLATES WITH 2 8d NAILS. JOISTS- UNDER AND UDGLB12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED _ ®-- —® GIRDER TRUSS - - - , PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE DOWN TO FOUNDATION OR SUPPORTING BEAM. . BEARING WALL --, /: JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O.> 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF 1 �) D IN ICATES N0. OF _ P SCHEDULE PER SEE 9 S1.1 � f` / ,� BLOCKED FLOOR DIAPHRAGM _ U.N.O. KING STUD AT EACH END FOR BRACING���� 3 BUNDLED STUDS PROVIDE 2 -TYP. U.N.O. . , _,� ,.,,r , 3. WALLS INDICATED W N ICATED ARE. BELOW THE FRAMING LEVEL. SEE ; BEARING WALL SCHEDULE 9 S1.1. WALLS ABOVE ARE SHOW U D I S U DER` 14. PROVIDE MINIMUM 2 2X 8 LADLE (TRIM) TUDS N �) ) POST TYPE PER PLAN ATTIC ACCESS , _.:..:SCREENED ACETONE. _ EACH BEAM . U.N.O. A H TYP CONTINUE TO FOUNDATION _ AT CEILING - 4. PLUMBING MECHANICAL,`AND ELECTRICAL SYSTEMS SHALL S 0 SOLID BLOCKING 0 UA H 15.-AT SAWN LUMBER JOISTS, IJR SQ OR BEAM BELOW - ATTIC ACCESS - - _AT -.. BE DESIGNED NED AND BUILT TO ACCOMMODATE 1 4 PER FLOOR _ ARE REQUIRED UNDER ALL POSTS AND AT EACH ', AT WALLS . _ W (ACCUMULATIVE). WOOD SHRINKAGE -A M c ) OC S ABOVE. `HO MATCH. THE SQUASH BL K WITH THE POT LDOWN MA Q 10S9.0FRTYPIAL,. 5. SEE DETAIL0 CHEADER/BUNDLED. STUD 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE PR VI : CONSTRUCTION.SE 8 S 0 0 BUILT-UP BEAM E 9. FOR ILT ABOVE U.N.O. PER PLAN. ; N te. o ;< CONSTRUCTION. : 17. HANGERS AND FASTENERS. IN CONTACT WITH PRESERVATIVE TREATED .WOOD SHALL BE G185 CORROSION RESISTANT OR ALL SECTION CUTS SEE,6. ARCHITECTURAL. F OP D VENTING TECTURAL FOR DRA TST AN TYPE 304 OR 316 STAINLESS STEEL ARE .TYPICAL LOCATINS. : 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION . 7: FRAMING L E MEMBERS AND SHEATHING SHALL BE PER. REQUIREMENTS. _ . TE SHEET STRUCTURAL NOTES ON .SET S1.0. 8. SOME SHEA WALLS REQUIRE 3X FRAMING AT PANEL EDGES. R SEE SHEARWALL SCHEDULE ON SHEET S1.1 ` GRAPHIC SCALE 4 U 2.. 4 8 Mom Immmum ( IN. FEET ) i inch 4 ft. A B C. D E A B C D E H \� :SCALE: 1 4 = 1 -0 • , .. , SCALE: 1 4 = 1 -0 \/1 �-�- 1``\ /1 ------------ rn 0 0 o. V Z cn w CO o •-+ co . o Q L. w m ca �. (D o cat C m a� C .N W ul �. CQ L. �+ LO a� U LO z 0 i o � 0 0 cat .-+ ry 4 w r6 5 aS .r d u r 71 - v {J� l I � • \I i i WW H A 0 \ rn O \ N m -I' . d O r� 0 r 0 0 Q f=1 a 0 w 0 00 0 M O z H 0 ,� L—i v� ¢ O ,4 m m =D W � w d 2 a O Z � as 0 m rn .. �. 4 m o � CO CD 0 L6 i. m � cfl o 02 C -lj LL! UZ t� 0 C9 f. LO LO z co vJ CO otE 7 �7 V Nis IIO I�I��IIII�� S ti ~ a Chi � y aZ ti � A CDN O C� V)I � 5 c r-- o O ti 0 0 0 z H O � a � a m ion w a � vWi w s a c7 `OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN THE REQUIRED. LAP LENGTH. 3'. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN .12" OF CONCRETE CAST BELOW THE BARS. 4.- TENSION LAP SPLICE SHOWN ABOVE ARE FOR CONCRETE COVER .GREATER THAN OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING OREATER THAN TWO BAR DIAMETERS (SPACING AND COVER CASE 1). 5: INCREASE LAP SPLICE LENGTH BY 1.5 FOR EPDXY COATED REINFORCEMENT. . 6.' INCREASE LAP SPLICE LENGTH BY 1.3 FOR LIGHT WEIGHT CONCRETE. rn 0 m. rn. V � Z . c o 0 Lo N � m L :j CQ m O 0 C I r" y Rf m C L Lo U co z co { , 0 CD A•+ cd A a M o in 0 rn 0 0 �- 14 0 00 CZ r� 0 z H m ioii w a U T uj N Z Fes. rF/TyVy�l J V VYllfl 1 D IYIIUUIC _VI U n. L race J lrarli � ruc.e unc.Kness. DUCK) \K -, maintain (minimum . l J In �X� minimum edge, 0.148 x 2 (minimum . , 0. 8 , „ _ 9 / � nimum length) Wads, 14 x 2� minimum length) -Wads 8 with 18 brace 4 front, 4 back distance � ) n e from chase` and • 8 Into the header and 8 Into the b 8 Into the. header. �) race. ( and 8 into the brace. • 12 _ outside ed e t with 24 brace i6 front. 6 back) 9 , typical eneral Notes o Hardened nut Hold—down No holes allowed ,. • , 1: ILevei Shear Brace is manufactured f tured and trademarked b ILevei a e „ y W yerhaeuser Business, Boise Idaho. Foundations system design m to 8 o Washer Ys 9 p f brace _ 1-1388-iLevel-8 1-888--453- � 8358) is theresponsibility, of the desi clfier ner or s e 9 P ® 2. `. The iLevel . Shear Brace is a _ ' approved per ICC ES Code Evaluation Report No. 2652. The iLevel She P Threaded .rod _ , Brace has R val ues which are consistent nt with t ical wood frame construction. ruction. They. may be used as an site , alternate braced wall panel in accordance with IBC Se Ensure concrete Is level and P coon 2308.9.3 and IRC Section 602.10. o smooth beneath b FACE DRILL ZONE Anchor bolt spacer race. , 3. Installation of the product ? p t shall be done in strict conformance to these drawings - Center o i Grind and fill as necessar . - and :the !Level? Shear. OPTION B f brace as shown Y - .. ,. g Brace Specifiers Guide. Modification to this product - - p and associated system or, changes in t ' _ ys g he 6-y la screws provided, . 4 9 P installation methods shown on these drawn s a g nd the Specifiers Guide should only Y be made b a installed from - .the to , P qualified registered. , q g professional. -The.. performance of such modified 'products 6 with 12, brace • R is and altered installation Foundatio rocedures is the sole responsibility of the / n system design P p y designer. Designs are based on concrete compressive 8 with 18 brace / n st e is the responsibility of the r ngth of f 2500psi. n / - Minimum 12 12 with 24 brace HOLES. o designer o E above existing9 , r specifier hole 4. The contrac tor shall verify all .dimensions conditions y n itions, elevations etc. riot to installation 4� dia, holes, maximum p installation of any Optional OSB shim, • , ��, components for the iLevel She „ o _ P ar_Brace system. if an discrepancies y p cles are found,. the shall be brought .Maximum two 4� ':: y Y g � maximum , For trim zones, - o the attention of the project architect engineer of e • dia.holes or one 4 P J 9 record, or building designer for clarification riot Y x - 9 9 p PORTAL see below. L TRIM ZONES to construction. . 12 hole . Trim height from the . • ° to of the braces only. Do not trim the sides 9 P Y or bottom. No minimum on .center n .. . 3}�i maximum allowable .trim for portal bra a The contractor shall verify the position of the iLevel Shear B • p ac s. Y P race in relation to the rest of the buddm spacing acin required g P 9 q o system as shown on the d project rawings. 6. Use of this product is subject to the a royal of the local buildingoffic PP ial. Do not Instal l screws _ ,1,. 7. The building structure shall be designed in accords m elecfr�cal chase. _ -,. 9 g nce with the latest adopted version of the , Q International Buildin Code or the International Res from ertherside, F 9 Reside Code, and an other local state or federal Loo,D (;, Y P� requirements that may a I Verif design requirements i� 1.� Y PP Y Y 9 q with the local building department. Concrete 9 P E GQ� foundation :design remains. the responsibility of the design professional of record. Op p'� p+ DNS 8. This product is part ,of the overall lateral force resisting s tern of the structure. 9 `� 9 Ys cture. Design of the ,v 0 buildings lateral, force resisting system, including a complete load path necessar to transfer lateral forces from the structure to the ground, Is the responsibility of the designprofessional of record. is 0 \ p'�� ivigi 9. No special inspection required per IBC 1704.1 or 1705.3.1. Section C-C 2" min. C Anchor bolt 'spacer 1 " in. • Threaded rod, grade A449 • or A193 B7 . `' . C did. at,. iSB12x .. ,''. Jam nut below ' 3r di a*. at 61]118x' ,, v " ' anchor bolt spacer . ,� #,� : : ': •w: 1" did. at iSB24x o, �- o •o Stem wall per p code C 3 o •' ,,` Ported coupler compatible 3 0 RECEIVED a a t : • ;: :. with A193 B7 threaded rod, CITY OF TUKWILA, ,•' .; •'.. as required CL " '. MAY 1 5 2015 Monolithic or two -stage pour 3 004 0 , i : PERMIT CEiVT� s ,� 0 3 Na E O 74. 3 o �- Sec ond d n ancL.hor �• o -.. hot bolt o 0 Jam .nut M o 4• ., t• R' spacer recommended o a-,00 0 ,; ..•Y; ; 'R.,: :; , Oo I + :. t nfor two -stage Jmut belowpour.Threaded rod o anchor. b ce - .— .. . • ..:..... • .. mbar -per code .� ' P•: ' •'.. � P r ... , , ... #4 pe or. plan .. o s ; :: ; bolt spa Tie threaded rod to footing reinforcement - Additional Notes for Anchorage Table Footnotes (recommended) Grooves - Appropriate for use in areas governed by IBC or IRC O)Anchor bolts are ASTM A449 or ASTM A193 B7 threaded rod Double nut and :: ° To install Shear. Brace centered = Anchorage embedment is based on ACI 318 Appendix D . , _ Concrete assumptions: and area applicable for an brace loaded to its a pp Y maximum vertical washer assembly under a 5 "header or beam " , . align Bolt Holders grooves - minimum f of 2 500 psi; phi = 0.85 condition A c p ( allowable shear with combined load. (2) ASTM A307 threaded rod may be substituted for al e 112" wid 4) , with inside face of formwork. - 4 Is measured from the top of the washer to the to of the footing p 9 brace applications c31 ASTM A307 threaded rod may be substituted for braces where - for expanded tables and additional Information, see holddown uplift at allowbie design shear is less than the ICC-ES 2652. fnihiMnn 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. co m CO 0 Lo a� N m m U3 m m o C +� C a� UJ c� .0 C s` D 4 �r V • m �zCQ Co , co A o cz r� o uw7 0 0 rn o 0 ,- 0 ua as 0 0 O z 0 O � � � a a 5 G a M m 1— W IZ U UJ N a w a ' o z � � rn 0 w rn V � C\2 00 o ,-a crj CD 0 Ln 00 02 m � cfl m � C � cat a� •0 (D C W o 41 d co In °.-+° CQ s Z d! n Iv i s 'h15� Ki , I 30 dp y 0 o_ o_ (n WW H \ \ d- A o0 �M 0 o CDp 0 �- w o d o M n 8 \ F- O z o E-+ or3< a U � ui a w V w a a a Z I t • rl WJ c� O o 000 +� 00 CC3 Tool 0 W A o o 0 o M 0 oi o 0 0 w o u' O � LO o �. z o 0 v v=i W 3 F W g p turn vWi W ----------- SITE IMPP �N PHASE" .31 Lot To�vnh; use ub-Div ision PY. 4-- 3429 Si 14 h re , Tukwil 4t ' St' et ei WA 98168 PN's: 004000.0 -00 7 �083, 004000 /10 8 004000-0087, -0088$ 004000-0094, 639 004000 10 0000 and 63911-1 -0000 L T Es, F7 45> T_ dp% bf) 5771 PHASE I VH ASE 11 a4 'T .z . . ....... 7R. �,C 0. 0 0 VIC- 0 0 0\c D r 0\ AV Al 0A :00 vot, 0 40 00 L �-7 L ov 0: < 0 1,6 ZO# 3 0( cv. r5 0 Q APPROVED --------- - FEB 6 �014 PUBLIC JAjQrkS ..... . .......... ................... ................. ......... ................................. ...... ........... ........ ............ ...................... ............... ............. . .. ............ ............. ................... ................................ ....... ............. ............... ....... ........ . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . ... ; . I REVIEWED FOR . . . . . . . . . . . . . . .............. ................................... . . i . I I I I . . a I . I . I i :­rl .... ................ ....... ............... . . . . . . . . . . . . . . . . ... . . . . . . . . ............. ...... ....... ... ;..: .............. ...... ............... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...... ................ .............. CODE COMPLIANCE . . . . . . . . . . . . . . . . . . . . . . . . . ............. . . . . . . . . . . . . . . . . . . . . ........ ................... . . . . . . . . . . . . . . . . . . . . . . . D: ............... ... OPROV9 ........... ......... .............. ......... ...... ........ .......... .......... . ...... ........... ......... ....... ......... ...... ..... ... ......... ......... ........ .. ............ ........... ........ ........ ......... ....... ........ .......... ........ ....... ............ .... 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Lu ........... �gS2�;: I . . . . : : -�,i : � . . . . . . . . . . . . . .... ......... ... ....... ....... ......... ........ ........... ...... .............................. ...... . .... . ................ ............ . . . . . . . ........................ ...................... ... ....... . ........... . . . . . . . ... . . . . . . .. . ... ............................ ................................. ................. co . . . . ... . . . . ........ ............... .......... ........... ......... . ........................ ;. ........ .......... w 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... . . . . ... . . . > ... . . . . . . ... . . . . . . . . co DIN DIMION G . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . t-BUIL 0 ... . ... . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . a. 3: 9:' 9 . . . . . . . . . . . . . . . . . . . . . . . . ............. . . ....... ............................... . ........... ....................... ....... .............. . t . , I " - - . . . . . . . ....: ........ . ....................... . ... . . . . . .......... ............. ................... . . ........................... ............ ................ .... ..................... ....... ....................................... ...................... . . . . . . . . . . . . . . . . . . . . . . ................. ................... ........... . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........ ......... ............ .............. .......... ............ .................................. ..................... ................................. ............... ............. ......... 0.4 . . . . . . ....... .......... . . . . . . . . . . a . . . . . . . . . . . . . - . . . . . I . . ". . . r . . *'. I : ... . . . . . . . . . . . . . . - I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . ... . . . . . . . . . I . . . 1 . . . . . . ............. ........................ ....... ............ . . . . . . . . . . . . . . . . . . . . . . . . . LU . . . ... . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . .. . . . . . . . . . . . ... . . . . . . . . . .. - : : . . . . . . : I . I . . . . . . . . . . . . . . . : : U) , : c'), cl . ... . . . . . . . .. . . . . . . . . . . . . . . . ... . . . . . . ! , , . I . I . . . . . I . . . . . . . . . .. . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . ... .. . . . . . . . . . . . . . . . . .. . . .. . . . . . . . . . . . . . . . . . . .............. . . . . . . . . . . ......... ........... ... ............. .... .......... . ..... .......... ........................... .......... ................. ....... ....................................... .................... ........ ....... ................... ............. N . . . . . . . . . . 3 SW . . . . . . . . 3 g.7, .. . . . . . . . ............... .......... ........... ........................ .......... ........... .......... ...... ........................ .......... .. ........... . . . . . . . . . . . . . . . . . .................... ............ .......... ...... . . . . . . . . . I . . . . . . . . .. . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . ... . . . . 1 . . ... . . . . . ...... ...... . . . . . . . . ... . . ... . . . . . .... . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . ... . . . . . ... . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . .. . . . . . . . . . ... . . . . . . . . . . . . . . . . . . .. 'RECE'VEb ........ . .. . . . . . . .. ........ ................. . ............ ........... ......... ........................ . ... . ... ................ ..... . .. C .................... . . . . . . . . . . . . . . ITY,'OF.TtJ ILA ............. ....... ........... .... ........ ......... ...... % ....... .... ...................... ...... .................. ............... . . . . . . . <1 .............. ............ ................... .............. .................. .......... .......................... .................. ............. 1,7­* ...... . . .................... .. . . . .. . . . . . . . . . . . . . . . . . . . ...... ................. . . . . . . . . . . .............. ......... . . . . . ... . . . ......... ... 2 15": ....... ................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . .. . . ... . . . . . . . . .. . . . . . . . . . . ......... . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ., . I . , L: , 1, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . NTER T . . . . ... . . N * , , - : - t I . I . . . . . . ... . . . . . . . ... . . . . . . . . . .. . . . . . . . . . . . . . . . . . .............. ................... . . . . . . . ................... .................... ...... .................... ..................................... ................ . ...... .......... . . . . . . . . . . . . . . . . . . . ........... ............. ...... .......... ............ ............. ... ........ ................... . . . . . . . . . . . . . . . . ................ ................... ................ ................ ! I . I . . . . . . . . . . . . . . ................... .............. .... : ................... .................................. . . . . . .. . . .. . . . . . . . . . ............. . . . . . . . . . . . . . ............... ....... ..... .......... ............ ... ...... .. . . . . . . . .. "CEl Ed R ........ . . . . . . . . . . i . . . . . . . ... . . . . . . ... . . . . . . . . . . . . . . . . . ... . . . . . . . . . . AN 14 . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... ... ... . . . . . . . . . . . . . . . . . . . ... . . . . . . . 1 . . a - . . I I . . . . . . . . . . ... . . . T i ! , , . . . . . . . . . . . . . . . . . . . . . 'LTR# v v . . . . . . . . . . . . . , , , , , * I' , T( KV . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 ................... ....... . . . . . . ................. ........... ...... ........... ........................... : . ! . . . . . . . . . ' : : ' * 'Z .. . . . . . . . . . 3 p ................... ............... .................. . .. JBL 0 0 ....................................... ........ ........ ", ......... ............................. ........... . ....... ..... ...... .......... ................. * ........... ............... . ......... ....... . . . . . . . . . . . -3.6, .... .:... t , , ... .............. . . ............... .............. ........ . . ............ .............. . . . . . . . . .. ....... .......... . . . . . . . . ... . . . . . . . . . . . . . . . . . . 1 0 . . . . ... . . . . . . . . . . . . . . . . . . ... . . . . affy OF I . . . . . ... . . .. . . ................ ............... . ............ ... w, -I .. ......... .......... .......... . . . . . . . . . . . . . . . . . . . . . . . MA 20 15: . ... . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . CL ........... 41 . . . . . . . . . . . . . . . . . . . . . . . . ..................... . . ., : .., .1, ...... 1.11 ll­.­.­ .111.111- ........... .............. ...... ........ ...... ............ ............... ........... .................................. . .................... ...... ....................... ................ i ..................... . ..... .................... . ............ ............... ...... ................ ........... 3 : , . - ... . . . . . . . c . . . . . , . , : ................... . . . . ... . . . * . . . . . . . . . . Fr, ....... Z . ... . . . . . . . . . . . . . . . . . . . ... . . . .............................. ............................. . . ............... . . . . . . . ll�l .1111- .................. ...... ............ ........... ......... . .......... ...... . .... . . . . . . . . . . . . . . . . . . . . . . . . i ........... .... ...... .......... ....... ....... . .. ............ ...... ........... . ................ ................. . . . . . . . . . . .. . . . . . ... . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . ... ... . . . . ��4 Z, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... . . . . . . . . . . . . . . . AX . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . ... . . . . . . . . * . . . . . . . P H .... ......... ........... . ......... .. .......... ........... .... ..... .. .... ........ ....... ...... ................... ..................... ............ .......... ............................. ....... ........... ......... ................ . ... ........ .......... . .......... ... ... ............ ........ I ............... .............................. ... . .............. ................. .. ........ .................... .......... ....... . ... . . . ... . . ea, Im A m. . . . . . . . . . . . . . ... . . ... . . . . . . . . . . . . . . . . . . . Z . . . . . . . ; . . ' L . I I . . . . . . . . . . . . . ... . . . . . . . ... . . . . . . OAY '41TA"we T EWE . . . . . . . . . . . ... . . . . . . . . m ff 0 RLA .... ........ ............................... ............ ............ . . . . . . . ........................ .......... ..... ..................... .................................... . . .. . . . . . . . I-" ..... ... ... .......... ............ .............. ...... .... . ....... t . ...................................... ............. I . I I . 'i') -, .. . . . ... . . . ......... ..... . ........... ..................... . . . . . . . . . . . . . . . . . . . ... ID Q ........................... 10� 0c, ..UJ. . . . . . . . . . . . . . . . . . . . . . . . . . lot ... . . . . . . . . . . . . . . .. . . .. . . . . . . . . . . . . . . . ... . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . ... . . . . . . . . . . . . . . . . > 400 .. . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . ... .. . . . ........... .................. I ......... ........... ............. ...... ......... ................. ............. . . . . . . . . . . . . . . . . . . . . . ... . ..................... . ........... ........................................ ................. .................. :� ......................... .............. ....... .................. .................. ........... ................ ....... ............ . . . . . . . . . . . . ... . . ............... ......... ........ ....... ...... ... ......... .................. .................. ....... ............... . . .. . . . . . . ........... .............. ................ ................. .................... p.3 3 BEFORE PHASE Pr2ovioE CAST IRON TEE MAIN APPROX. . , . :. •'..: .. : :--'-- Min. 3• & MAx• 50' .:.,...««....-:•-- (CEhSCN7 UNEO) TiIRUST 1 -MJ XMJ X FL BLOW OFF.:, E. PRQVII�E Iw . , dECHANICAL JOINT NEAR END AS DIRECTED .,. APPROVED CTOR.BY WATER DISTRICT iNSPE � { N —�7 I-E REMAINDER THE. WATER-- F TN E • TO O .. Y EM .� .. . A .. v-L ortCOATEDs , ♦ Rn , • Y0 PEA G it. ., 1'�" �+ AS ti i,t� U f ifir i C n 7, c s 4" , c ) .. As t / E r �7 SHA Kt E .. A c P C)N t3F N 7EE r' .I R 1.1 T s �. C a' ... CC�N T UPON N . ,� � k .. .• r t30 t �JW . • see 4. D E ..• 0 TA L S t .. N i, t31. CK �i G. 0 t EUNDISTURBED, ) I. U C71L t 1 1 I, 0 A: D . „ 'X , � 3" DIM . i t , s soil. P [ i .. .• ;.'..:. .. t IRON � . TU B 0 i , , .. NDI R 1N .. .r .. JO T .. F • i A G , i � N E i i i i r i i J t i OR • EG i ROD S M , CK , LG i HA PROVIDE , 0 S 0 PR . ', .. , r , , �t. JURISDICTION T 1 olc ., .. uR s .. LOC AL a i .......... R L .. E 7 S: P 0 7 t : .... .. S A RDSH PTO 72 , .. � 0 ONE 5 R S 'AN OT ••1' E 'PORTS 7 Q S . , N.S N t i 7W 2 1-OR::4 _ rH PE{J wl / • . i us M ... p o .• .. , L nE E t .. s rro HA 6" h J. L V 't' A T 5 h . i N S to !1 �fl� t s R N � t SHALL ,. 'r t YO „ ANTS 5 A A. HYDRANTS , �'' Y Ri • U ,• . . . OPERATING • i S OP A ... .< N OPEN F7 .. PEN TAGON Ef ! . 1 4 D 7 i i HAVE H 0 TH SHALL L � ENT , S L A ER . THE C i , AND O - V V �-• "):" i N T , :T PORT, .E 0 A , .. V t L GRA l , ALL HAVE i SHALL , J t• NO , E OPE NING, A . E r f VALVE Of' , tb N p . a { 4 A y e AN 1 TIO / i N , 0 N �. 1 . M . EP Oft , RG Q 0 A PER l5CN PUMPER , i t• • is I- It . i t : , , ) i R LINE) • S t CENTER N SR . TO Q N CATION i RE D I 1 E a� A , E LO CATED " i T SHALL !3 t • RAN SI �{� HYO . t TA 0 FIRE S .-v LE iLL . 2 IN t, . t ERE rr , n . Vlti i • i • , . . . . , '�' � kk , R R7Y 1 r t ... SE , , : Q , , - i s , ., � 00 T 4.24 AfiJ ; MUNICIPAL ,. t CI A . .... , 1YE M N P i , ... •, r S fi. 7UK . ,.., . • ...,::. • h E 7 0 : 1RC i N q� .. .. AND U. 1 t . RD P N A REQ 1 • �, I T A . SSA 0 , •,ir. T BE PE O S .. TIN .. , t_ A � t•t T L , , , : .I t ! YORAN T , EJ N 7S. U1REt _ SCATAC . C R :.1, ••i�•• S•A A • �• CITY i. C R i EO i N q . i SY 00 ( C 1 ft r i L s rA i , 7UKt" A t ) E A .. n 1` s 'ES o • 3 sr I , i , N 's .. 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