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Permit D19-0080 - VIETNAMESE MARTYRS CHURCH - LEARNING CENTER EXPANSION & RENOVATION
CHURCH OF THE VIETNAMESE MARTYRS 6847 S 180TH ST FINALED 01/21/2022 019-0080 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 3623049079 Permit Number: D19-0080 Address: 6847 S 180TH ST Issue Date: 8/6/2019 Permit Expires On: 2/2/2020 Project Name: CHURCH OF THE VIETNAMESE MARTYRS Owner: Name: CORPORATION OF THE CATHOLIC Address: 710 9TH AVE , SEATTLE, WA, 98104 Contact Person: Name: SEAN HILL Phone: (206) 682-7525 Address: 55 SOUTH ATLANTIC STREET - SUITE 301, SEATTLE, WA, 98134 Contractor: Name: AFFIDAVIT - THANH DAO Phone: Address: License No: Expiration Date: Lender: Name: VIETNAMESE MARTYRS PARISH Address: 6801 S 180 ST, TUKWILA, WA, 9188 DESCRIPTION OF WORK: EXPANSION AND RENOVATION OF EXISTING 15,121 SQ FT WELLS FARGO OFFICE BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF CLASSROOMS, A KITCHEN AND DINING AREA PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, CURB CUT REPLACEMENTS, SAWCUTTING, UTILITY TRENCHING/BACKFILL, REMOVAL AND REPLACEMENT OF SIDEWALKS, DRIVEWAYS, PAVEMENT MARKING REPLACEMENT, WATER/FIRE SERVICE CONNECTIONS, FIRE HYDRANT(S), STORM DRAINAGE, DRY UTILITY CONNECTIONS, AC REMOVAL, GREASE INTERCEPTOR, TRASH ENCLOSURE, TRAFFIC CONTROL, CHANNELIZTION, STRIPPING, CURB RAMP, STREET USE, AND UNDERGROUNDING OF POWER. Project Valuation: $1,700,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $42,874.78 Occupancy per IBC: A-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: 1 1 1 Volumes: Cut: 2100 Fill: 50 Number: 1 1 1 Water Meter: No tuijdu Permit Center Authorized Signature: Date: 0-101y I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: tteif)-7Kr--- Th J i— !) 4—o Date: (, This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 11: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: Masonry construction shall be special inspected. 19: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 20: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 21: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 22: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 23: 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. 24: 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). 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 26: 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. 27: 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. 28: 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 Ibuilding 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. 29: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 30: ***PUBLIC WORKS PERMIT CONDITIONS*** 31: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 32: 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. 33: 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. 34: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 35: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 36: 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. 37: 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. 38: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 39: Any material spilled onto any street shall be cleaned up immediately. 40: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 41: 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. 42: The Land Altering Permit Fee is based upon an estimated 2,100 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 43: 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. 44: 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. 45: Project shall comply with the Geotechnical Engineering Report by The Riley Group, Inc., dated February 8, 2019 and updated report dated February 7, 2017. 46: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 47: Prior to placing any traffic control devices within S. 180th Street the Contractor shall provide a copy of the Certificate of Insurance Coverage (minimum of $1,000,000 naming the City of Tukwila as additionally insured). 48: Install the outside grease interceptor so that gray water from sinks, floor drains, drains under garbage compactors, is routed through the outside grease interceptor. NOTE: Route ONLY gray water through the outside grease interceptor. 49: Prior to placing any traffic control devices within S. 180th Street, the Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 50: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. Owner/Applicant shall sign w/Notary a Stormwater Covenant to be recorded at King County Recorder's Office. Owner/Applicant to pay for the cost of recording. 51: An NOI "Notice of Intent for Construction Activity" from the Department of Ecology is required as part of this Building permit. 52: Extinguish / Relinquish Easement recorded under King County recording no. 20100727001453 and replace with a new Easement. Corporation of the Catholic Archbishop of Seattle as Grantor. City of Tukwila and King County Flood Control Zone District both as Grantees. Grantor to prepare Easement for signatures and recording at King County. Grantor to pay all recording fees at King County Recorder's Office. 56: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or Less. (IFC 906.3) (NFPA 10, 5.4) 53: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 54: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 55: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 57: Maintain fire extinguisher coverage throughout. 58: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 59: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 60: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 61: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 62: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0,75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 63: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (IFC 1010.1.10) 64: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1013.6.3) 65: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 66: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 72: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 67: 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). 68: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 69: All exterior components of sprinkler systems should be painted SAFETY RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2436) 70: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 73: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5-inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436) 74: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 75: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3-inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 76: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 77: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 79: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 80: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 81: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 82: 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) 83: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 84: In other than Group 1-3, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall comply with Section 807.4 and shall not exceed 10 percent of the specific wall or ceiling area to which they are attached. (IFC 807.1) Where required to exhibit improved fire performance, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall be tested by an approved agency and meet the flame propagation performance criteria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701 or exhibit a maximum rate of heat release of 100 kW when tested in accordance with NFPA 289, using the 20 kW ignition source. Reports of test results shall be prepared in accordance with the test method used and furnished to the fire code official upon request. (IFC 807.4) 85: Fire department connections (FDC's) shall be located within 40 feet of a fire hydrant. 71: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 86: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 78: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 87: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 88: 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. 89: 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. 90: A soils inspection is required after amending the soil, but before any plants are installed 91: 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 92: 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. 93: Applicant shall comply with all conditions of approval for landuse decisions associated with the project including file numbers L18-0025, L18-0026, L18-0027 94: Applicant shall comply with all conditions of approval for landuse decisions associated with the project including file numbers L18-0025, L18-0026, L18-0027 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0611 EMERGENCY LIGHTING 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0450 FIRE/SMOKE RESISTANT PEN 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5220 GREASE INTERCEPTOR 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 5230 PAVING AND RESTORE 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4037 SI-CAST-IN-PLACE 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4038 SI-HELICAL PILE 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 4032 SI-WOOD CONST 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. 1) l R. 00 Q'j 6, Project No. Date Application Accepted: 10 I - / Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 6847 S. 180th Street Tenant Name: Vietnamese Martyrs Parish, Tukwila, WA 98188 PROPERTY OWNER Name: Archdiocese of Seattle Address: 710 9th Avenue City: Seattle State: WA Zip: 98104 CONTACT PERSON — person receiving all project communication Name: Sean Hill Address: 55 South Atlantic Street City: Seattle State: WA Zip: 98134 Phone: (206) 682-7525 Fax: (206) 682-7529 Email: sean@broderickarchitects.com GENERAL CONTRACTOR INFORMATION Company Name: T.B.D. Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 362304-9079 Suite Number: Floor: New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: Broderick Architects Architect Name: Kevin Broderick Address: 55 South Atlantic Street City: Seattle State: WA Zip: 98134 Phone: (206) 682-7525 Fax: (206) 682-7529 Email: kevin@broderickarchitects.com ENGINEER OF RECORD Company Name: Lochsa Engineering Engineer Name: Dana Hennis, P.E, S.E. Address: 201 N. Maple Grove Road, Ste.#100 City: Boise State: ID Zip: 83704 Phone: (208) 342-7168 Fax: Email: dhennis@lochsaidaho.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:. i i' Ti.OS },, Address: ((iJ o j 1 O.(l S City: 1 \ \M )1.R State: Zip: m (�,)L�(� H:\Applications\Forms-Applications On Line\201 1 Applicatious\permit Applicat ion Revisal -11-9-1 I.docx Revised: August 2011 bh Page I of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ -1-T5927209— 1 )7 00 t OM Existing Building Valuation: $ 481,200 Describe the scope of work (please provide detailed information): EXPANSION AND RENOVATION OF EXISTING 15,121 SF WELLS FARGO OFFICE BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF CLASSROOMS, A KITCHEN, AND DINING AREA Will there be new rack storage? ❑.....Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s`Floor 15,120 12,901 8,565 VB A-3 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 101,764 Floor area of principal dwelling: 23,723 Floor areaof accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 51 Compact: 70 Handicap: 7 Will there be a change in use? EZI Yes ❑ No If "yes", explain: See CUP L18-0027 FIRE PROTECTION/HAZARDOUS MATERIALS: lI Sprinklers ® Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ®/ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): EXPANSION AND RENOVATION OF EXISTING 15,121 SF WELLS FARGO OFFICE BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF CLASSROOMS, A KITCHEN, AND DINING AREA - WORK IN PARKING LOT TO INCLUDE SAWCUT AND EMOVE EXISTING PAVEMENT, TREE PROTECION, NEW PAVEMENT, NEW LANDSCAPING AND STORMWATER FILTER SYSTEM Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District O ...Tukwila 0 ...Water District #125 0 ...Water Availability Provided Sewer District 0 ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View 0 .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton 0 .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance 0 .. Easement(s) 0 .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ._Traffic Impact Analysis 0 ._Hold Harmless — (SAO) ❑ ._Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 ...Total Cut 1,430 cubic yards ❑ .. Work in Flood Zone 0 ...Total Fill 50 cubic yards 0 .. Storm Drainage O ...Sanitary Side Sewer O ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line O .. Grease Interceptor 0 .. Channelization .. • Trench Excavation O .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size 0 ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 f. FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip HAApplications\Fotms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: � Syr✓ Signature: Date: 03/04/2019 Print Name: (Sean) John J. Hill Day Telephone: (206) 682-7525 Mailing Address: 55 South Atlantic Street, Suite 301 Seattle WA 98134 City State Zip H:\Applications\Forms-Applications On Line \2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE - PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Church of the Vietnamese Martyrs PERMIT # D19-0080 (s4? s , / BO S i ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $3,957.00 Erosion prevention $13,190.00 Water/Sewer/Surface Water $139,738.00 f, Road/Parking/Access 1197, 282.09- 9 0/ o 0 o A. Total Improvements it 244i gg S $3.5+-#6-7-99_ 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 3s o C. 2.0% of amount over $100,000, but less than $200,000 of A. `Z o o 0 D. 1.5% of amount over $200,000 of A. X`74:,3zss $5,312.�1- 4. TOTAL PLAN REVIEW FEE (B+C+D) $S2o2 .5€12.5+- (4) i 5. Enter total excavation volume 2,100 cubic yards Enter total fill volume 50 cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 - 10,000 '/ $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 s r 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 49.25 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION s3 (1+4+5) $ 5502-- 1770 i The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. CORRECTION LTR# Approved 09.25.02 Last Revised 02/21/17b 1 bow RECEIVED CITY OF TUKWILA JUN062019 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 28 $ 5203'"- 1 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ Z 2�'f' -2e97ee-- (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 - 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. J 1,001 - 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9., . Technology Fee (5% of 6+8) • Approved 09.25.02 Last Revised 02/21/17 ,•..I r t' $ 7-'11 �t-276.O8 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 56.9 /Z ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $623 ' $6005 % $6630 1 $1125 \ $15,01.250 $16,137.50 1.5 $2425 $31 ,025 $32,450 2 $2825 40 $50,865 3 $4425 / $96,08 $100,505 4 $7825 / $150,125 � $157,950 6 $12525 / $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 emporary Meter 16.75" $300 2.5" $1,500 3 atih '/14/1 g Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $72.10 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R20520 R000.345.830.00.08 1.00 $70.00 $72.10 Date Paid: Monday, April 06, 2020 Paid By: KEVIN BRODERICK Pay Method: CREDIT CARD 94564P Printed: Monday, April 06, 2020 11:15 AM 1 of 1 Cril°W.SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R20434 DESCRIPTIONS ACCOUNT QUANTITY I PAID PermitTRAK $72.10 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.08 1.00 $70.00 TOTAL FEES PAID BY RECEIPT: R20434 $72.10 Date Paid: Friday, March 13, 2020 Paid By: KEVIN BRODERICK Pay Method: CREDIT CARD 93660P Printed: Friday, March 13, 2020 9:51 AM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $72.10 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R19178 R000.345.830.00.00 1.00 $70.00 $72.10 Date Paid: Wednesday, November 27, 2019 Paid By: HAN PHAN Pay Method: CREDIT CARD 02783D Printed: Wednesday, November 27, 2019 1:57 PM 1 of 1 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $32,375.38 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $32,375.38 DEVELOPMENT $22,396.68 PERMIT FEE R000.322.100.00.00 0.00 $11,965.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $5,203.28 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $5,203.28 IMPACT FEE $8,586.36 FIRE R304.345.852.00.00 0.00 $6,599.71 PARK R 104.345.851.00.00 0.00 $1,986.65 PUBLIC WORKS $522.75 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $49.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $223.50 TECHNOLOGY FEE $869.59 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18268 R000.322.900.04.00 0.00 $869.59 3 $32,375.38 Date Paid: Tuesday, August 06, 2019 Paid By: VIETNAMESE MARTYRS PARISH Pay Method: CHECK 5013 Printed: Tuesday, August 06, 2019 10:38 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 DEVELOPMENT PLAN CHECK FEE STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R17089 R000.345.830.00.00 R000.345.830.01.00 0.00 0.00 PAID $10,499.40 $10,499.40 $10,499.40 $7,777.33 $2,722.07 10,499.40 Date Paid: Wednesday, March 06, 2019 Paid By: BRODERICK ARCHITECTS Pay Method: CHECK 18762 Printed: Wednesday, March 06, 2019 8:31 AM 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT 378046 Job Number: Permit Number: Project: CklrrpL. , rIa ,(-1 .4 /L i,Hr5 Client: Address: Contractor: Inspector: QL.,, (�„�, "'_ Date: ) 14 DESCRIPTION/LOCATIO l I wo rL ebli--g- prorf (jf c(). Intended Use: 4.„c.L,.- LC. r! IN Building Code &Year: 27 ((' gL Anchor In Anchor Size & Quantity: f/S " j.. 3 a7 Style: • Expansion Screw ■ Sleeve • Drop ESR Number: Anchor Manufacturer: S n � v � Anchor Type: (, /t ` Hole Diameter: Hole Depth: Required Embedment: .Z 7(cr `' Anchor Length: 1/ " Concrete Thickness: Concrete Strength: Base CMU 0 Material: • Normal Weight Concrete III Light Weight Concrete Brick ■ Composite Deck Hole Cleaning: Compressed Air ■ Hand Pump ■ Other: Drill ORA Torque Wrench ID: 6 Dip? / Torque: (90 �-.,�X ft-Ibs Bit (ANSI B212.15): Yes ■ No Weather: / Ambient Temperature: COMMENTS Reference Standard(s) Used: Conforms Does Not Conform Is this a re -inspection? 0 No ❑ Yes - Original inspection date: Inspected by: Start Time: Finish Time: Reviewed by: 7 This report applies only to the items tested or re'. orted and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from o , r firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-87-02 (Rev 05/13) %Nd1OOc6O Wr Zww 0" Z O V W' > OC 11/ N - C „ a. d N -O E -6 >. 0) cn72 aC CO •— C L r w' CO a) >. U as -0 N ..-. 0 .p N N a) ai 0) (n a) ._. L (O a) O c - 'p a) E ii E E a) a>i L w c 0 u) g E` N w 0500 .w z .3 c '(3 °� 0 C a) C rn a) a, c C n.0 0 o (O n co .th O= O N C co (O a1if. HQ)a, a)o°wn(nC•c a)cn HOc d N C O L (O E -p .m a) 0 0 0 -O 0) L N O'.� •3 0 w 0 O L 3 0o m030a'�0 00oF.. COV • oC UEo >QHooaY �— . a) a o c E.0 p cp.,-- 0. (, C (° o o p c c Z o c '@ L H (=n p Q p N N -0 7 "L"'•E C co • N- E p w- C p cu c) 0 .0 L O' E 3 3 aa., a H .E ccu CD p E `0 0) c •m o w �? m E n n o -12 El I3'rn0-0H (n.NSEmtth(C QrnCaHm3VL C cQ V m' a7 Qcp p Q . as CO d 0 N m 0 N 0) N 675. M O N Viol 101 VS01 aol n01 V�Ol_ V Ol nol tI © i' ail- ■►n Date: 3/10/2020 RECEIVED CITY OF 'TU KKWILA MAR 12 2020 PERMIT CENTER io oo-oo-s( 00' btefsulp 3 1)1 9- 43_6 Design: Ken P MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5-3571 Re: 2000442 6847 S 180TH STREET/VIETNAMESE CHURCH The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R61499557 thru R61499585 My license renewal date for the state of Washington is May 16, 2021. 1)-E4 sob al 3 RECEIVED CITY OF 'i UiMLA MAR 12 2020 PERMIT CENTER March 10,2020 Galinski, John IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Ar=y project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. IMiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TF'I 1, Chapter 2. t$ RIVERSTONE STRUCTURAL CONCEPTS ® Reviewed 0 Rejected 0 Reviewed as Noted 0 Revise and Resubmit This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings and submittals do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions and quantities to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work with other trades; and for performing all work in a safe and satisfactory manner. Date:_3/11/20 By: PB (208) 343-2092 RE© f�O�t REID MIDDLET N, INC. 3b Truss Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH R61499557 300442 B01 BLOCKING SUPPORTED G 10 1 Job Reference (optional) 1 1-10-6 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:29 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-Fp1mlf?RJeh8MNy8MSxUHb03TFm18kViLxBiirzcfQi 1-10-6 r�-�•��Vit ic•iV-rrrrretryP•VwW-WA 4 3x4 = 1 1.5x4 II 1-10-6 3 1-10-6 1 Scale = 1:12.3 OADING (psf) CLL 25.0 Roof Snow=25.0) CDL 17.0 CLL 0.0 * CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.05 BC 0.02 WB 0.01 Matrix-P DEFL. in (loc) 1/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 0% UMBER - OP CHORD 2x4 DF No.2 OT CHORD 2x4 DF No.2 VEBS 2x4 DF No.2 EACTIONS. (size) 4=1-10-8, 3=1-10-8 Max Horz 4=-45(LC 10) Max Uplift 4=-32(LC 10), 3=-32(LC 11) Max Gray 4=79(LC 1), 3=79(LC 1) ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD 2-0-0 oc puffins: 1-2, except end verticals. t id ceiling directly applied or 10-0-0 oc bracing. OTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCOL=4.80sf;.h=26ftrCat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-(: Cnrner(3) zone; cantilever Iaft and right expoied; 'd. r•:c,a 1 Mt and right exposed;C-C for members and forces & MWFRS for reactions shown; Ltimper.,DOL=1.60 plate'gTip' DOL=1 60 ) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. ) Truss to be fully sheathed from one face or securely braced against lateral movement (i_ e. diagonal web).. , 1 Gable studs spaced at 1-4-0 oc. 1 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 1) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r• : A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based,only uponrameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of ci nigh parameters and properdy, incorporate this design into the overall .. ? budding design. Bracing indicated is to prevent buckling of individual truss web attd/or chord members only.' Additional tempowry and perfi3anent brading is always required for stability and to prevent collapse with possible personal injury a id property damage. For general guidanck regarding.the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/WU Quality Criteria, ISB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,.Alexandria, VA 2231:4. March 10,2020 11111 MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss B02 Truss Type BLOCKING aty Ply 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499558 Louws Truss, Inc, Ferndale, WA - 98248, 1-9-12 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:32 2020 Page 1 ID:rBfjcncnjoyW?LOMUvREvmznns?-gOjvNg1 JcZ3jDrhjl aVBuEeZ1 TnVL4U81 vQMJAzcfQf 1-9-12 3x4 = • 1 4 3x6 I I 5 1-9-12 6x6 = 21.5x4 II 3 1-9-12 Scale = 1:11.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2 014 CS1. TC 0.09 BC 0.10 WB 0.12 Matrix-P IDEFL. in (loc) I/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 4=1-9-12, 3=1-9-12 Max Horz 4=-52(LC 34) Max Uplift 4=-496(LC 33), 3=-496(LC 36) Max Gray 4=508(LC 40), 3=508(LC 37) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-496/503, 1-2=-453/454 BOT CHORD 3-4=-538/540 WEBS 1-3=-726/726 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-9-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=42psf; BCDL=4.8psf; 11=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extericr(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=496, 3=496. 8) This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-4 for 568.1 plf. March 10,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE MR-7473 rev. ION3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 21 EI N. Lee Street, Suite 312, Alexandria, VA 22314. 11.1110 M'• MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 100442 Truss B03 Truss Type BLOCKING Qty 29 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499559 -ouws Truss, Inc, Femdale, WA - 98248, 1-10-5 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:33 2020 Page 1 I D: rBfjcncnjoy W?LOMUvREvmznns?-8bHHa02xNsBar?Fwb I0Q RRBjns7v4 WWHFZ9vrczcfQe 1-10-5 1 4 3)16 II 3x4 = 1-10-5 6x6 = 2 3 1.5x4 I I 1-10-5 Scale = 1:11.7 OADING (psf) CLL 25.0 Roof Snow=25.0) CDL 17.0 CLL 0.0 ' CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CS!. TC 0.09 BC 0.09 WB 0.12 Matrix-P DEFL. in (loc) I/dell Ud Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 4 >999 240 Horz(CT) 0.00 3 n/a n/a Wind(LL) 0.00 4 "" 240 PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 0% UMBER - OP CHORD 2x4 DF No.2 OT CHORD 2x4 DF No.2 VEBS 2x4 DF No.2 IEACTIONS. (size) 4=1-10-8, 3=1-10-8, 3=1-10-8 Max Horz 4=-41(LC 9) Max Uplift 4=-495(LC 33), 3=-495(LC 36) Max Gray 4=508(LC 40), 3=508(LC 37), 3=78(LC 1) ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. OP CHORD 1-4=-496/503, 1-2=-467/468 IOT CHORD 3-4=-503/505 VEBS 1-3=-736/736 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. IOTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces.& MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=495, 3=495. This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-5 for 320.0 plf. March 10,2020 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville GA9588i Job 2000442 Truss B04 Truss Type BLOCKING Qty 4 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499560 Louws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:37 2020 Page 1 la rBfjcncnjoyW?LOMUvREvmznns?-0MWoQ05SR5h0JcZhg85MbHLPIUUy0KotAB77_NzcfQa 1-8-4 1-8-4 3x4 = 1.5x4 1 2 4 1-8-4 6x6 = 3 3t6 II 1-8-4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI- TC 0.09 BC 0.08 WB 0.12 Matrix-P Scale = 1:11.7 DEFL. in (loc) I/defl L/d Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 4 >999 240 Horz(CT) 0.00 3 n/a n/a Wnd(LL) 0.00 4 **** 240 REACTIONS. (size) 4=1-8-6, 3=1-8-6, 3=1-8-6 Max Holz 4=-41(LC 9) Max Uplift 4=-497(LC 33), 3=-497(LC 36) Max Gray 4=508(LC 40), 3=508(LC 37), 3=70(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-497/503, 1-2=-417/418 BOT CHORD 3-4=-454/455 WEBS 1-3=-700/700 PLATES GRIP MT20 220/195 Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extericr(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 2CI.Cpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1C10 Ib uplift at joint(s) except (jt=lb) 4=497, 3=497. 7) This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-4 for 320.0 plf. March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10473P2015 BEFORE USE. Design valid for use only with MiTek4,connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildihg_ designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 100442 Truss B05 Truss Type BLOCKING Qty 11 Ply 1 6847 S 180TH STREET/VIETNAMESE CHURCH R61499561 _ouws Truss, Inc, Femdale, WA - 98248, 1 1 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:39 2020 Page 1 I D: r8flcncnjoyW?LOM UvREvmznns?-zleYr46izixkZwj3xY7ghiRl8HBvUE WAeVcD2GzcfQY 1-1-0 1-1-0 3x4 = 2 1.5x4 II 4 3x6 I I 6x6 = 3 Scale = 1:11.7 OADING (psf) CLL 25.0 Roof Snow=25.0) CDL 17.0 CLL 0.0 CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.10 BC 0.05 WB 0.10 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 8 Ib FT = 0% UMBER - OP CHORD 2x4 DF No.2 OT CHORD 2x4 DF No.2 VEBS 2x4 OF No.2 IEACTIONS. (size) 4=1-1-0, 3=1-1-0 Max Horz 4=-41(LC 9) Max Uplift 4=-510(LC 33), 3=-510(LC 36) Max Gray 4=516(LC 40), 3=516(LC 37) ORCES. (Ib) - Max. Comp.!Max. Ten. - All forces 250 (Ib) or less except when shown. OP CHORD 1-4=-519/517 OT CHORD 3-4=-280/281 VEBS 1-3=-609/609 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. IOTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Provide adequate drainage to prevent water ponding. ) Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=510, 3=510. This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-0 for 320.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 M MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss B07 Truss Type BLOCKING Qty Ply 1 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499562 Louws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 1-11-13 3x4 = 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:41 2020 Page 1 I D: rBfj cn cnjoy W?LO M U vR E vmznn s?-v7 m J G 18zU KC RoDtS3z91 m7 W5j 5rfy8dT5p5K79zcfQ W 1-11-13 21.5x4 II 6x6 = 4 3 36 11 1-11-13 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.09 BC 0.09 WB 0.13 Matrix-P Scale = 1:11.7 DEFL. in (loc) I/defl L/d Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 4 >999 240 Horz(CT) 0.00 3 n/a n/a • Wind(LL) 0.00 4 "" 240 REACTIONS. (size) 4=2-0-0, 3=2-0-0, 3=2-0-CI Max Horz 4=-41(LC 9) Max Uplift 4=-495(LC 33), 3=-495(LC 36) Max Gray 4=509(LC 54), 3=509(LC 53), 3=85(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-495/503, 1-2=-503/504 BOT CHORD 3-4=-539/541 WEBS 1-3=-764/764 PLATES GRIP MT20 220/195 Weight: 11 lb FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCOL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extericr((2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 2CI.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=495, 3=495. 7) This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-11-13 for 320.0 plf. March 10,2020 - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/13/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design .s based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 000442 Truss CJO5 Truss Type DIAGONAL HIP GIRDER Oty 2 Ply 2 6847 S 180TH STREETNIETNAMESE CHURCH R61499563 Louws Truss, Inc, Ferndale, WA - 98248, -3-3-15 3-3-15 6 3x4 = Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:43 2020 Page 1 I D:ygwB_ulCx8dgDJAxUFTW_xzoRpv-rWt3hR9D0xS91 X0rAOCmrYbKNu WbQ 35mZ7aR81 zcfQU 2-6-15 6-11-15 2-6-15 4-5-0 2-6-1 5 2-6-1 4 I1 0 Scale = 1 24 4 ry v (late Offsets (X,Y)-- .OADING (psf) 'CLL 25.0 Roof Snow=25.0) "CDL 17.0 3CLL 0.0 3CDL 8.0 [2:0-2-0,0-1-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.53 BC 0.19 WB 0.00 Matrix-R DEFL. in (loc) I/deft Ud Vert(LL) 0.01 5-6 >999 360 Vert(CT) 0.01 5-6 >999 240 Horz(CT) -0.07 3 n/a n/a Wlnd(LL) 0.00 5-6 >999 240 PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 0% .UMBER - 'OP CHORD 2x4 DF 2400F 2.0E 3OT CHORD 2x4 DF 2400F 2.0E NEBS 2x4 DF No.2 IEACTIONS. (size) 6=0-3-8, 5=Mechanical, 3=0-2-2 Max Horz 6=97(LC 6) Max Uplift 6=-141(LC 6), 5=-115(LC 16), 3=-89(LC 10) Max Gray 6=775(LC 16), 5=23(LC 5), 3=254(LC 17) :ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. "OP CHORD 2-6=-623/170 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOTES- ) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. ) Wind: ASCE 7-10; VuIt=115mph (3-second gust) Vasd=9lmph; TCOL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Unbalanced snow loads have been considered for this design. ) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. ') This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. Q Refer to girder(s) for truss to truss connections. 0) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 6=141, 5=115. 2) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 3) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-5-15 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 4) Fill all nail holes where hanger is in contact with lumber. 5) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. .DAD CASE(S) Standard nntimted on cane 2 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individuat building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 11111111.11111 Mil MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 2000442 Truss CJO5 Truss Type DIAGONAL HP GIRDER Uty 2 Fly 2 ti1347 S 111U1 H SI KLL I /VIE I NAMLSt UHUHUM Job Reference (optional) R61499563 Louws Truss, Inc, Femdale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:43 2020 Page 2 ID:ygwB_u ICx8dq DJAxUFTW_xzoRpv-rWt3hR9D0xS91 X0rAOCmrYbKNu WbQ35mZ7aRB 1 zcfQU LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-84, 2-4=-84, 5-6=-16 Concentrated Loads (lb) Vert: 3=72(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03lO15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 ob 000442 Louws Truss, Inc, Truss GE01 Ferndale, WA - 98248, -4-10-12 4-10-12 6-0-5 6-0-5 4x6 \\ 4x6 \\ 8x12 = 3 3 3x6 = Truss Type GABLE 4x6 - 4 Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499564 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:45 2020 Page 1 I D: ygw8_u I C x8d q DJAxUFT W_xzoRp v-nu?q67 BTYY itH rAD I p E Ewz h ep i5ouu c20R 3YGwzcfQ S 13-4-0 20-7-11 26-8-0 31-6-12 7-3-11 I 7-3-11 6-0-5 I 4-10-12 2x4 4x6 = 5 61 59 6.00 112 60 12 57 58 11 5x6 17-8-3 3x4 = 4x6 6 26-8-0 4x6 7 4x6 8x12 10 3x6 = 8-11-13 8-8-5 8-11-13 Scale = 1:61.4 c, 'late Offsets (X,Y)-- [2:0-3-8,0-4-0], [5:0-2-0,0-0-4], [8:0-3-8,0-4-0], [12:0-3-0,0-3-0] -OADING (psf) "CLL 25.0 Roof Snow=25.0) "CDL 17.0 3CLL 0.0 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.66 BC 0.59 WB 0.38 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.23 11-12 >999 360 Vert(CT) -0.55 8-9 >110 90 Horz(CT) 0.05 10 n/a n/a Wind(LL) 0.02 11-12 >999 240 PLATES GRIP MT20 220/195 Weight: 280 Ib FT = 0% .UMBER - "OP CHORD 2x4 DF 2400F 2.0E `Except` 1-3,7-9: 2x8 DF SS 3OT CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 )THERS 2x4 DF No.2 iEACTIONS. (size) 13=0-5-8, 10=0-5-8 Max Horz 13=123(LC 13) Max Uplift 13=-200(LC 14), 10=-200(LC 15) Max Gray 13=1742(LC 1), 10=1745(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-10 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. OP CHORD 2-13=-970/389, 8-10=-970/389, 5-6=-1502/142, 8-9=0/302, 1-2=0/302, 4-5=-1487/142 3OT CHORD 12-13=-90/1321, 11-12=0/1035, 10-11=-14/1349 NEBS 5-11=-41/446, 6-11=-275/149, 5-12=-41/413, 4-13=-1576/70, 6-10=-1628/70 COTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 111; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-4-10-12 to-1-3-9, Interior(1) -1-3-9 to 13-4-0, Exterior(2) 13-4-0 to 16-11-3, Interior(1) 16-11-3 to 31-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 :) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. I) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 .) Unbalanced snow loads have been considered for this design. i) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) All plates are 1.5x4 MT20 unless otherwise indicated. ') Gable studs spaced at 1-4-0 oc. ;) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=200, 10=200. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, Pe building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possibte personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 MINIM Mi, MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss GE1A Truss Type ommon Supported Gable Qty 1 Ply 1 684/ S 180I H S I KEt I /VIE I NAMLSL UHUKUH Job Reference (optional) R61499565 Louws Truss, Inc, Ferndale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:54 2020 Page 1 ID ygwB_ul Cx8dgDJAxUFT W_xzoRpv-0d2D_CI6Q JgbsDMyKCuLotZHkKHI V? WN4KIW4uzcfQJ 14-5-0 28-10-0 6.00112 6x6 II 2 5x8 = 14-5-0 10 4x4 = 11 12 14-5-0 Scale = 1:49.8 9 13 17 8 42 4314 i • 7 15 6 16 5 II 4 18 3 3 19 !6.6 II 20 1h-: lIlIU!IIIIlii2 tir\ :•:•:�:❖:❖:•:�:•::❖:•:�:• .MAMt . AIM WI••----AAAi%P $..o.K-------------• -•-----•-'-❖:❖:❖:•:.•:00000❖:.❖:❖:❖ PAPA a.::: 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 = 27-9-0 27-9-0 5x8 II 3x4 = i8-10-0 1-1-0 Plate Offsets (X,Y)-- [1:0-4-0,0-3-1], [2:0-3-0,0-0-8], [20:0-3-0,0-0-12], [21:0-3-8,Edge], [21:0-2-15,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.20 BC 0.12 WB 0.15 Matrix-SH DEFL. in (loc) 1/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 21 n/a n/a PLATES GRIP MT20 220/195 Weight: 178 Ib FT = 0% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 `Except` 21-33: 2x4 DF 2400F 2.0E OTHERS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 26-5-0. (Ib) - Max Horz 41=90(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 21, 32, 34, 35, 36, 37, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 22 Max Gray All reactions 250 Ib or less at joint(s) 21, 31, 32, 34, 35, 36, 37, 38, 39, 40, 30, 29, 28, 27, 26, 25, 24, 23, 22 except41=412(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-41=-294/148 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-0-0 to 3-9-0, Exterior(2) 3-9-0 to 14-5-0, Corner(3) 14-5-0 to 18-0-3, Exterior(2) 18-0-3 to 28-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Solid blocking is required on both sides of the truss at joint(s), 21. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 32, 34, 35, 36, 37, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 22. 11) Non Standard bearing condition. Review required. March 10,2020 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. l MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 000442 Truss GE02 Truss Type Common Supported Gable Qty 2 Ply 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499566 Louws Truss, Inc, Ferndale, WA - 98248, -1-10-8 1-10-8 6.00 12 5x8 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:47 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-kH7aWpDj49ybW8KcPEGi?Om2hWvzMtVLTkYfKozcfQQ 9-6-5 19-3-12 9-6-5 I 9-9-7 4x4 = 9 10 11 13 28 27 26 25 24 23 22 21 20 19 18 17 3x4 = 19-3-12 15 3x4 Scale = 1 36.0 5x8 = 19-3-12 Plate Offsets (X,Y)-- [2:0-4-0,0-3-1], 116:0-4-0,0-3-1] -OADING (psf) FCLL 25.0 'Roof Snow=25.0) FCDL 17.0 3CLL 0.0 ` 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.45 BC 0.10 WB 0.04 Matrix-SH DEFL. in (loc) 1/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(CT) -0.01 1 n/r 80 Horz(CT) 0.00 16 n/a n/a PLATES GRIP MT20 220/195 Weight: 98 Ib FT = 0% -UMBER- FOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 DTHERS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 19-0-0. (Ib) - Max Horz 2=81(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 2, 23, 24, 25, 26, 28, 21, 20, 19, 18, 17 Max Gray All reactions 250 Ib or less at joint(s) 22, 23, 24, 25, 26, 28, 21, 20, 19, 18, 16 except 2=416(LC 20), 17=296(LC 22) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3)-1-10-8 to 1-8-11, Exterior(2) 1-8-11 to 9-6-5, Corner(3) 9-6-5 to 13-1-8, Exterior(2) 13-1-8 to 19-2-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 t) Unbalanced snow loads have been considered far this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 3) All plates are 1.5x4 MT20 unless otherwise indicated. r) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 23, 24, 25, 26, 28, 21, 20, 19, 18, 17. 11) Non Standard bearing condition. Review required. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 mv. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 M, MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 2000442 Truss GE2A Truss Type GABLE Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499567 Louws Truss, Inc, Femdale, WA - 98248, -1-10-8 1-10-8 1-6-5 1-6-5 4-11-8 4-11-8 5-6-5 4-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:55 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-VgcbCYJIBdySUNx8tvPaK45NokapEThXJ_U4dLzcfQ1 9-6-5 { 14-1-2 19-3-12 4-6-13 4-6-13 5-2-10 9-6-5 4-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 CSI. TC 0.57 BC 0.29 WB 0.09 Matrix-SH 4x4 = 13-6-5 4-0-0 17-6-5 4-0-0 Scale = 1:34.0 19-0-0 1913-12 1-5-11 0-3-12 DEFL. in (loc) I/defl Ltd Vert(LL) -0.01 17-18 >999 360 Vert(CT) -0.01 17-18 >999 240 Horz(CT) 0.00 12 n/a n/a Wind(LL) 0.00 18 >999 240 PLATES GRIP MT20 220/195 Weight: 88 Ib FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=85(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 2, 20, 16, 13 except 21=110(LC 20) Max Gray All reactions 250 Ib or less at joint(s) 12, 21 except 2=542(LC 20), 19=344(LC 1), 20=473(LC 21), 16=476(LC 22), 13=326(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-20=-404/131, 8-16=-266/66 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCOL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-8 to 1-6-5, Interior(1) 1-6-5 to 9-6-5, Exterior(2) 9-6-5 to 13-1-8, Interior(1) 13-1-8 to 19-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 20, 16, 13 except (jt=lb) 21=110. March 10,2020 ® WARNING - Verily design parameters and READ NOTES Oft THIS AND INCLUDED MITEK REFERENCE PAGE INII-7473 rev. 105132015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possiole personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 0 000442 Truss GE04 Truss Type GABLE Qty Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499568 Louws Truss, Inc, Ferndale, WA - 98248, -1-0-0 1-0-0 10 9 4-10-14 4-10-14 0-11-8 4-10-14 0-11-8 3-11-6 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:50 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-8soj9gFcN4KANc3B5MgPd1Oatjw2ZEloAinJx7zcfQN 9-9-12 10-9-12 4-10-14 1-0-0 4x4 = 3 3x8 = 8-9-4 3-10-6 7 6 9-9-12 1-0-8 0 Scale = 1:29.9 'late Offsets (X,Y)-- _OADING (psf) fCLL 25.0 Roof Snow=25.0) I-CDL 17.0 3CLL 0.0 * 3CDL 8.0 [2:0-1-0,0-1-12], [4:0-1-0,0-1-12], [15:0-1-10,0-0-12], [22:0-1-10,0-0-12] SPACING- 2-0-0 Plate Giip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CS!. TC 0.29 BC 0.08 WB 0.03 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.00 8-9 >999 360 Vert(CT) -0.01 8-9 >999 240 Horz(CT) 0.00 6 n/a n/a Wind(LL) 0.00 8 >999 240 PLATES GRIP MT20 220/195 Weight: 70 Ib FT = 0% _UMBER - FOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 ETHERS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. IEACTIONS. All bearings 1-4-0. (Ib) - Max Horz 10=-112(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 10, 6 Max Gray All reactions 250 Ib or less at joint(s) 9, 9, 7, 7 except 10=520(LC 1), 6=522(LC 1) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. FOP CHORD 2-3=-426/85, 3-4=-426/85, 2-10=-525/129, 4-6=-525/129 JOTES- I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 4-10-14, Exterior(2) 4-10-14 to 8-6-1, Interior(1) 8-6-1 to 10-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 1) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. i) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 1) All plates are 1.5x4 MT20 unless otherwise indicated. ') Gable studs spaced at 1-4-0 oc. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 6. March 10,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, •DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 2000442 Truss GE06 Truss Type GABLE Qty 1 Ply 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499569 Louws Truss, Inc, Ferndale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:52 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFT W_xzoRpv-4FwTa WGsviaudwCZCnstiSTyyXcH 16f4d0GP00zcfQ L 1 0 0 1i-1-4 4-11-6 8-9-8 9-10-12 0 10-12 1-0-0 -1-4 i 3-10-2 3-10-2 11-1-4 1-0-0 1-0-8 1-1-4 1-0 8 1-0-8 II 0-0-12 4-11-6 3-10-2 3x4 -2 5x8 I1 4 3x8 = 7-9-12 1 3x4 - - 8-9-8 3-10-2 I9-10-12 8-10-4 0-0- 2 1-0-8 N rl Scale = 1:46.1 Plate Offsets (X,Y)-- [2:0-6-0,0-1-12], [6:0-6-0,0-1-'121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 CS!. TC 0.16 BC 0.09 WB 0.11 Matrix-SH DEFL. in (roc) I/defl L/d Vert(LL) -0.00 10-11 >999 360 Vert(CT) -0.01 10-11 >999 240 Horz(CT) -0.00 9 n/a n/a 1Nind(LL) -0.00 9-10 >999 240 REACTIONS. (size) 9=0-5-8, 11=0-5-8 Max Horz 11=-165(LC 12) Max Uplift 9=-58(LC 15), 11=-58(LC 14) Max Gray 9=576(LC 1), 11=576(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-9=-479/161, 3-11=-479/162 PLATES GRIP MT20 220/195 Weight: 114 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp 6; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 4-'11-6, Exterior(2) 4-11-6 to 8-9-11, Interior(1) 8-9-11 to 10-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 11. March 10,2020 - 73 rev. 10/0312815 BEFORE USE. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI! 74 e , , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Ouality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111111111. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Truss H05 ob 000442 Truss Type CALIFORNIA GIRDER Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499570 Ferndale, WA - 98248, -2-4-4 2-4-4 Louws Truss, Inc, j N j 6.00 12 5x6 2 11 0 1.5x4 II 1 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:57 2020 Page 1 I D: y gw B _u I C x 8d q DJ Ax U F T W_ xz o R p v- R Cj M d E K?j E DAj h 5 X? K S 2 P VAe_Y I o i N F p n I zAh D z cf Q G 3-7-4 3- -1I4 6-5-2 6-7-1i2 10-3-0 I 12-7-4 { 3-7-4 0-2-10 2-7-4 0-2-10 3-7-4 2-4-4 15 JL24 3-7-4 5x8 = 12 w 13 6x6 = 16 17 8 3x4 =JL24 JL24 3x8 = 3-7-4 1 6-7-12 3-0-8 j 18 JL24 10-3-0 5x6 7 1.5x4 11 5 3-7-4 14 Scale = 1:25.5 Slate Offsets (X,Y)-- _OADING (psf) 1CLL 25.0 Roof Snow=25.0) 1-CDL 17.0 3CLL 0.0 • 3CDL 8.0 [2:0-3-0,0-1-8],[4:0-3-0,0-2-2],[5:0-3-0,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.84 BC 0.13 WB 0.08 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.01 9-10 >999 360 Vert(CT) -0.01 7-8 >999 240 Horz(CT) 0.00 7 n/a n/a Wind(LL) 0.00 9 >999 240 PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 00/0 _UMBER- 10P CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 3EACTIONS. (size) 10=0-3-0, 7=0-3-0 Max Horz 10=-72(LC 8) Max Uplift 10=-122(LC 10), 7=-116(LC 11) Max Gray 10=962(LC 29), 7=959(LC 29) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. [OP CHORD 2-3=-472/83, 3-4=-372/83, 4-5=-474/84, 2-10=-937/139, 5-7=-933/133 30T CHORD 8-9=-50/359 NEBS 2-9=-60/422, 5-8=-55/439 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1-) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 I) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) Provide adequate drainage to prevent water ponding. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. r) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. I) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 10=122, 7=116. I) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-1-8 oc max. starting at 2-0-12 from the left end to 8-2-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 107 Ib up at 3-8-8, and 123 Ib down and 98 Ib up at 6-3-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -0AD CASE(S) Standard pntinued on oaoe 2 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individuatbuilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TRH Duality Criteria, D.SB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 Mil- MiTek' MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 Rq$_eYiILe CA 95661 Job 2000442 Truss H05 Truss Type CALIFORNIA GIRDER Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499570 Louws Truss, Inc, Ferndale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:57 2020 Page 2 ID:ygwB_ul Cx8dgDJAxUFT W_xzoRpv-RCjMd E K?j EDAjh5X?KS2PVAe_YloiNFpnlzAhDzcfQG LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-84, 2-3=-84, 3-4=-84, 4-5=-84, 5-6=-84, 7-10=-16 Concentrated Loads (lb) Vert: 3=-21 13=-21 15=-5(B) 16=-6(B) 17==-6(B) 18=-5(B) ® WARNING - Verify design parameters5 and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria„ VA 22314. it MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 9S00 'ob '000442 Louws Truss, Inc, Truss J02 Femdale, WA - 98248, 1 Truss Type JACK -OPEN Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (option R61499571 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:59 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-Nbr62vMFFrTuy_Fv61U WUwG?h LOwAI r6EcSHm6zcfQ E -2-4-4 1-9-14 2-4-4 1-9-14 5 1.5x4 II 2-0-0 4 3x4 2-0-0 Scale = 1:16.4 Plate Offsets (X,Y)-- LOADING (psf) I-CLL 25.0 'Roof Snow=25.0) rCDL 17.0 3CLL 0.0 3CDL 8.0 [4:Edge,0-1-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.03 WB 0.01 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) -0.00 5 >999 360 Vert(CT) -0.00 4-5 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 5 ""' 240 PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 0% _UMBER- rOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 3EACTIONS. (size) 5=0-3-0, 4=Mechanical, 3=Mechanical Max Horz 5=58(LC 13) Max Uplift 5=-54(LC 14), 4=-29(LC 14), 3=223(LC 20) Max Gray 5=630(LC 20), 4=33(LC 5), 3=27(LC 10) rORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. rOP CHORD 2-5=-615/181 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 1-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (jt=lb) 3=223. March 10,2020 ® WARNING - VeilIy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10iO3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-B9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 Job 2000442 Truss J04 Truss Type JACK -OPEN Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499572 Louws Truss, Inc, Ferndale, WA - 98248, -2-4-4 2-4-4 to 6.00 12 3x4 i 6 1.5x4 II 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:01 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-JzztSbNVnTjcCIOIEAW aLLMg9fineC8PhwxOq_zcfQC 2-0-0 3-9-14 2-0-0 1-9-14 5 3x4 = 4-0-0 4-0-0 4 Scale = 1:21.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.73 BC 0.13 WB 0.03 Matrix-P DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5 >999 240 Horz(CT) -0.02 3 n/a n/a 1Nnd(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 REACTIONS. (size) 6=0-3-0, 3=Mechanical, 4=Mechanical Max Horz 6=75(LC 11) Max Uplift 6=-40(LC 14), 3=-54(LC 20), 4=-13(LC 14) Max Gray 6=543(LC 20), 3=95(LC 21), 4=68(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-512/110 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 3-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0,psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss. to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3, 4. March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10,03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob Truss 000442 JO4A Truss Type JACK -OPEN Qty Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499573 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-4-4 1 6.00 12 6 1.5x4 II 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:03 2020 Page 1 ID:ygwB_ul Cx8dgDJAxUFT W_xzoRpv-GM 5dtHPmJ4zKRcYhLbYSfmQ i9yLE66ei9EQ VvtzcfQA 2-0-0 3-9-14 2-0-0 1-9-14 5 3x4 4-0-0 4-0-0 4 Scale = 1:21.3 _OADING (psf) I-CLL 25.0 Roof Snow=25.0) 1-CDL 17.0 3CLL 0.0 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.73 BC 0.13 WB 0.03 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5 >999 240 Horz(CT) -0.02 3 n/a n/a Wind(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% _UMBER- fOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 lEACTIONS. (size) 6=0-3-0, 3=Mechanical, 4=Mechanical Max Harz 6=75(LC 11) Max Uplift 6=-40(LC 14), 3=-54(LC 20), 4=-13(LC 14) Max Gray 6=543(LC 20), 3=95(LC 21), 4=68(LC 5) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. fOP CHORD 2-6=-512/110 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IOTES- I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 3-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 !) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 I) Unbalanced snow loads have been considered for this design. 1) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ') Refer to girder(s) for truss to truss connections. I) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3, 4. ,A WARNING - Verify design parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10A73r2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must venTy the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 1.111.11111111 MII MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job _ 2000442 Truss TO1 Truss Type Common Qty 5 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499574 Louws Truss, Inc, Femdale, WA - 98248, A-10-12 6-0-5 4-10-12 6-0-5 f 10x10 4x6 = 4 6.00 12 12 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:04 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-kYe75dQ0405B3m7tv14hB_zuDMaJrUQrOuA2RJzcfQ9 13-0-0 I 20-7-11 26-8-0 I 31-6-12 i 7-3-11 7-3-11 6-0-5 4-10-12 13 14 15 10x10 5 4x12 MT18HS II 4x12 MT18HS II 11 3x6 = 10 16 17 9 5x6 = 3x4 8-11-13 8-11-13 17-8-3 8-8-5 26-8-0 8-11-13 8 3x6 = Scale = 1:58.5 0 Plate Offsets (X,Y)--[2:0-6-0,0-1-12], [6:0-6-0,0-1-12], [10:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 ` BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 1-3,5-7: 2x8 DF SS BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.59 BC 0.59 WB 0.38 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.24 9-10 >999 360 Vert(CT) -0.31 9-10 >999 240 Horz(CT) 0.04 8 n/a n/a Wind(LL) 0.02 9-10 >999 240 REACTIONS. (size) 11=0-5-8, 8=0-5-8 Max Horz 11=130(LC 13) Max Uplift 11=-197(LC 14), 8=-197(LC 15) Max Gray 11=1745(LC 21), 8=1745(LC 22) PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 188 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=0/302, 3-4=-1422/150, 4-5=-1422/150, 6-7=0/302, 2-11=-918/374, 6-8=-918/374 BOT CHORD 10-11=-98/1241, 9-10=0/954, 8-9=-13/1241 WEBS 4-9=-51/424, 5-9=-261/164, 4-10=-51/424, 3-10=-261/164, 3-11=-1606/83, 5-8=-1606/83 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-4-10-12 to-1-3-9, Interior(1) -1-3-9 to 13-4-0, Exterior(2) 13-4-0 to 16-11-3, Interior(1) 16-11-3 to 31-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6C1 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 11=197, 8=197. March 10,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101532015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into•the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Ouality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 ROS.eville CA 95661 3b 300442 Truss TOIA Truss Type Common Qty 8 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499575 Louws Truss, Inc, Femdale, WA - 98248, 1-6-0 1-6-0 1 ¢10 1-4-0 0- - 7-8-0 6-2-0 6.00 12 10-1-5 1 8-7-5 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:06 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-gxmmWJRec?Lu13HG1j69HP29pAGGJO48rCf9VCzcfQ7 14-5-0 21-2-0 27-4-0 i 28-10-0 6-9-0 6-9-0 6-2-0 1-6-0 4x6 = 4 18-8-11 8-7-5 27-4-0 8-7-5 Scale = 1.48.8 28-10-0 21-9-p Os-d 1-1-0 [�, 0 'late Offsets (X,Y)-- [3:0-3-8,0-3-0], [5:0-3-8,0-3-0], [10:0-3-0,0-3-0] _OADING (psf) 1-CLL 25.0 Roof Snow=25.0) fCDL 17.0 3CLL 0.0 " 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.90 BC 0.62 WB 0.37 Matrix-SH DEFL. in (loc) 1/defl Ud Vert(LL) -0.21 9-10 >999 360 Vert(CT) -0.31 9-10 >990 240 Horz(CT) 0.05 8 n/a n/a Wlnd(LL) 0.03 9-10 >999 240 PLATES GRIP MT20 220/195 Weight: 138 Ib FT = 0% _UMBER- fOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 aEACTIONS. (size) 8=0-5-8, 11=0-5-8 Max Horz 11=94(LC 14) Max Uplift 8=-122(LC 15), 11=-122(LC 14) Max Gray 8=1442(LC 1), 11=1442(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-8, 3-11 :ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. fOP CHORD 1-2=-308/0, 2-3=-440/76, 3-4=-1727/197, 4-5=-1727/197, 5-6=-440/76, 6-7=-308/0 30T CHORD 1-11=0/296, 10-11=173/1622, 9-10=-36/1155, 8-9=-90/1622, 7-8=0/296 NEBS 4-9=-79/578, 5-9=-430/180, 5-8=-1564/175, 6-8=-472/174, 4-10=-79/578, 3-10=-430/180, 3-11=-1564/175, 2-11=-472/174 VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-7-3, Interior(1) 3-7-3 to 14-5-0, Exterior(2) 14-5-0 to 18-0-3, Interior(1) 18-0-3 to 28-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=122, 11=122. D NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 10/03/2015 BEFORE USE. A WARNING -Verily des ign parameters and REA Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpdrate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TSB Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 Mi' MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss T02 Truss type GABLE uty 10 rly 1 OW+ J 113U1m JI h(CC I tVIC I INNIVICJC Ur-IVK1.rl Job Reference (optional) R61499576 Louws Truss, Inc, Ferndale, WA - 98248, -1-10-8 1-10-8 1-6-5 1-6-5 4-11-8 4-11-8 5-6-5 4-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:08 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFT W_xzoRpv-cKu Wx_Tu7cbcXNRe888dMg8b WzOsnMIRJ W8Ga4zcfQ5 9-6-5 I 14-1-2 19-3-12 4-6-13 4-6-13 5-2-10 9-6-5 4-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 CS!. TC 0.57 BC 0.29 WB 0.10 Matrix-SH 4x4 = 5 13-6-5 4-0-0 17-6-5 4-0-0 Scale = 1:34.0 19-0-0 190-12 1-5-11 0-3-12 DEFL. in (loc) I/deft Ud Vert(LL) -0.00 9-10 >999 360 Vert(CT) -0.01 12-13 >999 240 Horz(CT) 0.00 8 n/a n/a Wind(LL) 0.00 12-13 >999 240 PLATES GRIP MT20 220/195 Weight: 74 Ib FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=85(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 10, 9 except 13=-112(LC 20) Max Gray All reactions 250 Ib or less at joint(s) 8, 13 except 2=544(LC 20), 11=329(LC 1), 12=478(LC 21), 10=485(LC 22), 9=323(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-11=-267/6, 4-12=-406/132, 6-10=-419/131, 7-9=-274/110 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-8 to 1-6-5, Interior(1) 1-6-5 to 9-6-5, Exterior(2) 9-6-5 to 13-1-8, Interior(1) 13-1-8 to 19-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at4-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 10, 9 except (jt=lb) 13=112. March 10,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/201 S BEFORE USE. Design valid for use only with MiTek85 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building.designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob Truss !000442 T03 Truss Type Monopitch Qty 77 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499577 Louws Truss, Inc, Femdale, WA - 98248, -1-10-8 1-10-8 0 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:09 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-4WSu8KUXuwjT9X0gisfsu1 gmENIxWoEaX9tp6XzcfQ4 7-0-0 9-5-12 7-0-0 2-5-12 9-5-12 1.5x4 II 4 9-5-12 Scale: 3/8"=1 _OADING (psf) 1CLL 25.0 Roof Snow=25.0) 1-CDL 17.0 3CLL 0.0 * 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber IDOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.57 BC 0.56 WB 0.15 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.19 2-5 >576 360 Vert(CT) -0.37 2-5 >298 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.04 2-5 >999 240 PLATES GRIP MT20 220/195 Weight: 42 Ib FT = 0% _UMBER- rOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 iEACTIONS. (size) 5=0-3-8, 2=0-5-8 Max Horz 2=159(LC 13): Max Uplift 5=-70(LC 14), 2=-78(LC 14) Max Gray 5=499(LC 21), 2=667(LC 21) =ORCES. (Ib) - Max. Comp./Max. Ten. All forces 250 (Ib) or less except when shown. FOP CHORD 2-3=-463/66 30T CHORD 2-5=-126/299 NEBS 3-5=-514/162 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-8 to 1-8-11, Interior(1).1-8-11 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 !) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 1) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. I) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ') Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. March 10,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 .__Bo3Ssille CA 95661 Job 2000442 Truss TO3A Truss Type MONOPITCH Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499578 Louws Truss, Inc, Femdale, WA - 98248, u: 3x4 F LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:11 2020 Page 1 I D:ygwB_ulCx8dgDJAxUFT W_xzoRpv-1 vafZ0VnQXzBOg9DpHiK_Sm3J8x6_hYt?TMw8PzcfQ2 7-0-0 9-5-12 7-0-0 2-5-12 6.00 12 9-5-12 1.5x4 II 3 9-5-12 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.72 BC 0.71 WB 0.16 Matrix-SH Scale = 1:31.2 DEFL. in (loc) I/deft Ud Vert(LL) -0.21 1-4 >517 360 Vert(CT) -0.44 1-4 >247 240 Horz(CT) 0.00 4 n/a n/a Wlnd(LL) -0.14 1-4 >782 240 REACTIONS. (size) 1=0-5-8, 4=0-3-8 Max Horz 1=147(LC 11) Max Uplift 1=-36(LC 14), 4=-75(LC '14) Max Gray 1=535(LC 20), 4=571(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-459/83 BOT CHORD 1-4=-131/335 WEBS 2-4=-551/171 PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottorn chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3--84, 1-4=-16 Concentrated Loads (Ib) Vert: 8=-29 9=-28 10=-28 11=-28 12=-28 March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE PAGE M11-7473 rev. 10/73/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses aid truss systems, see ANSVTPII Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH ?000442 T04 Common 2 1 R61499579 r.....a..r,, rArfl r,onAo Job Reference (optional) 1 1-0-0 1-0-0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:13 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-zHh P_iX 1 y9Eve8Jcxhko3trYP_mQ SdiASnr1 FIzcfQ0 4-11-6 8-5-4 4-11-6 i 3-5-14 4-11-6 3-11-6 4x4 = 3 1 8-5-4 3-5-14 1 Scale: 3/8"=1. _OADING (psf) ICU 25.0 Roof Snow=25.0) I -COL 17.0 3CLL 0.0 • 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.17 BC 0.08 WB 0.05 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.00 6-7 >999 360 Vert(CT) -0.01 6-7 >999 240 Horz(CT) -0.00 5 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 0% _UMBER - FOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 lEACTIONS. (size) 5=Mechanical, 7=0-5-8 Max Horz 7=108(LC 11) Max Uplift 5=-26(LC 15), 7=-32(LC 14) Max Gray 5=350(LC 1), 7=464(LC 1) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. -OP CHORD 2-3=-278/65, 3-4=-259/62, 4-5=-326/73 VEBS 2-7=-4313/126 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 4-11-6, Exterior(2) 4-11-6 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ') TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Unbalanced snow loads have been considered for this design. ) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7. March 10,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate Cis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent' collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M11 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 0 Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH R61499580 20 42 Truss TO4A Louw russ, Inc, Ferndale, WA - 98248, ommon 1 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:15 2020 Page I D:ygwB_u1Cx8dgDJAxUFTW_xzoRpv-vgp9PNYHUmUdiST_26mG81wu0oTCW X5Tw5K7KAzc 4-11-6 8-5-4 4-11-6 3-5-14 SEE ATTACHED 3/11/20 SUBMITTAL FOR THIS TRUSS 8.00 12 12 1.5x4 I 1.5x4 10 3x6 - - 1.5x4 II 3x6 6 3x8 = 1.5x4 II 1-8-8 4-11-6 8-5 1-8-8 3-2-14 3-5 4 0) ry cale = 1.31.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 11.15 Lumber DOL =.15 Rep Stress 'nor YES Code IBC2015/TP12014 C TC 0.17 BC 06 WB 0.�, Matrix-SH DEFL. in oc) 1/deft Ud Vert(LL) -0.00 5-6 >999 360 Vert(CT) -0 5-6 >999 240 Horz(CT) •.00 5 n/a n/a Wlnd(LL) -0.00 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 5=Mechanical, 7=0-5-8 Max Horz 7=108(LC 11) Max Uplift 5=-25(LC 15), 7=-36(LC 14) Max Gray 5=299(LC 1), 7 s515(LC 'I) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when own. TOP CHORD 4-5=-272/61 WEBS 2-7=-447/121 BRACI - TOP ' ORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCD-4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; nclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 8-15, Interior(1) 3-8-15 to 4-11-6, Exterior(2) 4-1 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and righ xposed;C-C for members and forces & MWFRS for - • ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; xp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this de ' , n. 4) This truss has been designed for a 10.0 psf bottorn chore ive load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0p on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid will fit between the bottom chord and any other me .ers. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of tr s to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7. WA' ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 rev. 10/03/2015 BEFORE USE. Desi- valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a t• s system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Iding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI f Ouality Criteria, OSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \AL. GAL.( >�4OF WASH74, 4,43065 FGJST�? G\ GNALEA March 1 l 020 IMMO MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 000442 Truss T05 Truss Type COMMON Oty 5 Ply 1 6847 S 180TH STREETMETNAMESE CHURCH R61499581 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-0-0 { 1.5x4 II 1 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:16 2020 Page 1 I D:ygwB_ulCx8dgDJAxUFT W_xzoRpv-NsNYcjZwF4cUVc2BcgH Vh WrvPCnvf_Oc814hrdzcfpz 5-1-8 I 10-3-0 I 12-7-4 5-1-8 5-1-8 2-4-4 5-1-8 4x4 = 10-3-0 1.5x4 II 5-1-8 5-1-8 Scale = 1:28.0 9 m 'late Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-3-0,0-1-8] -OADING (psf) FCLL 25.0 Roof Snow=25.0) ICDL 17.0 3CLL 0.0 * 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.15 WB 0.06 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) -0.01 6-7 >999 360 Vert(CT) -0.02 6-7 >999 240 Horz(CT) -0.00 6 n/a n/a Wind(LL) 0.00 7 >999 240 PLATES GRIP MT20 220/195 Weight: 59 Ib FT = 0% -UMBER- "OP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 3EACTIONS. (size) 8=0-3-0, 6=0-3-0 Max Horz 8=-79(LC 12) Max Uplift 8=-85(LC 14), 6=-85(LC 15) Max Gray 8=708(LC 1), 6=708(LC 1) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. -OP CHORD 2-3=-413/77, 3-4=-413/80, 2-8=-673/216, 4-6=-673/220 NEBS 2-7=-26/293, 4-7=-25/293 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. TOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 5-1-8, Exterior(2) 5-1-8 to 8-8-11, Interior(1) 8-8-11 to 12-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ,) Unbalanced snow loads have been considered for this design. •) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. ,) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE INII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 Mil MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH R61499582 2000442 TO5A MONOPITCH 15 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, f— -2-4-4 2-4-4 4-6-0 4-6-0 6 3x4 = 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:17 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-2xwp3aY0NkL6IdNAXpkDj?48c3mOP2mNPpEN3zcfPy 9-0-0 4-6-0 9-0-0 1.5x4 II 4 5 3x4 = 9-0-0 1 Scale = 1:36.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1 15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.43 WB 0.16 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.24 5-6 >433 360 \/ert(CT) -0.43 5-6 >240 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.00 6 .<.. 240 PLATES GRIP MT20 220/195 Weight: 54 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=Mechanical, 6=0-3-0 Max Horz 6=195(LC 11) Max Uplift 5=-76(LC 14), 6=-75(LC 14) Max Gray 5=469(LC 21), 6=691(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-511/245 WEBS 3-5=-314/173, 3-6=-321/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterio-(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 8-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss tc bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03t2015 BEFORE USE. Design valid for use only with MiTek5i connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building:designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses .and truss systems, see ANSIJTPH Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 )b )00442 Truss TO5B Truss Type MONOPITCH GIRDER Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499583 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-4-4 7 2x4 II JL24 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:18 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-JFV11PbAnhsBkvCZkFKzmxYJw?Pu7m6vc3ZowVzcfPx 4-6-0 ) 9-0-0 4-6-0 4-6-0 6.00 112 10 JL24 4-6-0 4-6-0 6 6x6 = JL24 11 JL24 9-0-0 4-6-0 1.5x4 II 4 5 4x6 = JL261F-TZ Scale = 1:38.8 'late Offsets (X,Y)- [6:0-3-0,0-4-4] .OADING (psf) "CLL 25.0 Roof Snow=25.0) "CDL 17.0 3CLL 0.0 * 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.57 BC 0.44 WB 0.55 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.02 6-7 >999 360 Vert(CT) -0.04 6-7 >999 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.01 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 0% .UMBER - "OP CHORD 2x4 DF 2400F 2.0E 30T CHORD 2x6 DF No.2 NEBS 2x4 DF No.2 1EACTIONS. (size) 5=Mechanical, 7=0-3-0 Max Horz 7=193(LC 7) Max Uplift 5=..179(LC 10), 7=-173(LC 10) Max Gray 5=1491(LC 17), 7=1636(LC 17) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. "OP CHORD 2-3=-1101/100, 2-7=-1166/144 30T CHORD 5-6=-140/900 NEBS 3-6=-85/834, 3-5=-1169/177, 2-6=-28/948 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. JOTES- I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 !) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 1) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ') Refer to girder(s) for truss to truss connections. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=179, 7=173. I) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-7-14 from the left end to 6-7-14 to connect truss(es) to front face of bottom chord. 10) Use USP JL26IF-TZ (With 6-10d HDG nails into Girder & 4-10d x 1-1/2 HDG nails into Truss) or equivalent at 8-10-4 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _DAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-84, 2-4=-84, 5-7=-16 ontinued on oaoe 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/tP11 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Truss Type uty 1 vIy 1 00Vr J IOU s R61499583 lob 2000442 Louws Truss, Inc, Truss T05B Femdale, WA - 98248, MONOPITCH GIRDER LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-398(F) 6=-391(F) 9=-395(F) 10=-391(F) 11=-391(F) Job Reference (optiional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:18 2020 Page 2 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-JFV11PbAnhs8kvCZkFKzmxYJw?Pu7m6vc3ZOWVzcfPx ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mt• MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob Truss 201' 42 TO5C russ, Inc, Femdale, WA - 98248, Louw Plate Offsets X,Y - 2:0-7-10,0-0-0 LOADING (psf) TCLL 25.0 ;Roof Snow=25.0) rCDL 17.0 3CLL 0.0 ` 3CDL 8.0 _UMBER- rOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF 2400F 2.0E NEBS 2x4 DF No.2 ETHERS 2x4 DF No.2 iEACTIONS. (size) 5=Mechanical, 6=0-3-0 Max Horz 6=180(LC 13) Max Uplift 5=-72(LC 14), 6=-78(LC 14) Max Gray 5=469(LC 21), 6=691(LC 21) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except wh OP CHORD 2-6=-511/240 IOT CHORD 5-6=-184/275 VEBS 3-5=-336/165, 3-6=-345/0 17 CSI. TC 1.:2 BC 0.4 WB 0.15 Matrix-SH TOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4- exposed ; end vertical left and right exposed;C-C for memb grip DOL=1.60 Truss designed for wind loads in the plane of the truss Gable End Details as applicable, or consult qualified TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Ca Unbalanced snow loads have been considered f.. This truss has been designed for greater of mi non -concurrent with other live loads. 1 All plates are MT20 plates unless otherwis 1 All plates are 1.5x4 MT20 unless otherwi- 1 Gable studs spaced at 1-4-0 oc. I This truss has been designed for a 1 )) . This truss has been designed fo• - will fit between the bottom chor. - I) Refer to girder(s) for truss to ?) Provide mechanical conne 1 • u• Truss Type GABLE -2-4-4 2-4-4 Qty Ply 1 1 6847 S 180TH STREETNIETNAMESE CHURCH R6149958 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:18 2020 Pa ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-JFVI1PbAnhsBkvCZkFKzmxyF ?P 7sRvc3ZowV 4-6-0 9-0-0 4-6-0 4-6-0 SEE ATTACHED 3/11/20 SUBMITTAL FOR THIS TRUSS 7x10M18SHS 3x4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 6.00 12 5x12 \\ 3x4 shown. DEFL. Vert(LL) Vert(CT) H0rz(CT) Wlnd(LL BRA TOP C- HORD T CHORD 3x4 410 18 5 3x4 = (loc) 1/defl L/d 0 4 5-6 >433 360 43 5-6 >240 240 0.00 5 n/a n/a 0.00 6 "" 240 • Scale = 1:36.0 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 83 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. CDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclos to 1-2-15, Interior(1) 1-2-15 to 8-10-4 zone; cantilever left an s and forces & MWFRS for reactions shown; Lumber DOL=1.60 p ht e ly. For studs exposed to wind (normal to the face), see Standard Industry ilding designer as per ANSI/TPI 1. ory III; Exp B; Partially Exp.; Ct=1.10 his design. oof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs dicated. indicated. 1 psf bottom chord live load nonconcurrent with any other live loads. live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide nd any other members. ss connections. n (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6. ■ 0�1,1 L. GALA, S 2 OF WASk.. ' t 43065 RFCISTEIt4' `NAL-1.461 March 10, 20 A WARN Design :lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trus ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buil. g design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is -ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .rication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component slaty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. G - Verify design parameters and READ NOTES ON I RIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Mi MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 osevitIe CA 95661 Truss Type Qty 5 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499585 Job Truss 2000442 TO6 Louws Truss, Inc, Ferndale, WA- 98248, COMMON 3-5-14 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:19 2020 Page 1 IO:ygwB_ulCx8dgDJAxUFTW_xzoRpv-oR2gEIboY7_2M3m1 HyrC185UFPorsKA3gillSyzcfPw 8-5-4 8.00 12 3-5-14 4x4 = 2 8 4-11-6 PI 9 3x6 1 103x6�� "O. 3 6 1.5x4 II 3-5-14 5 3x8 = 8-5-4 4 1.5x4 II 3-5-14 4-11-6 Scale = 1:43.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.53 BC 0.14 WB 0.12 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) -0.02 4-5 >999 360 Vert(CT) -0.03 4-5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.00 5 >999 240 PLATES GRIP MT20 220/195 Weight: 59 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Horz 6=-169(LC 10) Max Uplift 6=-43(LC 14), 4=-32(LC 15) Max Gray 6=407(LC 1), 4=407(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-390/120, 3-4=-376/107 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 7-1-1, Interior(1) 7-1-1 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 cri 00 Co Z0 a C co 05 0ww0UZ o o N c c.o a m 0 (D=fDQ0o0 o aQoo 0 j 0 oW 0 7 0 N da-m°� O O. 0 acO a 7 co 0co0 (2 E (u 0- o m o y, o o (D °.gym 10 a) 7 ' (1' 7 v ao 00 3co � y( 0 C C) 7 o O 7 o (D N 5 �D0-05 o-_-0 a) N CD 3 ° N f N v N 3 7 (D (7, O (D ^. 0 • C13 o a) CO m 33 2 0 o 13 � 00 I I O a) C • 0 Ol O 7 • N -. C 0, > C N y< om< a) • 0 a3 Q' -v o � 7 (D a g y30 0 (�D N CO m N 5 0 V/ 3 Cr /0 V/ :74 7CA1 © 2012 MiTek® All Rights Reserved :spodaa S3-33I S1VAOHddV 3aO313laOud 20 30 mo 33 N D mZ v mm 33 al N co m 0 m Z 1 11 m v m m Z v 1 0 z -i i�o m02 mzcA v D 33 xm m m N m N 33 D • r D< �z c 0m Dm m m x0 mm o1 zm 133 Tm =• 0 (n o mN w rn 71 TOP CHORD TOP CHORD WE1sAS 6upegwnN Ot m 0 O Q O m 0 0 - m O J m 7 (U a J (n 3 co N 0 m i 0 O O 0, cn CD CD 133 M1C MiTek MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 2000442 6847 S 180TH STREET/VIETNAMESE CHURCH The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R61529920 thru R61529921 My license renewal date for the state of Washington is May 25, 2021. STRUCTURAL CONCEPTS BReviewed 0 Rejected 0 Reviewed as Noted 0 Revise and Resubmit This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings and submittals do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions and quantities to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work with other trades; and for performing all work in a safe and satisfactory manner. Date: 3/11/20 By: PB (208) 343-2092 March 11,2020 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with A'NSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. 0 000442 Truss TO5C Truss Type GABLE Qty Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61529920 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-4-4 4-6-0 4-6-0 6 3x4 = Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Wed Mar 11 11:06:24 2020 Page 1 ID:ygwB_ul Cx8dgDJAxUFT W_xzoRpv-xVAsbSw18w_xvVXNGdhpxzXctgdlX Sogs4Pumbzc13z 9-0-0 4-6-0 9-0-0 3x4 3x10 II 4 5 3x4 9-0-0 Scale = 1:36.8 'late Offsets (X,Y)-- [2:0-7-10,0-0-01 -OADING (psf) 7CLL 25.0 Roof Snow=25.0) -CDL 17.0 3CLL 0.0 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.82 BC 0.43 WB 0.15 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.24 5-6 >433 360 Vert(CT) -0.43 5-6 >240 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.00 6 "" 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 85 lb FT = 0% .UMBER - OP CHORD 2x4 DF No.2 3OT CHORD 2x4 DF 2400F 2.0E NEBS 2x4 DF No.2 )THERS 2x4 DF No.2 iEACTIONS. (size) 5=Mechanical, 6=0-3-0 Max Horz 6=188(LC 11) Max Uplift 5=-74(LC 14), 6=-76(LC 14) Max Gray 5=469(LC 21), 6=691(LC 21) °ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. -OP CHORD 2-6=-511/238 3OT CHORD 5-6=-187/253 NEBS 3-5=-318/170, 3-6=-328/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. DOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 8-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 1) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Unbalanced snow loads have been considered for this design. ;) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) All plates are MT20 plates unless otherwise indicated. ') All plates are 1.5x4 MT20 unless otherwise indicated. 1) Gable studs spaced at 1-4-0 oc. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1) Refer to girder(s) for truss to truss connections. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6. March 11,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville GA 95681 Job Truss TO4A Truss Type Common Qty 3 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61529921 2000442 Louws Truss, Inc, Ferndale, WA - 98248, Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Wed Mar 11 11:06:22 2020 Page 1 I D:ygwB_ul Cx8dgDJAxUFTW_xzoRpv-?735AmvnclkDfCN_8CeLsYSQes0A3aeNPmwnijzc14? 4-11-6 8-5-4 3-5-14 1.5x4 II 1 8 1.5x4 II 1-10-8 4-11-6 7 1.5x4 II 4-11-6 4x4 = 3x8 = 8-5-4 1.5x4 II 1-10-8 3-0-14 3-5-14 Scale = 1:30.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSt. TC 0.17 BC 0.06 WB 0.06 Matrix-SH DEFL. in (loc) l/defl L/d Vert(LL) -0.00 5-6 >999 360 Vert(CT) -0.01 5-6 >999 240 Horz(CT) -0.00 5 n/a n/a Wind(LL) -0.00 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 5=Mechanical, 7=0-5-8 Max Horz 7=108(LC 11) Max Uplift 5=-25(LC 15), 7=-37(LC 14) Max Gray 5=278(LC 1), 7=536(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-457/123 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; 11=25ft; Cat. III; Exp B; 'Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 4-11-6, Exterior(2) 4-11-6 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7. March 11,2020 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED'MITEK REFERENCE PAGE M11-7473 rev. 10433/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Coo > - 00) Z a m rD 0W cn ; D -I r o v_ co XI M �.� � n 1 I 05 Ocoo9Z m CO N o °' o co c 4D ma m....c. o mvca2mo m 3:1y �� CDi�o�aow y (� 7m (D cn � 7 - �: O 0— Z d �Wa�Q�o 53�0� aocp� m�°,Q� . ��� �00 O Q -0 ID m 05 N N O• o DOj .c- x 0 r m o 3 -., (CD < N C' y O N A Q . O- Q, GQ (D 7 0.. j Q 0 O N 3 a y 0) O O `< O X _Aco 0) co O <� cn S co v in 0 y a y - 6 n D(Di a M d O Q O' .. N cO 0(D 00°80 O(D.< > - 'ancn3 0' -ocD"O 2 m`O cn g co co Q- Q. j (D O �' p U.� O O c cD if N �' y - (D con O O cD Q. y' N T l 7 - (0) 3 0 CO O Q to O O a • O • j . O- Z (p • • cn 7 (� El a; -5 00'' o-'a0i Quo amp 0°1 30 m D o • no 0co N J m 0 y 0 m12 in' (co m rn c o m m (D m con C o (n < 10 o = o' a o o �_' fD a, 0) 0n) CO " (D iir j n O .z N O N = C a N 5 0 o • w D - a 6 LV1d © 2012 MiTek® All Rights Reserved (D co F- ro (D c coa3 CT 5' 0- c•7 9)a a�W (D Q 0- -. CD 00)< scD 0 cnm C (D N 0) W 0. 3- (O • 0 m 0 a 0°7 • n 3 *. cOD � D � Z C (D N 4 c to 0, N c m 7cn cn (D o m y 7m �. 3 — co O a 3 O O • 5- .D a O 0) a cn 0 S (D •D 0) CD 0 (D mm �0) CO _. of m- cnm W NI• (...3 m7J Cr) J O W m 7J N co :spode S3-33I SIVAOtIddV moo 1311O08d zc) -+aC- cx xx0 MO m 0 2 00 to xi rc-1 mo mzcn mm lo> z -� xi z xm mo m0 m m m 170 11 W Cm tnN ND m > < 6 37z m c z s- itu -n Dm m 0 =o CD -< Mm m `ol z o -1 3 o) 0L Do xi 0 x0 mc0 N 7 - cl( o N m TOP CHORD TOP CHORD 0 0 2 0 71 N weiSAS 6uIJacgwnN maw mZ 7 3*-1 a> 7 a 7' N 0 0 3 N (O 1, c Q D) 7 7 l Op O n 3 c. N d p fD 0 D 7. N O (D N j' N m m a c v y m X m N N N a- O V d g O3 j (D FM N. m 5 . a O C 7 co N p N N N zN.O.5.NN ,1 o n o mom 2, 'Rif n3— m -O 0) .Z 7 N N N `G .. O (0 O' ° N a - - 7 (^ N < N N co m �y� O N 0 Oi Q 0 E. , 7 O (gyp a 7 - n [D N(D am f o• 2 d j (0 3 (D Pam/, a y 7 go ) 1 QD 7 N N 0 O1 = Bn 0 0 N N (p y sp QJ 3 E 10> 0 rrt O m CDO O 0 QJ O c 0. c C7 C N 0 1 •M11 MiTek® Re: 1902902 LEARNING CENTER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 192019 City of Tukwila BUILDING DIVISION MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 FILE The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R60308219 thru R60308233 My license renewal date for the state of Washington is May 25, 2021. bet SJ Z 1 eviewed, no exceptions noted ❑ Reviewed, exception, noted o Rejected Reviewed only for f7o1r ai compliance with the design cor7. .-t rcl gsnsral compliance with ti,v i:-F „action given in the contract ; acum nts. Any action shown is subject to tha requirements of the plans and 'pecifications. Contractor's €osponsibility includes but is not limiara to Jimunsiono which shall be conk -vied and correlated by Contractor at rise job site fabrication Processes and techniquas of construction coordination of his work with that of all other trades and satisfactory performance of his work. LOCHS', ENGINEERING OF IDAHO Data 17 Resubmittai required Bpsubmittai NOT required November 18,2019 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Uht; a it 2O9 REID NIDDLtT) INC, Job Truss Truss Type Qty Ply LEARNING CENTER R60308220 1902902 H01 California Girder 2 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:02 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-??gR_Soybc9l_OoJn9mfHyrga_bMxOyO8fmS?nylJ8p -2-6-0 3-8-3 7-4-0 7-10-15 11-7-6 16-0-2 19-8-9 29-3-8 23-11-5 27-7-8 30-1-8 2-6-0 3-8-3 3-7-13 0- -15 3-8-7 4-4-11 3-8-7 0- -1 3-7-13 3-8-3 2-6-0 4.00 12 18 3x8 M BSHS 11 17 5x8 1.5x4 II 16 15 4x6 = 3x4 = 5x14 M18SHS = 3x4 = 14 4x4 = 5x8 13 3x4 = 3-8-3 7-4-0 11-7-6 16-0-2 20-3-8 23-11-5 3-8-3 3-7-13 4-3-6 4-4-11 4-3-6 3-7-13 12 3x8 = 1 27-7-8 3-8-3 Scale = 1:54.0 11 3x8 M18SHS 11 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [4:0-3-8,0-3-4], [7:0-3-8,0-3-4], [9:0-3-0,0-2-0], [12:0-2-12,0-1-8], [15:0-7-0,0-3-0], [17:0-1-12,0-2-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.90 BC 0.92 WB 0.64 Matrix-SH DEFL. in (loc) I/defl Ltd Vert(LL)-0.2614-15 >999 240 Vert(CT) -0.40 14-15 >817 180 Horz(CT) 0.10 11 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 153 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, 4-7: 2x4 DF 2400F 2.0E except end verticals, and 2-0-0 oc purlins (3-1-0 max.): 4-7. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-15: 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 REACTIONS. (lb/size) 18=2547/0-5-8, 11=2547/0-5-8 Max Horz 18=10(LC 14) Max Uplift 18=-382(LC 6), 11=-382(LC 7) Max Gray 18=2711(LC 29), 11=2711(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3405/453, 3-4=-4406/663, 4-5=-5526/806, 5-6=-5502/797, 6-7=-5525/806, 7-8=-4406/663, 8-9=-3402/452, 2-113=-2632/414, 9-11=-2629/413 BOT CHORD 16-17=-395/3201, 15-16=-578/4208, 14-15=-722/5504, 13-14=-570/4208, 12-13=-386/3200 WEBS 3-17=-1009/235, 3-16=-216/1169, 4-16=-485/204, 4-15=-232/1765, 5-15=-1042/247, 6-14=-1045/255, 7-14=-233/1766, 7-13=-486/204, 8-13=-216/1171, 8-12=-1012/236, 2-17=-450/3333,9-12=-449/3328 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pondirlg. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1(10 Ib uplift at joint(s) except (jt=1b) 18=382, 11=382. 11) Girder carries hip end with 7-7-1 end setback. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 574 Ib down and 172 Ib up at 20-0-7, and 574 Ib down and 172 Ib up at 7-7-1 on lop chord. The design/selection of such connection device(s) is the ,responsibilit1 ol,others. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For genera" guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. November 18,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308220 1902902 H01 California Girder 2 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:02 2019 Page 2 ID:IXeBTx413zUy5N65LTcLxXz8crN-??gR_Soybc9l_0oJn9mfHyrga_bMxOy08fmS?nylJ8p NOTES- 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-4=-64, 4-7=-146, 7-9=-64, 9-10=-64, 11-18=-37(F=-21) Concentrated Loads (lb) Vert: 4=-493 7=-493 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308221 1902902 H02 Califomia 2 1 Job Reference (optional) Louws Truss, Inc, -2-6-0 2-6-0 Femdale, WA - 98248, 4-8-3 4-8-3 4.00 12 4x6 II 15 2 14 13 3x4 = 3x6 163 9-4-0 9-4-0 9-10-15 13-9-12 4-7-13 0- -1 3-10-13 4x6 12 5x8 = 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:04 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-yOnCP8pD7DPTDhyivao7MNwEloMnPHhhczFZ3fyIJ8n 17-8-9 13- 22-11-5 27-7-8 I 30-1-8 3-10-13 0- -1 4-7-13 4-8-3 2-6-0 3x4 = 4x6 17 185 19 20 6 18-3 5 11 3x8 = 3x6 7 21 27-7-8 224x6 I I 8 23 10 3x4 = 9-4-0 8-11-13 9-4-0 Scale = 1:54.0 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-0-7,0-2-0], [6:0-0-7,0-2-0], [8:0-3-0,0-1-8], [10:0-1-8,0-1-8], [12:0-4-0,0-3-0], [13:0-1-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.69 BC 0.61 WB 0.75 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.16 12-13 >999 240 Vert(CT) -0.30 12-13 >999 180 Horz(CT) 0.06 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 143 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 13=1263/0-5-8, 10=1263/0-5-8 Max Horz 13=-17(LC 15) Max Uplift 13=-195(LC 10), 10=-195(LC 11) Max Gray 13=1540(LC 33), 10=1540(LC 33) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-5 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1721/182, 4-5=-1628/188, 5-6=-1628/188, 6-7=-1721/182, 2-13==-505/142, 8-10=-505/142 BOT CHORD 12-13=-155/1529, 11-12=-134/1922, 10-11=-130/1529 WEBS 3-12=-44/338, 4-12=0/279, 5-12=-406/94, 5-11=-406/94, 6-11=0/279, 7-11=-44/338, 3-13=-1836/225, 7-10=-1836/225 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 9-1-11, Exterior(2) 9-1-11 to 14-2-13, Interior(1) 14-2-13 to 18-5-13, Exterior(2) 18-5-13 to 23-6-14, Interior(1) 23-6-14 to 30-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof 'ive load of 16.0 psf or 2.00 times flat roof Load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 13=195, 10=195. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 18,2019 WARNING - Verify design ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 10Po 0 A rUY g p ll 7179 rev. 3/2 15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308222 1902902 H03 Califomia 2 1 Job Reference (optional) Louws Truss, Inc, -2-6-0 2-6-0 Femdale, WA - 98248, 14 1.5x4 1I 5-8-3 5-8-3 13 3x6 = 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:05 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-Qa LadTgrtXXKrrXuS H KMvbTNeBls8pbgrd_6b6yIJ 8m 11-4-0 11 10-{15 15-8-9 1 j-3 21-11-5 27-7-8 30-1-8 5-7-13 0-6-15 3-9-10 0-6-115 5-7-13 5-8-3 2-6-0 5x8 12 5x6 = 4x6 11 3x8 = 18 3x4 19 10 3x6 = 5x6 20 21 7 9 1.5x4 II 5-8-3 11-4-0 16-3-f; 1 21-11-5 27-7-8 5-8-3 5-7-13 4-11-8 5-7-13 5-8-3 Scale = 1:54.0 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [4:0-4-0,0-3-4], [5:0-0-7,0-2-0], [7:0-3-0,0-2-0], [9:0-2-0,0-1.4], [10:0-2-12,0-1-8], [12:0-3-0,0-3-0], [13:0-2- 2,0-1-8], [14:0-2-0,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.78 BC 0.43 WB 0.39 Matrix-SH DEFL. in (loc) I/deft Lid Vert(LL) -0.11 12 >999 240 Vert(CT) -0.16 12-13 >999 180 Horz(CT) 0.04 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 149 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 14=1263/0-5-8, 9=1263/0-5-8 Max Horz 14=-27(LC 15) Max Uplift 14=-158(LC 10), 9=-186(LC 11) Max Gray 14=1705(LC 34), 9=1699(ILC 34) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-8 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2167/177, 3-4=-1883/190, 4-5=-1703/202, 5-6=-1883/191, 6-7=-2148/177, 2-14=-1657/225, 7-9=-1651/226 BOT CHORD 12-13=-127/1971, 11-12=-89/1675, 1C-11=-103/1950 WEBS 3-13=-364/88, 3-12=-332/84, 6-11=-318/67, 6-10=-357/89, 2-13=-134/2035, 7-10=-135/2004 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 11-7-1, Exterior(2) 11-7-1 to 21-6-14, Interior(1) 21-6-14 to 30-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10(1 Ib uplift at joint(s) except (jt=1b) 14=158, 9=186. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 18,2019 AWARNING - Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308223 1902902 J02 Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:06 2019 Page 1 1 -2-6-0 2-6-0 5 2x4 II H ID:IXeBTx4 3zUy5N65LTcL.xXz8crN-unvygprTerfBS?640?rbSo0YOb9rtMy_3Hkg8YyIJ81 1-10-15 1-10-15 3 2-0-0 4 2-0-0 0, or 0 Scale = 1:13.7 Plate Offsets (X,Y)-- [5:0-2-0,0-1-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1..15 Lumber DOL 1..15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.19 WB 0.00 Matrix-R DEFL. in (loc) 1/defl Lid Vert(LL) 0.00 4-5 >999 240 V'ert(CT) 0.00 4-5 >999 180 Horz(CT) -0.03 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=367/0-5-8, 4=-13/Mechanical, 3= 45/0-5-8 Max Horz 5=42(LC 11) Max Uplift 5=-117(LC 10), 4=-39(LC 20), 3=-162(LC 20) Max Gray 5=557(LC 20), 4=25(LC 5), 3=17(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-488/182 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 1-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10(1 Ib uplift at joint(s) 4 except (jt=Ib) 5=117, 3=162. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308224 1902902 JO2A Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:07 2019 Page 1 -2-6-0 2-6-0 5 3x4 I1 ID:IXeBTx413zUy5N65LTcLxXz8crN-MzTK29s5P8o249gHZiMq_OYIX?TWcpC7IxTDgyIJ8k 2-0-0 3-10-15 2-0-0 1-10-15 2-0-0 4 2-0-0 3 1v 0 0 N 0 N Scale =1:17.1 Plate Offsets (X,Y)-- [2:0-2-13,0-0-8], [5:0-2-0,0-0-112 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.69 BC 0.29 WB 0.00 Matrix-R DEFL. in (loc) 1/defl Lid Vert(LL) 0.01 4-5 >999 240 Vert(CT) 0.01 4-5 >999 180 Florz(CT) -0.05 3 n/a n/a REACTIONS. (Ib/size) 5=374/0-5-8, 3=64/0-5-8, 4=-13/Mechanical Max Horz 5=54(LC 11) Max Uplift 5=-104(LC 10), 3=-45(LC 20), 4=-68(LC 20) Max Gray 5=494(LC 20), 3=80(LC 21), 4=26(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 2'50 (Ib) or less except when shown. TOP CHORD 2-5=-396/168 PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 3-8-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0osf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=Ib) 5=104. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 WARNING - Verifydesignparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. 9 R E. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 111111111 Mil MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job . - , Truss Truss Type Qty Ply LEARNING CENTER R60308225 1902902 JO2B Jack -Open 4 1 Job Reference (optional) ouws Truss, Inc, erndale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:08 2019 Page 1 -2-6-0 2-6-0 I D:IXeBTx413zUy5N65LTcLxXz8crN-q91 iFVs)/,SwviJFT7Pt3XD5utPn0LGRHXbDmCQyIJ8j 2-0-0 5-10-15 2-0-0 3-10-15 2-0-0 2-0-0 3 m 0 Scale = 1:20.6 0 c%> Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.78 BC 0.33 WB 0.00 Matrix-R CIEFL. in (loc) I/deft Ud Vert(LL) 0.01 4-5 >999 240 Vert(CT) 0.01 4-5 >999 180 Horz(CT) -0.06 3 n/a n/a REACTIONS. (Ib/size) 5=398/0-5-8, 3=135/0-5-8, 4=20/Mechanical Max Horz 5=69(LC 10) Max Uplift 5=-96(LC 10), 3=-53(LC 14), 4=-82(LC 20) Max Gray 5=492(LC 20), 3=167(LC 21), 4=33(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 2'50 (Ib) or less except when shown. TOP CHORD 2-5=-406/173 PLATES GRIP MT20 220/195 Weight: 16 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 5-8.3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTEIR R60308226 1902902 J08 Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:08 2019 Page 1 -2-6-0 1-10-15 2-6-0 4.00 12 1-10-15 3 2-0-0 ID:IXeBTx413zUy5N65LTcLxXz8crN-q91 iFVsjASwviJFT7Pt3XD5utPmTLGRHXbDmCQylJ8j 8-0-0 2-0-0 6-0-0 Scale =1:20.2 Ic Plate Offsets (X,Y)- [2:0-2 0,0-1-12], 15:0-1-12,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.43 WB 0.00 Matrix-R DEFL. in (loc) 1/defl L/d Vert(LL) -0.13 4-5 >739 240 Vert(CT) -0.22 4-5 >419 180 Horz(CT) 0.04 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 5=372/0-5-8, 4=50/Mechanical, 3=-18/0-5-8 Max Horz 5=42(LC 11) Max Uplift 5=-107(LC 10), 3=-147(LC 20) Max Gray 5=551(LC 20), 4=119(LC 5), 3=80(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-473/208 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied) or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 1-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof ive load of 16.0 psf or 2.00 times flat roof (load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101) Ib uplift at joint(s) except (jt=Ib) 5=107, 3=147. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 A WARNING - Verify design parameters and READ NOTES ON 7N15 AND INCLUDED MITES( REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job „ Truss Truss Type Qty Ply LEARNING CENTER R60308227 1902902 JO8A Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:09 2019 Page 1 -2-6-0 3-10-15 I D:IXeBTx413zUy5N65LTcLxXz8crN-IMb5SrtLxm2mJTgfh7O13Rd51 p5Q4jhQIEyKktyIJ8i 2-6-0 5 3x4 II 2-0-0 2-0-0 3-10-15 3 8-0-0 6-0-0 4 Scale =1:19.9 Plate Offsets (X,Y)-- [2:0-2-13,0-0-8], [5:0-2-0,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- :2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CS!. TC 0.69 BC 0.45 WB 0.00 Matrix-R DEFL. in (loc) I/deft Ud Vert(LL) -0.13 4-5 >694 240 Vert(CT) -0.24 4-5 >394 180 Horz(CT) -0.07 3 n/a n/a REACTIONS. (Ib/size) 5=394/0-5-8, 3=76/0-5-8, 4=50/Mechanical Max Horz 5=54(LC 11) Max Uplift 5=-85(LC 10), 3=-44(LC 20) Max Gray 5=478(LC 20), 3=92(LC 2'1), 4=122(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-396/178 PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 3-8-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for' this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308228 1902902 JO8B Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -2-6-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:10 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-mY9TgBu_i3AdxcPrFgvXceADNC RHpAxZ_uitHJyIJ8h 5-10-15 2-6-0 5 3x4 = 2-0-0 5-10-15 8-0-0 3 4 2-0-0 6-0-0 Scale = 1:20.8 Ir' d Plate Offsets (X,Y)-- (2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.78 BC 0.47 WB 0.00 Matrix-R DEFL. in (loc) I/defl L/d Vert(LL) -0.14 4-5 >659 240 Vert(CT) -0.26 4-5 >365 180 Horz(CT) -0.10 3 n/a n/a REACTIONS. (lb/size) 5=447/0-5-8, 3=145/0-5-8, 4=56/Mechanical Max Horz 5=69(LC 10) Max Uplift 5=-89(LC 10), 3=-52(LC 14) Max Grav 5=466(LC 20), 3=178(LC 21), 4=125(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-395/176 PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h==25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 5-8-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof llve load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MB- MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308229 1902902 JO8C Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -2-6-0 2-6-0 5 3x4 = 2-0-0 2-0-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:11 2019 Page 1 I D:IXeBTx413zUy5N65 LTcLxXz8crN-FkjrtXvcTN I UZm_2oYQ m9sjM McnzYd Bj DYRQplylJ8g 7-10-15 7-10-15 8-0-0 6-0-0 4 Io Scale =1:23.7 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.96 BC 0.51 WB 0.00 Matrix -MR DEFL. in (loc) 1/deft Lid Vert(LL) -0.15 4-5 >633 240 Vert(CT) -0.28 4-5 >330 180 Horz(CT) 0.15 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=507/0-5-8, 3=210/Mechanical, 4=69/Mechanical Max Horz 5=89(LC 10) Max Uplift 5=-100(LC 10), 3=-72(LC 10) Max Gray 5=528(LC 21), 3=263(LC 21), 4=129(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-476/182 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 7-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. November 18,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job - • Truss Truss Type Qty Ply LEARNING CENTER R60308230 1902902 JO8D Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:11 2019 Page 1 -2-6-0 2-6-0 4x4 II 3x4 = 2-0-0 2-0-0 4.00 12 I D:IXeBTx413zUy5N65LTcLxXz8crN-FkjrtXvcTN I UZm_2oYQm9sjMN cnvYd Bj DYRQpIy I J8g 8-0-0 9-10-15 8-0-0 1-10-15 10 8 8-0-0 6-0-0 Scale =1:27.2 0 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CS!. TC 0.96 BC 0.51 WB 0.00 Matrix-R DEFL. in (loc) 1/deft Ud Vert(LL) -0.15 5-6 >631 240 V'ert(CT) -0.29 5-6 >327 180 Horz(CT) 0.15 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 30 Ib FT = 0% BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 6=0-5-8, 3=0-1-8. (Ib) - Max Horz 6=108(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 6=526(LC 21), 3=344(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-475/178 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 9-1 D-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof ive load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308231 1902902 J08E Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -2-6-0 8-0-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:12 2019 Page 1 ID:IXeBTx413zUy5N65LTcLxXz8crN jwGD5twEEhOLAwZEMFy?h3FYN078H4RsSCB_LCyIJ8f 11-10-15 2-6-0 7 3x4 = 2-0 2-0--00 8-0-0 8-0-0 6-0-0 6 3-10-15 Scale = 1:30.7 Io Plate Offsets (X,Y)-- [2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- :2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Y.ES Code IRC2015/TPI2014 CS!. TC 0.88 BC 0.51 WB 0.00 Matrix-R DEFL. in (loc) I/defl Lid Vert(LL) -0.15 6-7 >631 240 Vert(CT) -0.29 6-7 >327 180 Horz(CT) 0.14 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 33 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (t=length) 7=0-5-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 7=126(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 7, 5, 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 7=517(LC 21), 3=340(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-464/171 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 11-'10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 10) Provide mechanical connection (by others) of trusts to bearing plate capable of withstanding 1(10 Ib uplift at joint(s) 7, 5, 3, 4. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. November 18,2019 M11 MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Truss JO8G Truss Type Jack -Open Qty 2 Ply 1 LEARNING CENTER Job Reference (optional) R60308232 Job 1902902 Louws Truss, Inc, Ferndale, WA - 98248, -2-6-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:13 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-B7gbIDws?_YCo48QwzTE EHojeQTNOXhOgswXteyIJ8e 8-0-0 13-7-15 2-6-0 8 3x4 = 2-0-0 8-0-0 8-0-0 7 2-0-0 6-0-0 5-7-15 Scale =1:33.2 Io 0) 0 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.84 BC 0.51 WB 0.00 Matrix-R DEFL. in (loc) 1/defl Lid Vert(LL) -0.15 7-8 >631 240 Vert(CT) -0.29 7-8 >327 180 Horz(CT) 0.13 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 8=0-5-8, 6=Mechanical, 7=Mechanical. (Ib) - Max Horz 8=142(LC 10) Max Uplift All uplift 100 Ib or less al joint(s) 8, 6, 4, 5 except 3=-101(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 8=513(LC 21), 3=316(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-460/166 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 13-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss.; to bearing plate at joint(s) 3, 4, 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6, 4, 5 except (jt=Ib) 3=101. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. November 18,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job - , Truss Truss Type City Ply LEARNING CENTER R60308233 1902902 TO1 Common 13 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -2-6-0 2-6-0 11 3x4 = 7-0-10 7-0-10 9-3-11 9-3-11 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:14 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-fJO_WYxUmIg3QEjdUg_TmULvsgngluB9vWg5Q4yIJ8d 13-9-12 20-6-14 I 27-7-8 I 30-1-8 I 6-9-2 6-9-2 7-0-10 2-6-0 4x6 = 15 16 3x6 5 10 18 19 9 5x6 = 3x4 = 174x6 II 6 8 3x4 = 18-3-13 27-7-8 9-0-3 9-3-11 Scale = 1:52.3 7 R m Plate Offsets (X,Y)--[2:0-3-0,0-1-4],[3:0-2-8,0-1-8],[5:0-2-8,0-1-8],[6:0-3-0,0-1-4],[8:0-1-8,0-1-8],[10:0-3-0,0-3-0],[11:0-1-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.81 BC 0.63 WB 0.43 Matrix-SH DEFL. in (roc) I/deft Ltd Vert(LL) -0.22 9-10 >999 240 Vert(CT) -0.31 9-10 >999 180 Horz(CT) 0.06 8 n/a n/a REACTIONS. (Ib/size) 11=1263/0-5-8, 8=1263/0-5-8 Max Horz 11=36(LC 14) Max Uplift 11=-175(LC 10), 8=-175(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 25C (Ib) or less except when shown. TOP CHORD 3-4=-1648/157, 4-5=-1648/157, 2-11=-420/156, 6-8=-420/156 BOT CHORD 10-11=-130/1589, 9-10=-35/1263, 8-9=-99/1589 WEBS 4-9=-37/472, 5-9=-269/145, 4-10=-37/472, 3-10=-269/145, 3-11=-1702/155, 5-8=-1702/155 PLATES GRIP MT20 220/195 Weight: 137 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Virsd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 13-9-12, Exterior(2) 13-9-12 to 17-4-15, Interior(1) 17-4-15 to 30-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other mernbers, with BCDL = 8.0psf. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 11=175, 8=175. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses'and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mffek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 • 03 ON Z 0 (n 00 CO 0 05 G)oop-OZ o o u)Cc_c1)v0 C. 3vma: aCDcomo ,n.. f0 p co O N 0a9eG)g) 0 co Wo 3 ac°i y. O p) a p) N c0 a2.g aaCD 0 • Mn (nWa=; co z G) -°C�7 a aFri 5 C) c X D) Ea. C7a o.N cr �� $ 0 3 Quo co A. 7' O M • D) O M . o NOIIVOO1 ON '!1 X RI ,A, CA R o 0 rr1 o ✓ ° o a 3 W m°c-I at n__-i N'a-n 7 .0 CA tea? av° N fD C y 7 C cn o D A COcn • 3 0 :'.°' 0a�t ° ox N . N N 01 O7 a V 7 -0 a' 0 a Cr 0 R Q y= O. p C N 0 cn N •7 °' aau7, _ v°i a 3 5 a av o 3 c5i• N (3D N X N (0n C 7 o 7 • O N O NOa0 G NNW CD0 7C0 N 7 CD 0 0 D) 0 <D NOI1V1N3I IO aNV NOIIV3OI 31V1d cn 3 cr 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 EMI • c N N N 7 N (0 0 cp co. S y � 7 Vl fD m °- co O 0 • -. P R O D) 0. 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O y ^7 N °C W U%nC 'O E. .L j 91.d G N d �'M y 7 O N 7 cd-Y • 7iP C° �� <O• d W ZC F y 7 j O'y W W 0- W y n c0 O• D: • W :7 C d y� W VS 7 0 N 72d ,W. ^ W d S -{�`G y O .p j W U U O y c0 _ 7 d W es". W d N 0 0 C W W O O ° al �. 0. .o-. - 4i N W m y O N N a 7 d 0 d» ^' » 'O `G .d.. A O 0 c7p 0 O -ID W W y co- x W a v g v _a W 5 _,-0 S o2 am O y y C F 7'0 ..y > .O d C O .� 3O' 2 j Wc0 3 W N o o'> 77m p '� 2 N m cdi _a o c��� C m i �. m 'W N W F j 0 y N 2 F. p W 'y CD ch G • CD 0 N. O 5 3 W o co y< 3• to • 7 W 0. C 'O N '� S 7 0 C�1 a 7 N W N W a a m �) C) y W W O'P y 7 W Q < O N F Q p >:� ?' c o 3 N Q W O -71 no 9) co • (D O 0 O - O CD C f• ro. O n C co co 10> CD CD 0) SOWN I ;e jeS 0 0 I 0 0 zor dzor Azor azor vzor zor CO 0 80-LO-LZ fl 0 0 W 0 W x CO CO CO co 00 0 0 0 0 0 CD —) _) "i 7 0 U co CO -, co 0 0o 0 +I I 1.0H ZOH £OH _ I.a-- { 1.01 601 - { 1 W01 L01 601 D--« D1.01 601 I I - I 6:- D101 -- P1 1.01 , __< p= l01 I £OH ZOH 60H r P b CO 0 CO 0 co 0 0 CO 0 W CO 0 CO uJ a> 0 0 0 CO 0 0 0 0 00 0 0 360.384.9000 Date: 11/12/2019 FOR REFERENCE 80-LO-LZ 0 0:gzq fli • LZ," LU LU C'Nj C=1 0 Lj co, Z Sabina Surana, P.E. Reid Middleton 728 134th Street SW, Suite 200 Everett, WA 98204 425.741.3800 November 19, 2019 RIVERSTONE STR..JCTU RAI CONC aTS FILE ECM \ DEC - 5 2019 REID MIDDLETON, INC. RE: Deferred Submittal #1-Helical Piers -Church of the Vietnamese Martyrs (D19-0080) REVIECODE COMPLIANCE LIANCE APPROVED Sabina: Per your request, we are addressing your comments regarding Defererred Submittal #1. DEC 12 2019 Comment #1: City of Tukwila BUILDING DIVISION 1. Helical pile sketch SK-1 states that "helical piles as shown are not designed to resist lateral forces". However, Plan Note 16 on Sheet 51.00 appears to list the required designed shear forces that helical piles should be designed for. Documentation should be provided to verify that the design of helical piles is adequate. See IBC Section 107.3.4.1. Response: After permit approval, the helical pier designer had requested that in lieu of using battered helical piers to resist the lateral forces, if we could use friction of the subgrade along with passive pressure to transmit the lateral forces to the ground. Upon approval of this method from the Geotechnical Engineer of Record, the design team agreed to use the existing grade beam system to transmit the lateral forces to the ground via conventional methods. No revisions were required to the drawings. Please see attached email communication in the Appendix. Comment #2: 2. Product information bulletins for D10 Series 1-3/4" RCS Helical Piles/Anchors and P35 Series 3-1/2" (Schedule 40) Helical Steel Pipe Piles are provided in the submittal package. Clarification should be provided for the proposed piles to be used for the project. See IBC Section 107.2.1. Response: Due to the comment response #1, the larger diameter piers are no longer required for lateral resistance. 010 Series- 1 %" RCS anchors have required vertical resistance of 40 kips/pile for the project. be-tr tLqoo8o REID MIDDLETON, INC. Respectfully, 6.10 Patrick Bird, P.E./S.E. Principal Engineer Reviewed by:, Dana Hennis, P.E./S.E. Design of Responsible Charge f t'. J.1 E ./r..•. APPENDIX K RIVERSTONE STRUCTURAL. CONIC-'TS RE Faith - teaming center plans 12-02-19 Exp 01-07-20 4110 Ricky Wang <RWang®Riley-Group.com> ^a Forward, ''' John M[Dow dR • Patrick Bir; .; Nat Ngsgen Mon 6/24/201911:02 AN Cc zoo. IOyahwo.cor 'Urn Me; Kevin 1 Broderick'. kismM.mOgrnrLconc .,. tan do Q Mu repaid to this message on 6/24201911:19 AM. 9aggesteo Meetings + Get more add -ins Patric*, Now about 250 PCF for design pestive resistance? R inckides a SF of 1.5. t me know whether R is enough for you. Rlrly Wee(, PhD, PE. GIE I Yoe President Principal Engineer I leeN11•91111/19011g.com Office: 425-415-0551 I Fac 425-415-0311 I Cell: 206-909-2230 Reim John McDovau jmMOodoimmpBBewnncoml Sod Friday, June 21. 2019 757 MA TeePr trick and . Ricky Wang RWari xuI .com>; Nat Nguyen 4 ptn marvacnet> CC 'Seen NV , Kahn 1 Waded& doevidebroderidardutects.comr WIleggiticgs td do cUdo232170ydioo.rmm> 9aMect RE: Faith - lemming center pens HI Patrick, often tics the gedtedi an ghe you a timber for passive resistance for fo datlae busied afw flnal baddfh. If that Is not e nough lateral resistance, we will need to batter the piles witch will likely add a good m tuber of piles — more money. Risky, can you take a look at tlts and pt hat to Patrick with a number that would be appredated. I will hang tight until you and Patrick do some figuring. SAFETY - SERVICE 671 E. RIVERPARK LANE, SUITE 150 I BOISE, IDAHO 83706 I 208.39 ERGO C. II 1 1111 RILEYGROUP December 5, 2019 Mr. Kevin Broderick Broderick Architects 55 South Atlantic Street, Suite 301 Seattle, Washington 98134 Subject: Helical Pile and Foundation Plan Review VM Learning Center 6847 South 180th Street Tukwila, Washington 98188 RGI Project No. 2017-012 References: Geotechnical Engineering Report prepared by The Riley Group, Inc. dated February 8, 2019 Foundation Plans for VM Learning Center (S0.00 to S2.11) prepared by Riverstone Structural Concepts dated June 4, 2019 Dear Mr. Broderick: As requested, The Riley Group, Inc. (RGI) has reviewed the referenced foundation plans. Based on our review, the new foundations will be supported on helical piles. The design is consistent with the recommendation in the referenced geotechnical report. The design submitted to City of Tukwila have been reviewed and conform to the recommendations of the analysis, report and follow-up design memos, and provided that the conditions and recommendations are satisfied, the construction and development will not increase the potential for soil movement or settlement. The risk of damage to the proposed development and from the development to adjacent properties from soil instability will be minimal. We trust the information presented is sufficient for your current needs. If you have any questions regarding this letter report or require additional information, please call us at (425) 415-0551. Sincerely, THE RILEY GROUP, INC. Ricky R. Wang, PhD, PE Principal Engineer bk4- bictwoogo Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 0 Fax 425.415.0311 www.riley-group.com REVIEWED OR CODE COMPLIANCE APPROVED DEC 12 2019 City of Tukwila BUILDING DIVISION 2/5"Zti►1 REID MIDDLETON, INC. Structural Calculations for: VMLC — Helical Pile Design 6847 S 180th St Tukwila, WA 98188 9/6/2019 tS\rET2o19j REID MIDDLETON, INC. REID MIDDLETON, INC. Prepared for: McDowell Pile King Job #: 01255-2019-21 Date: September 6, 2019 b4Su,*' blci--00 8 0 �j STRUtEURAI / et�t�e+�irrHc REVIEWED FOR CODE COMPLIANCE APPROVED DEC 12 2019 City of Tukwila BUILDING DIVISION General Submittal Review engineering This document has been reviewed ONLY for general compliance with the design concept of the project and the information given in the contract drawings. For additional review limitations see the attached Lochsa Engineering submittal review cover letter. DATE: 9-16-19 BY: DMH SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 O 206.443.6212 O 253.284.9470 ssfengineers.com VMLC Helical Torque Anchor Design In Cohesionless Soils Helical anchors installed in cohesionless soils , generally sands and gravels, develop capacity related to overburden pressure and bearing capacity according to equation lb: Equation Ib: IItimate Capacity - Cohesksnlcss Soil P. or T.-, EAii (q \) or E.1n = P. or T./(q h'q) Determine overburden pressure and Nq from soils investigation and using table 7: SOIL PROPERTIES (See figure on this sheet for soil layer numbering) Soil 1 (Set Depth to 0 if less than 2 soil layers) Soil 2 (Set Depth to 0 if less than 3 soil layers) Soil 3 y depth Ib/ft3 ft Nq 90 10 14 110 28 17 115 20 32 Depth to Centerline of Helical Anchor Group Dct= 40 ft STP Blow Count of Soil at Anchor Group CL, N= NaL= 30 Depth to Water Table Dwr= 18 ft (assumed) TORQUE ANCHOR REQUIRED CAPACITY Required Anchor Allowable Capacity 40000 Ibs Desired Factor of Safety 2 Required Ultimate Capacity = S.F. x Capacity Pu,RQQ= 80000 Ibs Loading Condition (Compression, Tension, Both) Compression Try Helical Lead Section: *TAF-175-84 (8-10-12) (Maclean Dixie P35/D10 Combo w PL 8/10/12) CHECK LEAD SECTION ULTIMATE SOIL CAPACITY: Plate Projected Area Ah= 1.62 ft2 Overburden Pressure At Anchor Group Centerline q= 2846 lb/ft2 Bearing Capacity Factor at Anchor Group Centerline Nq= 32 Ultimate Capacity of Anchor Pu, Tu= 147172 Ibs Solis Capacity Check Pu,Tu>Pu,RQQ OK CHECK ESTIMATED INSTALLATION TORQUE: Empirical Torque Factor, k Estimated Installation Torque, T = (Pu)/k Rated Torsional Strength= Section Installation Torque Check CHECK SECTION LOAD LIMITS: k= 10.0 T= 8000 ft-lb Ta= 10000 ft-lb Ta>T OK Section Axial Compression Load Limit (per MD) Section Ultimate Tension Strength (per MD) Axial Compression Limit Check Tension Strength Check CHECK HELICAL PLATE CAPACITY: Pu,M,x 90000 Ibs Tu,M,x 90000 Ibs PU,MZM>PU,RQD OK Tu,M,,,>Tu,RQ0 Not Required Ultimate Plate Capacity /Plate Lead Section Number of Plates Total Helical Plate Ultimate Strength Plate Strength Check PU,Piates PU,Plates>PU.RQQ 30,000 Ibs 3 Plates 90000 Ibs OK PILE DESIGN SUMMARY: Soils Capacity Check OK Section Installation Torque Check OK Axial Compression Check OK Tension Check Not Required Plate Strength Check OK STRUCTURAL ENGINEERING VMLC Helical Piles Tabl6 7. Properties of Cohsslonless Soil Sal Density 1 SPT Blow Fddion I GP ON Density • y" 6,41' oswl0tlon Court "N" A6gN .4" 1 Fedor "Ny" Moist 304115ubm4404d Wry Loee* F ` 2 26° t3 I 3-4 26° 13 70 - 100 45 .62 Lao.. L.. f0 90-115 52.65 3W IS wet.. I1 11-15 I 16-10 i 20-23 30°-32° 17-19 - 110-130 1 6e-00 32°•33° r 20-22 73'•34° I 23-25 24 - 27 • 26 - 30 34• IS 26 - 29 - 35° - 36° 30 - 32 Oen4. 31-34 - 36-s6 , I » - 41 36°•37° 34.37 110 - 140 f 60 • 97 3r.36° I 36-43 36° • 39' 46 - ae 30°• 40'- 50-56 40' • 41' 59 - 66 42-45 {{ 46 - 50 I very 04094 ° 50 > 42' End B6aelnp 1401 ' 65 LOAD PILE CAP EXTENSION --• EXTENSION HELICAL PLATE LEAD SECTION HELICAL PLATE • HELICAL PLATE Density 1 d c Density 2 d WATER TABLE Density 3 d PROJECT r • r y 9/6/2019 d�1E . PRO J#EBG DESIGN SHEET 1 of 9 Pile Design Graph Total Ultimate Geotechnical Capacity —!• Mechanical Capacity 100 I I I I IIII IIII 10 20 30 35 40 Torque Ratings Installation Tc 0 10000 IIII II[I IIII IIII •t 1l in `i. 0 c) c) co Capacity vs Depth Torque vs Depth STRUCTURAL ENGINEERING VMLC Helical Piles PROJECT 9/6/2019 DATE PROD. >x EBG O 0 (; ssfengineers.com SWENSON SAY FAGET DESIGN 2 of 9 SHEET Project Name: Wells Fargo Learning Center Project Number: 2017-012 Client: Broderick Architects • • • Boring No.: B-1 EI R Sheet 1 of 2 RIL Date(s) Drilled: 1/26/2017 Logged By: ELW Surface Conditions: Gravel Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: 4" Total Depth of Borehole: 49 feet bgs Drill Rig Type: Truck Mounted Drilling Contractor: EDI Approximate N/A Surface Elevation: Groundwater Level: 18' Sampling Method(s): SPT Hammer Data : 140 Ib, 30" drop, auto -trip Borehole Backfill: Bentonite Chips Location: 6847 South 180th Street, Tukwila, Washington Elevation (feet) 11) 8) L a a) 0 0 Sample Type 5—N 15- 20 25 0 a) Q E N rn O ris N y a) CC 472 Q m o .a 3 3 3 8 11 11 10 SM SP-SM SP 0 0 0 L ES t1 0 MATERIAL DESCRIPTION Gray silty sandy GRAVEL, dense, moist Brown silty fine SAND, very loose, moist • "•--Contains sand and silt interbeds 41 rti fw—- Becomes black tit *s `" Black SAND with some silt, loose, moist •• r r—Becomes medium dense f `� f .f ••• Black SAND with trace silt, medium dense, water bearing Becomes water bearing, 3% fines •• rBecomes loose to medium dense, 4% fines . :r 24 18 8 6 4 25 23 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 3 of 9 Project Name: Wells Fargo, Learning Center Project Number: 2017-012 Client: Broderick Architects • • • Boring No.: B-1 RILEkR'Sheet 2of2 YG Elevation (feet) a) Q T a) 4) .c 0) at o CI) 25 30 — 35— 40 — 45 — 50 — 55- 60 0 0) crs E 0) U C 0) CC 0) C E 3 n7 0 a 0) a) 0 0) N CC USCS Symbol 0) 0 -J 0 Es 0 MATERIAL DESCRIPTION 5 7 5 27 SP Black SAND with trace silt, loose to medium dense, water bearing OL rir it rii1r riri r riiir rill 1 , 1 , 1 r r Brown to gray ORGANIC SILT, medium stiff, moist to wet ML _Gray SILT, medium stiff, wet Contains 2" clean sand interbed SM 1 Gray silty SAND, loose, water bearing Contains sand and silt interbeds, trace wood debris SP Black SAND with trace silt, medium dense to dense, water bearing • • • .:- -Becomes medium dense Estimated pile depth. EBG, SSF Boring terminated at 49' 132 38 37 . "26 27 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 4 of 9 Date: 01-28-2010 Page: 1 of 4 Number: 022-1 D10 Series 1-3/4" RCS Helical Piles/Anchors MacLean -Dixie D10 Series 1-3/4 RCS Helical Piles/Anchors for Compression and Tension Applications ICC AC358 Acceptance Criteria for Helical Foundation Systems and Devices APPLICATION # 09-10-09 D10 Series 1-3/4" RCS Pile Torque Capacity (ft-lbs) 10,000 ft-lbs Ultimate Tension/Compression Capacity (pounds -force) 100 KIPS (50 tons) Shaft Size across the Flats - inches 1-3/4" Shaft Material ASTM A576 Grade 1530M Helix Material AISI Grade 1011/1018 HSLA 55 ES 11411 Addison Avenue • Franklin Park, IL 60131 T: (847) 455-0014 F: (847) 455-0029 • www.macleandixie.com Building Solid Foundations 5 of 9 Date: 12-06-2012 Page: 1 of 5 Number: 009-3 P35 Series 3-1/2"(Schedule 40) Helical Steel Pipe Piles New MacLean -Dixie 3-1/2" "Strength SquaredTM" Helical Pipe Piles/Anchors for Compression and Tension Applications (Patent Pending) Awarded ESR3032 by ICC-ES for AC358 Acceptance Criteria for Helical Foundation Systems and Devices P35 Series 3-1/2" (O.D.) Schedule 40 Steel Pipe Pile Torque Capacity (ft-lbs) 11,400 ft-lbs Ultimate Mechanical Axial Shaft Capacity 90 KIP Ultimate Tension/Compression Geotechnical Capacity (pounds -force) not used as 0 KIP --> (40/40 to lead section Pipe Pile O.D. (inches) 3-1/2" Pipe Pile Wall thickness (inches) Schedule 40 (.216" wall) Pipe Material ASTM A500 Grade B Helix Material AISI Grade 1011/1018 HSLA 55 Coupling Material AISI 862002 ASTM A-958 SC1045 RCS lead option for combo pile 1-3/4" RCS MacLean Dixie Hp ISO9001:2008 Certificate # QSR-938 11411 Addison Avenue • Franklin Park, IL 60131 T: (847) 455-0014 F: (847) 455-0029 • www.macseandixie.com Building Solid Foundations 6 of 9 Date: 12-06-2012 Page: 3 of 5 Number: 009-3 P35 Series 3-1/2"(Schedule 40) Helical Steel Pipe Piles Combo Piles The MacLeanDixie Strength SquaredTM coupling system is a versatile system that provides additional flexibility and economic value by combining the benefits of a RCS (Round Corner Square) lead with the column strength of the pipe pile. The MacLeanDixie D10 series 1-3/4" RCS lead can be used to replace the P35 lead. The 1-3/4" RCS lead will facilitate advancing into a tough soil strata with less torque than the pipe pile lead. The P35, 3-1/2" pipe pile extensions are then used to provide greater compression and lateral capacity. Standard Pipe Pile Lead & Extension P28 2-7/8" Pipe Pile Extension P28 2-7/8" Pipe Pile Lead MacLean Dixie HFS Combo Option Pipe Pile with RCS- Lead Option P35 3-1/2" Pipe Pile Extension 1- 3/4" RCS Lead 11411 Addison Avenue • Franklin Park, IL 60131 T: (847) 455-0014 F: (847) 455-0029 • www.macleandixie.com Building Solid Foundations 7 of 9 Cap Plate Design A FEM model of the cap plate is utilized to verify plate stresses and concrete bearing stresses. WHS are ignored for the purposes of this analysis. Criteria: Loading = 40 kips compression Concrete: f'c=3000 psi Steel: A36, fy=36000 psi, t = 0.75in Plates Von Mises [Ksi] 2.02269 9.83996 17.6572 25.4745 Plate Bending Stress @ 1.6x Design Load Max stress, Ru @ 1.6DL = 32 ksi phiRn =0.9fy = 32.4ksi Ru < phiRn--> OK STRUCTURAL ENGINEERING VMLC Helical Piles PROJECT Plates Bearing [psf] 0.00000 40779.9 81559,7 122340 163119 Plate Bearing Stress @ 1.6x Design Load Max bearing, Bu @ 1.6DL = 163119 psf = 1132 psi Per ACI, phiBn = 0.65 * 2(.85f'cA1) —0.65(2)(.85)(3000)A1 = 3315 psi Bu < phiBn --> OK . 9/6/2019 DATE PROD. # EBG DESIGN 8 of 9 ® ssfengineers.com SWENSON SAY FAGET SHEET LOCATE PILES PER STRUCT DWGS 1/\ SEE HELICAL PILE CAP PLATE DETAIL CONCRETE GRADE PL 3/4"x8" SQ BM/FOOTING PER STRUCT DRAWINGS MACLEAN DIXIE P35, 3.5" O.D. (0.216" WALL) PILE EXTENSIONS AS REQ'D COUPLING HARDWARE BY PILE MANUFACTURER MACLEAN DIXIE D10 1 3/4" SQUARE BAR LEAD SECTION HELICAL PL 3/8"x 12" DIA I .. HELICAL PL 3/8"x 10" DIA —�>C HELICAL PL 3/8"x 8" DIA SK-1 Typ Helical Pile PILE EXTENSION SLEEVE T( 5/16 CAP PL f 31/2 " DIA SCHED 40 PIPE SLEEVE x 5" LONG W HELICAL PILE CAP PLATE FIELD CUT PILE EXTENSION TO REQUIRED ELEVATION NOTES PILE DESIGN CAPACITY: 40 KIPS ALLOWABLE COMPRESSION 0 KIPS ALLOWABLE TENSION FACTOR OF SAFETY = 2.0 (ULT. 80 KIPS COMPRESSION, 0 KIPS TENSION) - * ESTIMATED DEPTHS ARE BASED ON AVAILABLE INFORMATION FROM SOIL BORING LOGS AND TEST PILE RESULTS. ACTUAL DEPTH MAY VARY AND SHALL BE DETERMINED BY REQUIRED INSTALLATION TORQUE . HELICAL PILES AS SHOWN ARE NOT DESIGNED TO RESIST LATERAL FORCES. VMLC Helical Piles PROJECT 9/6/2019 DATE STRUCTURAL ENGINEERING PROD. # EBG DESIGN 9 of 9 ¢LCCT Nevada (702) 365-9312 Idaho (208) 342-7168 Colorado: (720) 644-9246 Alberta (587) 774-9040 Mr. Mr. Sean Hill Broderick Architects 55 S. Atlantic St., Suite #301 Seattle, WA 98134 January 6 2020 F REVIEWED FOR CODE COMPLIANCE APPROVED MAR 12 2020 City of 'Tukwila BUILDING DIVISION RE: Vietnamese Martyrs Learning Center Delta 2 Value Engineering Revisions Mr. Hill: Per your request, we have made several revisions to the foundation and framing plan to provide additional value engineering services. Some of these changes have already been submitted and approved by the reviewing jurisdiction, but we are including them in this submittal for the contractor's benefit. Please see attached revisions summary. Contact me if you have any questions regarding these revisions. Respectfully, Patrick Bird, P.E. ed and ved by r Da'. Hennis, P.E./S.E. Senior Structural Project Manager D 5.INIgi ‘• KB 25 2020 ate. o 054 REID MIDDLETON, INC. p crnii+ #b' -6eQ0 1-7-20 Exp. 1-7-22 RE'V1 'ON NOto Lochsa Engineering lochsa.com 1 (B66) 606-9784 DELTA 2-REVISION SUMMARY SHEET ITEM REVISIONS CALCULATIONS ATTACHED? 50.10 WALL OPENING REVISIONS -PER THE WINDOW/DOOR MANUFACTURER, THE FLAT CLOSURE PLATE HAS BEEN REMOVED FROM DETAIL 035. FOR THE SMALL WINDOW OPENINGS, WE HAVE ADDED DETAIL 037 TO ALLOW THE OPENING REINFORCEMENT TO BE INSTALLED FROM THE INSIDE OF THE WALL TO ALLEVIATE CONNECTION CONFLICTS ON THE EXTERIOR FACE OF THE WALL WITH TRIM. Y 50.12 PARTITION BEAM TRACK CONNECTION -PER YOUR REQUEST, WE HAVE ADDED THE PARTITION WALL CONNECTION DETAIL TO THE EXISTING BEAM. Y 51.00 EXISTING FOOTINGS AND' POST CONNECTION AT NEW WALL OPENING -PER PREVIOUS COMMUNICATIONS AND APPROVAL OF THE GEOTECHNICAL ENGINEER, THE EXISTING FOOTING IS ADEQUATE AT THE NEW COLUMNS, AND THE NEW FOOTING DOES NOT REQUIRE HELICAL PIERS. IN ADDITION, WE HAVE ADDED DETAIL 108/52.00 TO CLARIFY CONNECTION OF NEW POST TO EXISTING WALL/FOOTING. PER PREVIOUS COMMUNICATIONS, WE HAVE REMOVED LATERAL FORCE REQUIREMENTS OF THE HELICAL PIERS FROM THE PLAN NOTES. WE HAVE ADDED A NEW WOOD POST TO SUPPORT THE EXISTING BEAMS FOR THE ADDITIONAL PARTITION LOADS. Y S1.01 EXISTING FRAMING REVISIONS, REMOVE SOME PARTITION BEAMS, ADDED NEW BEAM SUPPORT DETAILS. -PER CONTRACTOR'S RECOMMENDATIONS, WE ARE GOING TO SUPPORT THE EXISTING ROOF FRAMING ELEMENTS WITH THE NEW BEAMS FROM BELOW THE EXISTING GIRDER BEAMS, I.E. BOTTOM BEARING IN LIEU OF FLUSH CONNECTIONS. NEW DETAILS FOR CONNECTIONS HAVE BEEN SPECIFIED ACCORDINGLY. NEW BEAMS HAVE BEEN SPECIFIED FOR STORAGE OF PARTITION WALLS, SOME PARTITION BEAMS ORIGINALLY SPECIFIED HAVE BEEN REMOVED. COLUMN SCHEDULE WAS UPDATED TO SHOW ALL COLUMNS. Y 52.00 POST BASE CONNECTIONS, SLAB TURNDOWNS -DETAILS 100 AND 101 WAS REVISED TO SHOW LOWER GRADE BEAM ELEVATION AND TURNDOWN REQUIREMENTS. DETAIL 102 WAS REVISED TO SHOW POST BASE OPTION FOR NEW 7X7 PSL COLUMN. DETAIL 105 WAS REVISED TO SHOW CONNECTION OF NEW STEEL COLUMN TO EXISTING FOUNDATION. DETAILS 108 AND 109 WERE ADDED TO GIVE CONTRACTOR OPTIONS OF HOW TO CONNECT NEW STEEL COLUMN TO EXISTING WALL FOOTING. Y S2.11 FRAMING CONNECTION REVISIONS -UPON DEMOLITION OF EXISTING CEILING IT WAS DETERMINED THAT THE EXISTING STRUCTURE HAS ALREADY BEEN BROUGHT UP TO CODE FOR LATERAL CONNECTION TRANSFERS AT THE REENTRANT CORNER OF GRIDS F AND 4. AS A RESULT, DETAILS 216 AND 217 HAVE BEEN REMOVED FROM THE PROJECT. DETAILS 300 AND 301 HAVE BEEN REVISED TO ALLOW FOR STEEL BEAM SUPPORTING BELOW THE EXISTING GIRDER BEAMS TO MAINTAIN ALL EXISTING ROOF FRAMING. DETAIL 302 WAS ADDED TO CLARIFY CONNECTION OF NEW PSL POST TO EXISTING GIRDER BEAM AND NEW PARTITION BEAM, DETAIL 304 WAS ADDED TO CLARIFY CONNECTION OF NEW W FLANGE SUPPORT BEAM AT LARGE OPENING. N • 0+ Riverstone Structural Concepts 671 E_ Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed:: 7 JAN 2020. 5:24AM Steel Beam Lic. 0 : KW.06007976 DESCRIPTION: New Opening Lintel CODE REFERENCES TOIESMM9aredRSCFRO-112018PR-103A00-11CALCUL-1117ENGF 1iN1 LEAR1tlNG-ENERCALC.eth ONERCALC.JNC.1963-2019, BJ12.l9.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.30, S = 0.250 k/tt, Tributary Width = 1.0ft DESIGN SUMMARY 1_Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Fy : Steel Yield : E: Modulus : 36.0 ksi 29.000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.525: 1 Maximum Shear Stress Ratio = L5x3x1/4 1.739 k-ft 3.315 k-ft +D+S+H 2.500ft Span # 1 0.024 in Ratio = 0.000 in Ratio = 0.053 in Ratio = 0.000 in Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 2.507 >=360 0 <360 1126 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Design OK 0.086 : 1 L5x3x1/4 1.392 k 16.168 k +D+S+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span ff M V Summary of Moment Values Mmax + Summary of Shear Values Mmax • Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 5.00ft +D+L+H Dsgn. L = 5.00 ft +D+Lr+H Dsgn. L = 5.00 ft +D+S+H Dsgn. L = 5.00 ft +0+0.750Lr+0.7501+H Dsgn. L= 5.00ft +D+0.750L+0.750S+H Dsgn. L= 5.00ft *D+0.60W+H Dsgn. L = 5.00 ft +0+0.750Lr+0.7501+0.4501N+H Dsgn. L = 5.00 ft +0+0.750L+0.7505+0.450W+H Dsgn.L= 5.00ft +0.600+0.60W+0.60H Dsgn. L = 5.00 ft +0+0.70E+0.60H Dsgn. L = 5.00 8 +D+0.7501+0.7503+0.5250E+H Dsgn.t= 5.00ft 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.525 0.086 1.74 1.74 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.466 0.076 1.54 1.54 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5,54 3.31 1.00 1,00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.466 0.076 1.54 1.54 5.54 3.31 1.00 1.00 0.173 0.028 0.57 0.57 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.466 0.076 1.54 1.54 5.54 3.31 1.00 1.00 0.77 0.77 0.77 1.39 0.77 1.24 0.77 0.77 1.24 0.46 0.77 1.24 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed- 7 JAN 2020. 5:24AM Steel Beam Lic. # : KW-06007976 DESCRIPTION: New Opening Lintel Load Combination Max Stress Ratios iTOrESRVSrwedRSCPRO-112018PR-iW13A00-11CALCUL-1112ENG1-11VM LEARNING-EIERCALC.e49 . copyt gM ENERCALC INC 1933.2019, add:12.19.8.31 RIVER STONE STRUCTURAL CONCEPTS,PLLC Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ hMnax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx VnxtOmega +0.60D+0.70E+H Dsgn. L = 5.00 ft 1 0.173 0.028 0.57 0.57 5.54 3.31 1.00 1.00 0.46 27.00 16.17 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Del Location in Span +D+S+H 1 0.0533 2.514 0 0000 0.000 Vertical Reactions Support notation : Far left is 81 Values in KIPS Load Combination Support 1 Support 2 Overal MAXimum 1.392 1.392 Overal MINimum 0.460 0.460 +D+H 0.767 0.767 +D+L+H 0.767 0.767 +D+Lr+H 0.767 0.767 +D+S+H 1.392 1.392 +D+0.750L00.7501+H 0.767 0.767 +0+0.750L+0.750S+11 1.235 1.235 +0+0.60W+H 0.767 0.767 +D+0.7501r+0.750L+0.450W+H 0.767 0.767 +D+0.750L+0.750S+0.450W+H 1.235 1.235 +0.60D+0.60W+0.60H 0.460 0.460 +0+0.70E+0.60H 0.767 0.767 +0+0.750L+0.750S+0.5250E+H 1.235 1.235 +0.60D+0.70E+H 0.460 0.460 D Only 0.767 0.767 Lr Only L Only S Only 0.625 0.625 W Only E Only H Only Steel Section Properties : L5x3x114 Depth = 5.000 in I xx Sxx Leg Width = 3.000 in R xx Thickness = 0.250 in Zx Area = 1.940 in"2 I yy Weight = 6.600 p8 S yy Kdesign = 0.688 in R yy Zy Ycg 1.640 in Qs Xcg = 0.648 in iz Xp = 0.194 in Sz Yp 1.120 in Rz Tart, Eo 0.194 in 5.09 in"4 1.51 in"3 Cw 1.620 in Ro 2.680 in^3 1.4t0 in"4 0.600 in^3 0.853 in 1.050 m"3 0.804 0.825 in"4 0.491 in"3 0.652 in 0.37 deg 0.044 in"4 0.06 in"6 2.430 in Client ON at Project gip di Arcottos R I V E RSTO N E . Prepared by p [i Job No. ?r -O�G SrR,U( Tl RL CONCEPTS Date //7/20 P4 T'7 7o, J sim44 'TlAft& £ve/f. or 134-e-44 - "72 to SPACr,J (, or 13e/t e ter., /..j Fr mome, r= 72.p1° X 1,5 "rr 1r-r-_ p$ 116 r 12 i1-/1' L3k4oar = A3(0 Rl o lW /0,9 : 1,60 2.9(Q1".".)i 69.9 (5�abK').3 c� ?XRtspin 0.065f0 113 L + or ANG4ir- r (0 `"3 04401 4 1) S t = t2 2530 l" ti 6 i,1\ 11,l' l4.1+ I• U`i ti, • Ili 11,1- tf t\lit? •'n'P • f`t'\i aiti ii* .e':•wa nror+d n< n= Page Client Preiect Job No. WRIVERnONE prepared by STRuCTVRAL CONCEPTS Date 174-4.1 ARy TD 1.011)(74. '$T' X(�4.1? h G.lacr) = I `q.° 9 7(' 1 P7 2 1, To 136 4im( = 6 $4f Frz (,s'+ 251) r /0,.'o 4'v (a) - 17 /7S1t (SL R19,4 56,6 13,456; uPe,J A S D t,r- OwZ.fr on S PVT x (2 . (e7' 4. 33. 733°r) 2- z tam TV Sb4gr 1 s4S�Z ( 4 ; d:1 I kl\FHnIik L\ • -t tit IV • POI it'»I g,/7 360 4` 13,!2s-i's (st) cis.•, • I'IIt+\I- Ut!i,I. • tt,ttt (..t u. Page Client Project RIVERSTONE Job No. bRUCTLRL CONCEPTS cAlc(fr 00(5r Ai c611411571e-- R)OU Irseiptik -. 1Z4.) Fr-041 kY/ 5T, GII.1)(46-4 3, 07 ic RYA.) -rr4,44 PA-e-t-Te tee &'-t* 72P X jar- 45-6*4 RYA.1 reov ksxe slat r6401 OA, e t cr-ir Ici (2447 — 2- roora 4 r-r x 4 rr x 2.5114'3f 40k > 31.41)" 1_ 4.3+ 3.(9014- 4.0 Prepared by Date • t , 4 1492-k )47.91-14 b, tack 31, 4 /k- &e..N 444-4 Au' Trz L _ a4.as) )1/ 71 &7° X 2.?") 3/1126 145 17v + 31.4t1ez- 34,ck 01(7 \ • t IN' • ii.01!"1 1111ii0 • PI 'NE 20s ;4, • Page Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pried JAN 2020. 9:56AM General Footing Lic. # : KW06007976 DESCRIPTION: NEW FTG D.1(5 Code References iTOtESRVISheretRSCPRO-h2018PR-11R13A00-11CALCUL-1112ENGh 1WM IL EARMNG-ENERCALC.ed 3 Soft apytigtx ENERCALC, INC 1983-2019, Suitt 2.19.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = 3.0 ksi fy : Reber Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal WI for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions • 0.00180 1.0:1 • 1.0:1 Yes Yes No No Soil Design Values ,Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) SoillConcrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 2.50 ksf • No • 250.0 pcf 0.30 ft ksi ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sze Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 3.250 ft 3.250 ft 12.0 in in in in 3.0 in 4.0 # 5 4.0 # 5 n/a n/a n/a tafasanuesse P : Column Load OB : Overburden M-xx M-zz V-x V-z D 10.0 Lr L 2.940 s 14.135 W E H ksf k-ft k-fl Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnntetl: 7 JAN 2020, 9: M General Footing Lic. ii : KW.06007976 DESCRIPTION: NEW FTG D.1/5 DESIGN SUMMARY a 0AESRAShxtadlRSCPRO.112018PR-11R13A00-11CALCUL-1112ENGI-MA LEARNING&RCALC.ece ENERCALC, PIC.1983-2019, &id:12.19.831 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Min. Ratio Item Applied Capacity Design OK Governing Load Combination PASS 0.9720 Soil Bearing PASS nla Overtuming - X-X PASS nla Overtuming - Z-Z PASS nla Sliding - X-X PASS nla Sliding - Z-Z PASS nia Uplift PASS 0.3170 Z Flexure (+X) PASS 0.3170 Z Flexure (-X) PASS 0.3170 X Flexure (+Z) PASS 0.3170 X Flexure (-Z) PASS 0.3516 1-way Shear (+X) PASS 0.3516 1-way Shear (-X) PASS 0.3516 1-way Shear (+2) PASS 0.3516 1-way Shear (-Z) PASS 0.6648 2-way Punching Detailed Results 2.430 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 4.695 k-ftft 4.695 k-f lft 4.695 k-ft/ft 4.695 k-ft/ft 28.889 psi 28.889 psi 28.889 psi 28.889 psi 109.237 psi 2.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 14.810 k-ft/ft 14.810 k-ft/ft 14.810 k-ftift 14.810 k-ft/ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi +D+S+H about Z-Z axis No Overturning No Overturr9tg No Sliding No Sliding No Uplift +1.20D+L+1.60S+1.60H +1.20D+L+1.60S+1.60H +1.20D+L+1.60S+1.60H +1.20D+L+t.60S+1.60H +1.20D+L+1.60S+1.60H +1.20D+L+t-60S+1.60H +1.20D+L+t60S+1.60H +1.20D+L+t605+1.60H +1.20D+L+t60S+1.60H Soil Bearing Rotation Axis & Load Combination... X-X. +D+H X-X,+D+L+H X-X, +D+Lr+H X-X. +D+S+H X-X. +D+0.750Lr+0.750L+H X-X. +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X. +D+0.750Lr+0.750L+0.450W+H X-X. +D+0.750L+0.750S+0.450W+H X-X, +0.60D+0.60W+Q.60H X-X. +D+0.70E+Q.60H X-X. +D+0.750L+0.750S+0.5250E+H X-X. +0.60D+0.70E+H Z-Z, +D+H Z-Z. +D+L+H Z-Z. +D+Lr+H Z-Z. +D+S+H Z-Z, +0+0.7501..r+0.750L+H Z-Z. +D+0.750L+0.750S+H Z-Z. +D+0.60W+H Z-Z. +D+0.750Lr+0.750L+0.450W+H Z-Z,+D+0.750L+0.750S+0.450W+H Z-Z. +0.60D+0.60W+0.60H Z-Z, +D+0.70E+0.60H Z-Z. +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.70E+H Overturning Stability Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location Actual l Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio 2.50 nla 0.0 1.092 1.092 nla nla 0 437 2.50 Na 0.0 1.370 1.370 nla n/a U 548 2.50 n/a 0.0 1.092 1.092 nla n/a C 437 2.50 nla 0.0 2.430 2.430 n/a n/a 0 972 2.50 n/a 0.0 1.301 1.301 n/a nla 0 520 2.50 n/a 0.0 2.304 2.304 n/a nla 0 922 2.50 nla 0.0 1.092 1.092 nla n/a 0 437 2.50 n/a 0.0 1.301 1.301 n/a nla 0 520 2.50 nla 0.0 2.304 2.304 nta nla 0 922 2.50 Na 0.0 0.6550 0.6550 n/a Na 0 262 2.50 nla 0.0 1.092 1.092 n/a nla 0 437 2.50 Na 0.0 2.304 2.304 n/a nla 0.922 2.50 nla 0.0 0.6550 0.6550 n/a nla 0.262 2.50 0.0 n/a n/a n/a 1.092 1.092 0 437 2.50 0.0 n/a n/a nla 1.370 1.370 0 518 2.50 0.0 Na n/a Na 1.092 1.092 0.437 2.50 0.0 Na n/a Na 2.430 2.430 0 972 2.50 0.0 n/a n/a Na 1.301 1.301 0 52C 2.50 0.0 Na n/a nla 2.304 2.304 u 927 2.50 0.0 n/a nla n/a 1.092 1.092 0 437 2.50 0.0 n/a n/a nla 1.301 1.301 0 52t 2.50 0.0 nla nla Na 2.304 2.304 0 922 2.50 0.0 n/a nla n/a 0.6550 0.6550 G 162 2.50 0.0 nla n/a Na 1.092 1.092 0 437 2.50 0.0 n/a nta n/a 2.304 2.304 0 922 2.50 0.0 nla nla Na 0.6550 0.6550 0,62 Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination.., Footing Has NO Sliding Sliding Force Resisting Force Stability Ratio Status Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnnted 7 JAN 2020. 9 56AM General Footing lic. # : KW-06007976 DESCRIPTION: NEW FTG D.115 Footing Flexure ,TOWSRVIS1medIRSCPRO-112018PR-11R13A00-11CALCUL-1114EN61-111A1 LEARNING-EIERCALC.ed Software mpyri$e ENERCALC, INC.1903-2019, BJd:1219.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phil% k ft Surface inh2 inA2 in"2 k-ft Status X-X. +1.400+1.60H 1.750 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.40D+1.60H 1.750 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+0.501r+1.601 +1.60H 2.088 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X. +1.20D+0.501r+1.60L+1.60H 2.088 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60L+0.50S+1.60H 2.971 +2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.601+0.50S+1.60H 2.971 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60Lr+L+1.60H 1.868 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X,+1.20D+1.60Lr+L+1.60H 1.868 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.50 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.50 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.200+L+1.60S+1.60H 4.695 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+1.60S+1.60H 4.695 -2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.200+1.60S+0.50W+1.60H 4.327 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.603+0.50W+1.60H 4.327 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.200+0.50Lr+L+W+1.60H 1.868 +2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+0.50Lr+L+W+1.60H 1.868 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.50S+W+1.60H 2.751 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.50S+W+1.60H 2.751 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.90D+W+1.60H 1.125 +2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.90D+W+1.60H 1.125 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.20S+E+1.60H 2.221 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.20S+E+1.60H 2.221 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.900+E+0.90H 1.125 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.90D+E+0.90H 1.125 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.400+1.60H 1.750 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.400+1.60H 1.750 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+0.50Lr+1.601+1.60H 2.088 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+0.501r+1.601.+1.60H 2.088 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +120D+1.601+0.50S+1.60H 2.971 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2.971 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60Lr+L+1.60H 1.868 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60101+1.60H 1.868 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.601r+0.50W F1.60H 1.50 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+1.601r+0.50W+1.60H 1.50 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1+1.60S+1.60H 4.695 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1+1.60S+1,60H 4.695 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 4.327 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+1.60S+0.50W+1.60H 4.327 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+0.501r+L+W+1.60H 1.868 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+0.50Lr+L+W+1.60H 1.868 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.200+L+0.50S+W+t.60H 2.751 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.20D+L+0.50S+W+t.60H 2.751 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.90D+W+1.60H 1.125 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.900+W+1.60H 1.125 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1+0.20S+E+160H 2.221 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.20D+1+0.20S+E+1 60H 2.221 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.90D+E+0.90H 1.125 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.90D+E+0.90H 1.125 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu 1 +Z Vu:Max Phi VA Vu I PhiWn Status +1.40D+1.60H 10.77 psi 10.77 psi 10.77 osi 10.77 psi 10.77 osi 82.16 osi 0.13 OK +1.20D+0.50Lr+1.60L+1.60H 12.85 psi 12.85 psi 12.85 psi 12.85 psi 12.85 psi 82.16 psi 0.16 OK +1.20D+1.60L+0.50S+1.60H 18.29 psi 18.29 psi 18.29 psi 18.29 psi 18.29 psi 82.16 psi 0.22 OK +1.200+1.60Lr+L+1.60H 11.49 psi 11.49 psi 11.49 psi 11.49 psi 11.49 psi 82.16 osi 0.14 OK +1.200+1.60Lr+0.50W+1.60H 9.23 psi 9.23 osi 9.23 psi 9.23 osi 9.23 osi 82.16 osi 0.11 OK +1.20D+L+1.60S+1.60H 28.89 osi 28.89 osi 28.89 psi 28.89 osl 28.89 osi 82.16 psi 0.35 OK +1.200+1.60S+0.50W+1.60H 26.63 psi 26.63 psi 26.63 psi 26.63 psi 26.63 psi 82.16 psi 0.32 OK +1.200+O.501r+L+W+1.60H 11.49 osi 11.49 psi 11.49 osi 11.49 psi 11.49 osi 82.16 psi 0.14 OK +1.20D+L+0.50S+W+1.60H 16.93 psi 16.93 osi 16.93 psi 16,93 osi 16.93 osi 82.16 psi 0.21 0K +0.90D+W+1.60H 6.92 osi 6.92 psi 6.92 psi 6.92 osi 6.92 osi 82.16 psi 0.08 OK +1.20D+L+0.20S+E+1.60H 13.67 psi 13.67 osi 13.67 osi 13.67 psi 13.67 osi 82.16 osi 0.17 OK Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnnted: 7 JAN 2020, 9:56AM General Footing Lic. # : KW-06007976 DESCRIPTION: NEW FTG D.1/5 One Way Shear iTOIESRV SIvraMSCPRO-112018PR-11R13A00-11CALCUL-1u2ENGF 1NM IEAWMNG-ENERCALC.et$ SotMmre oopyt (ENERCAW, INC.1963-2019, Bild:1218.8.31 . RIVERSTONE STP.UCTURAL CONCEPTS, PLLC Load Combination... +0.90D+E+0.90H Two -Way "Punching" Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / PhiVn Status 6.92 osi 6.92 psi 6.92 psi 6.92 psi 6.92 osi 8216 psi 0.08 OK A8 units k Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.505+1.60H +1.20D+1.60Lr+L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+L+W+1.60H +1.20D+L+0.50S+W+1.60H +0.90D+W+1.60H +1.20D+L+0.20S+E+1.60H +0.90D+E+0.90H Vu Ph'Vn Vu/Ph"Vn 40.72 psi 48.59 osi 69.14 psi 43.46 psi 34.90 psi 109.24 psi 100.69 psi 43.46 osi 64.01 psi 26.18 psi 51.68 psi 26.18 psi 164.32osi 164.32osi 164.32osi 164.32psi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi Status 0.2478 OK 0.2957 OK 0.4208 OK 0.2645 OK 0.2124 OK 0.6648 OK 0.6128 0K 0.2645 OK 0.3896 OK 0.1593 OK 0.3145 OK 0.1593 OK Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Steel Beam Lic. : KW-06007976 DESCRIPTION: w18X60 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Printed 7 JAN 2020. 5 10AM iTOfESRVSAandRSCPRD-112018PR-RR13A0D-11CALCUL-1112ENCt-11VM IEARNYIGEl&RCALC.eo3 ENERCALc, INC.1963.2019, auld 12.18.8.31 . RIVERSTONE STRUCTURAL CONCEPTS. PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D=8.20, S = 13.70 k @ 18.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.642 : 1 W18x60 197.100 k-ft 306.886 k-fl +D+S+H 18.000ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.809 in Ratio = 0.000 in Ratio = 1.295 in Ratio = 0.000 in Ratio = 5.33 >=360 0 <360 334 >=180 0 <180 Design OK 0.072:1 W18x60 10.950 k 151.060 k +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span if M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L = 36.00 ft 1 +D+L+H Dsgn. L = 36.00 ft 1 +D+Lr+H Dsgn. L = 36.00 ft 1 +D+S+H Dsgn. L = 36.00 ft 1 +0+0.750tr+0.750L+H Dsgn. L = 36.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 36.00 ft 1 +0+0.60W+H Dsgn. L = 36.00 ft 1 +0+0.7504r+0.7501+0.450W+H Dsgn. L = 36.00 ft 1 +D+0.7501.+0.750S+0.450W+H Dsgn. L = 36.00 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 36.00 ft 1 +D+0.70E+0.60H Dsgn. L = 36.00 ft 1 +D+0.7501+0.750S+0.5250E+H 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.642 0.072 197.10 197.10 512.50 306.89 1.00 1.00 10.95 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 0.144 0.016 44.28 44.28 512.50 306.89 1.00 1.00 2.46 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed- 7 JAN 2020, 6:10AM Steel Beam DESCRIPTION: w18X60 Load Combination Mao Stress Rabos iTOtESRVSfmreaRSCPRO-11201EPR-11R13A00-11CALCUL-1112ENGI-UVM LEARNING-ENERCALC.ed Software copyright DUCAL. INC. &1d:12.10.e31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxxOmega Cb Rm Va Max Vnx Vnx!Omega Dsgn. L = 36.00 ft 1 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 +0.60D+0.70E+H Dsgn. L = 36.00 ft I 0.144 0.016 44.28 44.28 512.50 306.89 1.00 1.00 2.46 226.59 151.06 Overall Maximum Deflections Load Combination Span Max.." Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 1.2945 18.000 Vertical Reactions Support notation : Far left is #1 0.0000 0.000 Values In KIPS Load Combination Support 1 Support 2 0veral MA)CKnum 10.950 10.950 Overall MINimum 2.460 2.460 +0+H 4.100 4.100 +D+L+H 4,100 4.100 +D+Lr+H 4.100 4.100 +0+S+H 10.950 10.950 +0+0.750Lr+0.7501+H 4.100 4.100 +D+0.750L+0.7506+H 9.238 9.238 +0+0.60W+H 4.100 4.100 +D+0.750Lr+0.7501.+0.450W+1-1 4.100 4.100 +D+0.750L+0.7505+0.450W+H 9.238 9.238 +0.600+0.60W+0.60H 2.460 2.460 +D+0.70E+0.60H 4.100 4.100 +D+0.750L+0.7505+0.5250E+H 9.238 9.238 +0.60D+0.70E+4 2.460 2.460 D Only 4.100 4.100 Lr Only L Only S Onty 6.850 6.850 W Only E Only H Only Steel Section Properties : W18x60 Depth = 18.200 in I xx = 984.00 in"4 J = 2.170 in"4 Web Thick - 0.415 in S xx 108.00 in"3 Cw = 3,850.00 in^6 Flange Width = 7.560 in R xx = 7.470 in Flange Midi 0.695 in Zx = 123.000 in"3 Area 17.600 in^2 lyy = 50.100 in"4 Weight = 60.000 pft S yy = 13.300 rn"3 Wno = 33.100 in"2 Kdesign = 1.100 in R yy = 1.680 in Sw = 43.500 in"4 K1 = 0.813 in Zy = 20.600 in"3 Of 21.700 in^3 its = 2.020 in Ow = 60.6001111"3 Yog = 9.100 in Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Lic, # : KW.06007976 DESCRIPTION: w18X76 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Rimed 7 JAN 2020. 6-OSAM RIVERSTONE STRUCTURAL CONCEPTS. PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29.000.0 ksi D(10 3) S(17 2) W 18x76 Span 360ft Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D=10.30, S=17.20k@18.0ft DESIGN SUMMARY L Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service Toads entered. Load Factors will be applied for calculations. 0.609: 1 Maximum Shear Stress Ratio = W18x76 247.500 k-ft 406.687 k-ft +D+S+H 18.000ft Span # 1 0.751 in Ratio = 0.000 in Ratio = 1.203 in Ratio = 0.000 in Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 5/4 >=360 0 <360 359 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Desf! n OK 0.089 W18x76 13.750 k 154.70 k +D+S+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 36.00 R 1 +D+L+H Dsgn. L = 36.00 ft 1 +D+Lr+H Dsgn. L = 36.00 ft 1 +D+S+H Dsgn.L= 36.00ft 1 +D+0,750Lr+0.750L+H Dsgn. L = 36.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 36.00 ft 1 +D+0.60W+H Dsgn.L= 36.00R 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 36.00 fl 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 36.00 fl 1 +0.60D+0.60W+0.60H Dsgn. L = 36.00 R 1 +D+0.70E+0.60H Dsgn. L = 36.00 R 1 +D+0.750L+0.750S+0.5250E+H 0.228 0.228 0.228 0.609 0.228 0.513 0.228 0.228 0.513 0.137 0.228 0.033 0.033 0.033 0.089 0.033 0.075 0.033 0.033 0.075 0.020 0.033 92.70 92.70 92.70 247.50 92.70 208.80 92.70 92.70 208.80 55.62 92.70 i 92.70 679.17 406.69 1,00 1.00 5.15 232.05 154.70 92.70 679,17 406.69 1.00 1.00 5.15 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 247.50 679.17 406.69 1.00 1.00 13.75 232.05 154.70 92.70 679.17 406.69 1,00 1.00 5.15 232.05 154.70 208.80 679.17 406.69 1,00 1.00 11.60 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 208.80 679.17 406.69 1.00 1.00 11.60 232.05 154,70 55.62 679.17 406.69 1.00 1.00 3.09 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnnted. 7 JAN 2020. 6:O5AM Steel Beam DESCRIPTION: w18X76 Load Combination Segment Length Max Stress Ratios iTONESRNSnareddRSCPRO-0201aPR-11R13WD-RCALCUL-1117ENGt-uVM LEARNING-ENERCALC.ec6 So%are cupyrgM ENERCALC. INC.1983-2019, &id:12.19.8.31 . RIVE.RSTONE STRUCTURAL CONCEPTS, PLLC Summary of Moment Values Summary of Shear Values Span A M V Mmax + Mmax . Ma Max Mnx Mnx)Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 36.00 ft 1 0.513 0.075 208.80 208.80 679.17 406.69 1.00 1.00 11.60 232.05 154.70 +0.600+0.70E+H Dsgn. L = 36.00 ft 1 0.137 0.020 55.62 55.62 679.17 406.69 1.00 1.00 3.09 232.05 154.70 Overall Maximum Deflections Load Combination Span Max.'-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +O+S+H 1 1.2027 18.000 Vertical Reactions Support flotation : Far left is #1 0.0000 0.000 Values in. KIPS Load Combination Support 1 Support 2 Overal MAXirnum 13.750 13.750 Overal MlNimum 3.090 3.090 +D+H 5.150 5.150 +D+L+H 5,150 5,150 +D+Lr+H 5.150 5.150 +D+S+H 13.750 13.750 +D+0.750Lr+0.750L+H 5.150 5.150 +D+0.750L+0.7505+H 11.600 11.600 +D+0,60W+14 5.150 5.150 +D+0.750Lr+0.750L+0.450W+111 5.150 5.150 +D+0750L+0.750S+0.450W+H 11.600 11.600 +0.60D+0.60W+0.60H 3.090 3.090 +0+0.70E+0,60H 5.150 5.150 +D+0.750L+0.750S+0.5250E+I-1 11.600 11.600 +0.60D+0.70E+H 3.090 3.090 D Only 5.150 5.150 Lr Only L 0nty S Only 8.600 8.600 W Only E Only H Only Steel Section Properties : W18x76 Depth = 18.200 in I xx = 1,330.00 inA4 J = 2.830 in^4 Web Thick = 0.425 in S xx 146.00 in^3 Cw 11700.00 in^6 Flange Width = 11.000 in R xx = 7.730 in Flange Thick = 0.680 in Zx = 163.000 inA3 Area = 22.300 in^2 I yy = 152.000 in^4 Weight = 76.000 plf S yy = 27.600 n 3 Wno = 48.200 in^2 Kdesign = 1.080 in R yy = 2.610 in Sw = 90.100 in^4 K1 = 1.063 in Zy 42.200 inA3 Qf 31.500 inA3 (Is = 3.020 in Ow - 80.600 inA3 Ycg = 9.100 in Riverstone Structural Concepts 671 E. Riverpark lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Punted- 7 JAN 2020, 6-43AM Wood Column Lie. 0 : KW06007976 DESCRIPTION: partition beam storage room column Code References iTONESRVIShe RO-112016PR-11R13A0D-11CALCUL-1112ENGF1IVM LEARNNIGENERCALC.ec9 Software wpy!igd ENERCALC, INC.19e32019, &Id:12.19.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non slender calculations Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 750.0 psi Fv Fb - 750.0 psi Ft Fc - Pril 700.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity.. Basic Minimum 11.75 fl 170.0 psi 475.0 psi 31.210 pcf x-x Bending y-y Bending 1,300.0 1,300.0 470.0 470.0 Wood Section Name Wood Graairg/Manuf. Wood Merber Type Exact Width Exact Depth Area Ix ly 4x6 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 5.250 in Cf or Cv for Bending 19.25 in"2 Cf or Cv for Compression 266.93 inM Cf or Cv for Tension 68.78 in"4 Cm :Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf Built-up columns 1,300.0 ksi Use Cr : Repetitive 7 Brace condition for deflection (budding) along columns X-X (width) axis : Unbraced Length for buddrg ABOUT Y-Y Axis =11.75 ft, K = Y-Y (depth) axis : Unbraced Length for budding ABOUT X-X Axis = 11.75 R K = Applied Loads Column self weight included : 49.023 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 11.750 ft, Xecc =1.0 in, Yecc =1.0 in, L =1.60 k DESIGN SUMMARY 1.0 1.0 1.0 1.0 1.0 1.0 1.0 VDS +s 1 f No Service loads entered- Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6462 :1 Load Combination +D+L+H Governing NDS Forumia,p + Mxx + Myy, NDS Eq. 3.9- 11.671 ft Location of max.abcve base At maximum location values are .. . Applied Axial Applied Mx Applied My Fc : Allowable 1.649 k -0.1324 k-ft -0.1324 k-ti 218.270 psi PASS Maximum Shear Stress Ratio = 0.005449 :1 Load Combination +D+L+H Location of max.above base 11.750 ft Applied Design Shear 0.9263 Psi Allowable Shear 170.0 Psi Load Combination Results Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.01135 k Bottom along Y-Y Top along X-X 0.01135 k Bottom along X-X Maximum SERVICE load Lateral Deflections ... Along Y•Y -0.005932 in at 6.861 ft above base for load combination : +D+L+H Along X-X -0.02302 in at 6.861 ft above base for load combination : +D+L+H Other Factors used to calculate allowable stresses ... Bending Compression 0.01135 k 0.01135 k Tension Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0+0.7501r+0.7501+0.450W+H +D+0.7501.+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H CD Cp 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 0.342 0.312 0.255 0.275 0.255 0.275 0.202 0.202 0.202 0.202 0.202 0.202 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.01237 0.6462 0.01197 0.01206 0.3507 0.3743 0.01178 0.30 0.30 0.007065 0.01178 0.30 'ASS PASS 'ASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 11.671 ft 0.0 ft 0.0 ft 11.671 ft 11.671 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft Maximum Shear Ratios Stress Ratio Status location 0.0 3.005449 0.0 0.0 D.003269 D.003554 0.0 0.002554 3.002554 0.0 0.0 3.002554 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS r'ASS PASS 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft Riverslone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed:: 7 JAN 2020. 6:43AM Wood Column iT01ESIMShorerrRSCPRO-11201EPR-11R13A00-iVCALCUL-1112ENGI- VM LEARMNG-ENERCALC,ec6 C, lNC.191Ei 2019, &id:12.101131 . Lic. # : KW-06007976 R1VERSTONE STRUCTURAL CONCEPTS. PLLC DESCRIPTION: partition beam storage room column Load Combination Results Load Combination +0.60D+0.70E+H Maximum Reactions Load Combination CD Cp 1.600 0.202 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.007065 PASS 0.0 ft X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base Maxmlum Shear Ratios Stress Ratio Status Location 0.0 PASS 11.750 ft Note: Ginty non -zero reactions are listed. My - End Moments k41 Mx - End Moments @ Base @ Tap @ Base @ Top +D+H 0.049 +D+L+H -0.011 0.011 -0.011 0.011 1.649 +D+Lr+H 0.049 +D+S+H 0.049 +D+0.750Lr+0.750L+H -0.009 0.009 -0.009 0.009 1.249 +D+0.750L+0.7505+H -0.009 0.009 -0.009 0.009 1.249 +D+0.60W+H 0.049 +D+0.7501r+0.750L+0.450W+11 -0.009 0.009 -0.009 0.009 1.249 +D+0.7501+0.750S+0.450W+H -0.009 0.009 -0.009 0.009 1.249 +0.600+0.60W+0.60H 0.029 +D+0.70E+0.60H 0.049 +D+0.750L+0.750S+0.5250E+11 -0.009 0.009 -0.009 0.009 1.249 +0.60D+0.70E+H 0.029 D Ony 0.049 tr Only L Onty -0.011 0.011 -0.011 0.011 1.600 S Only W Only E 0ny H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.00011 0.000 in 0.000 It +0+L+H-0.0230 in 6.861 ft -0.006 in 6.861 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H-0.0173 in 6.861 11 -0.004 in 6.861 ft +D+0.750L+0.750S+H-0.0173 in 6.861 ft -0.004 in 6.861 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.7501.+0.450W+1-1 -0.0173 in 6.861 ft -0.004 in 6.861 ft +0+0,7501+0.750S+0.450W+H-0.0173 in 6.861 ft -0.004 in 6.861 n +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +13+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7501+0.7505+0.5250E+H-0.0173 in 6.861 ft -0.004 in 6.861 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only -0.0230 in 6.861 ft -0.006 in 6.861 ft S Only 0.0000 in 0.000 ft 0,000 in 0.000 ft W Only 0.0000 i1 0.000 ft 0.000 in 0.000 ft E only 0.0000 n 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0600 ft 0.000 n 0.000 ft Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Wood Column Lie. # : KW O6007976 DESCRIPTION: partition beam storage room column Sketches 3.50 in Project Title: Engineer: Project ID: Project Descr: PnnIed. 7 JAN 2020, 6:43AM iTOWSRKSftorCdiiSCPRO-112016PR-1W13A00-11CALCUL-1112ENGI-11VM LEARNING-EFERCALC.ed Sotmere wpyrgtl ENERCALC, INC.1983,2019, Bdd:12.19.6.31 . RIVERSTONE STRUCTURAL CONCEPTS, PLLC Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed: 7 JAN 2020, 6:52AM Wood Column LIc.A:K- - DESCRIPTION: PSL post Code References RTONESRASharediRSCPRO-112018PR-11R13A00-11CALCUL-1112ENGf-HVM LEARNING-ENERCALC.ec$ ENERCALC, INC.19832019, Baild:12.19.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non slender rdlca,ldtrans i Wood Species Trus Joist Wood Grade Parallam PSL 1.8E Fb + 2400 psi Fv Fb - 2400 psi Ft Fc - Prll 2500 psi Density Fc - Perp 545 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Basic 1800 1800 1800 ksi Minimum 914.88 914.88 11.75 ft 190 psi 1755 psi 45.07 pof Applied Loads Column self weight included : 180.202 Ibs • Dead Load Factor AXIAL LOADS ... Axial Load at 11.750 ft, Xecc =1.0 in, Yecc =1.0 in, D = 10.0, L = 2.30, S = 14.20 k DESIGN SUMMARY Wood Section Name Wood GradinglManul. Wood Member Type Exact Width Exact Depth Area Ix ly Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Bust-up columns Use Cr : Repetitive 7 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for budding ABOUT Y-Y Axis =11.75 ft, K = Y-Y (depth) axis : Unbraced Length for budding ABOUT X-X Axis =11.75 ft. K 7x7 Trus Joist Parallam PSL 7.0 in Allow Stress Modification Factors 7.0 in 49.0 inA2 200.083 inA4 200.083 inA4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 MDS1532 No Service bads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5089 :1 Load Combination +D+S+H Governing NDS Foronlalp + Mxx + Myy, NDS Eq. 3.9- Location of max,above base 11.671 ft At maximum location values are ... Applied Axial 24.380 k Applied Mx -2.003 k-ft Applied My -2.003 k-ft Fc : Allowable 1,637.03 psi PASS Maximum Shear Stress Ratio = Load Combination Location of maxabove base Applied Design Shear Allowable Shear Load Combination Results 0.02405 :1 +D+S+H 11.750 ft 5.254 psi 218.50 psi Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.1716 k Bottom along Y-Y 0.1716 k Top along X•X 0.1716 k Bottom along X-X 0.1716 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y -0.08644 in at 6.861 ft above base for load combination : +D+S+H Along X-X -0.08644 in at 6.861 ft above base for load combination : +D+S+H Other factors used to calculate allowable stresses .. . Bending Compression Tension Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.7501.+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0,70E+0.60H +D+0.750L+0750S+0.5250E+H CO 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 CP 0.680 0.633 0.532 0.569 0.532 0.569 0.431 0.431 0.431 0.431 0.431 0.431 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.1997 0.2324 0.1461 0.5089 0.1776 0.4539 0.1206 0.1420 0.3408 0.07234 0.1206 0.3408 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 11.671 ft 11.671 ft 11.671 ft 11.671 ft 11.671 ft 11.671 ft 0.0 ft 11.671 ft 11.671 ft 0.0 ft 0.0 ft 11.671 ft 0.01270 0.01406 3.009141 0.02405 0.01072 0.02223 3.007142 3.008374 0.01598 3.004285 3.007142 0.01598 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Prnled- 7 JAN 2020. 6 52AM Wood Column Lie. p ' KW-06007976 DESCRIPTION: PSL post Load Combination Results iTONESRASheredRSCPRO-62018PR-M13A00-11CALCUL-1112EN01-11VM LEARMNG-ENERCALC.ec$ ENERCALC, INC.1963-2019, Buld:12.19.831 RIVERSTONE STRUCTURAL CONCEPTS. PLLC Load Combination +0.600+0.70E+H Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.7505+0.5250E+H +O.6O0+0.70E+H D Only lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Maximum Axial + Bend' g Stress Ratios Maximum Shear Ratios C D C p Stress Ratio Status Location Stress Ratio Status Location 1.600 0.431 0.07234 PASS 0.06 3.004285 PASS 11.750ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reacbon My - End Moments k41 Mx - End AMoments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top -0.071 0.071 -0.071 0.071 10.180 -0.087 0.087 -0.087 0.087 12.480 -0.071 0.071 -0.071 0.071 10.180 -0.172 0.172 -0.172 0.172 24.380 -0.083 0.083 -0.083 0.083 11.905 -0.159 0.159 -0.159 0.159 22.555 -0.071 0.071 -0.071 0.071 10.180 -0.083 0.083 -0.083 0.083 11.905 -0.159 0.159 -0.159 0.159 22.555 -0.043 0.043 -0.043 0.043 6.108 -0.071 0.071 -0.071 0.071 10.180 -0.159 0.159 -0.159 0.159 22.555 -0.043 0.043 -0.043 0.043 6.108 -0.071 0.071 -0.071 0.071 10.180 -0.016 0.016 -0.016 0.016 2.300 -0.101 0.101 -0.101 0.101 14.200 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.7501r+0.750L+H +D+0.750L+0.750S+H +0+0.60W+H +D+0.750100.750L+0.450W+1-1 +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +0+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only -0.0357 in -0.0439 in -0.0357 in -0.0864 in -0.0419 in -0.0799 in -0.0357 in -0.0419 in -0.0799 in -0.0214 in -0.0357 in -0.0799 in -0.0214 in -0.0357 in 0.0000 in -0.0082 in -0.0507 in 0.0000 in 0.0000 in 0.0000 in 6.861 ft 6.861 It 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 n 6.861 ft 6.861 ft 6.861 ft 0.000 ft 6.861 ft 6.861 ft 0.000 ft 0.000 ft 0.000 ft -0.036 in -0.044 in -0.036 in -0 086 in -0.042 in -0.080 in -0.036 in -0.042 in -0.080 in -0.021 in -0.036 in -0.080 in -0.021 in -0.036 in 0.000 in -0.008 in -0.051 in 0.000 in 0.000 in 0.000 in 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6 861 8 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 0000 ft 6.861 R 6.861 ft 0.000 ft 0.000 ft 0.000 ft Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Prtnted: 7 JAN 2020. 6.52AM Wood Column >TOIESRVIShoteMSCPRO-112018PR-11R13A00-11CALCUL-1112ENGF-1VM LEARNING-ENERCALCs66 Uc. #: KW06007976 RIVERSTONE STRUCTURAL CONCEPTS, PLLC ENERCALC. WC. 1963-2019, Bukt12.19.631 DESCRIPTION: PSL post Sketches PROJECT INFORMATION: PROJECT NAME: PROJECT LOCATION: RSC PROJECT #: SUBMITTAL: CLIENT INFORMATION: CLIENT NAME: CONTACT: PHONE: ADDRESS: DATE: LICENSURE STAMP: F RIVERSTONE _;TK.: CTU AL CONCEPTS Vietnamese Martyr Learning Center Tukwila, WA R18-056 Structural Plan Review Comments -Response Submittal Rev #2 Broderick Architects Mr. Sean Hill (206) 682 - 7525 55 S. Atlantic St. Suite #301, Seattle, WA 98134 2/3/2020 Table of Contents Plan Review Comment Responses Supplemental Calculations REVISI 2-13-20 Exp. 1-7-22 TIEVIIEWIE FEB 2 7 2020 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 12 2020 City of Tukwila BUILDING DIVISION 5 7 Seismic Retrofit Pictures 14 1 ,C I [M. _ E2 5 201f1 i L2 't.,o1' , a05.0451► at _ REID MIDDLETON, INC. .1";;; # �t\ - 00 8 0 150 Page 1 of 17 RIVERSTONE STRUCTURAL CONCEPTS Page 2 of 17 RIVER TONE STRUCTURAL CONCEPTS Page 3 of 17 RIVERSTONE %h._ STRUCTURAL CONCEPTS 15 Page 4 of 17 RJVERSTONE STRUCTURAL CONCEPTS Project: Church of the Vietnamese Martyrs (D19-0080) Jurisdiction: City of Tukwila, Department of Community Development Plans Examiner: Reid Middleton, Inc., Sabina Surana, P.E. Re: Church of the Vietnamese Martyrs (D19-0080) - Revision #2 Plan Review Comment Responses 1. A partition beam track connection appears to be added to Detail 042 on Sheet S0.12. The detail should be referenced on the floor plan where applicable. See IBC Sections 107.1 and 1603.1. ® Response: The detail is called out on the plans, please see attached snippet. tiq $3, 2. All the applicable gridlines should be included on Sheets S1.00 and S1.01. See IBC Sections 107.1 and 1603.1. ® Response: PLANS HAVE BEEN UPDATED ACCORDINGLY. 3. Several glulam roof beams along Grids 5, 6, and 7 appear to be removed on Sheet S1.01. However, information on existing beams and their capacities are not provided. Documentation should be provided to indicate that the existing roof framing members are adequate. See IBC Sections 107.1, 1603.1 and 1604.1. 0 Response: PLEASE SEE ATTACHED CALCULATIONS OF EX/STING GL U LAMINATED BEAM. 4. Continuing the comment immediately above, steel beams along Grids E and F on Sheet S1.01 are reduced from W30x99 to W18x60. Clarification of the reduction of beam sizes should be provided for review. See IBC Sections 107.1, 1603.1, and 1604.1. 0 Response: PLEASE SEE ATTACHED CALCULATIONS FOR REVIEW. ORIGINAL BEAMS WERE SIZED TO HAVE EXISTING BEAMS FRAMED INTO SIDE AS A FLUSH APPLICATION. Page 5 of 17 ItRIVERST©NE s r R UCTURAL C O N C E P r s REVISION 2 IS PLACING NEW BEAMS BELOW EX/STING FRAMING, THEREFORE S/ZED CAN BE REDUCED BASED ON CAPACITY, NOT GEOMETRY. 5. The revision summary states that "Upon demolition ... the existing structure has already been brought up to code for lateral connection transfers at reentrant corner...". However, the information on existing systems or the documentation indicating the adequacy of the lateral systems does not appear to be provided for review. See IBC Sections 107.1, 1603.1, 1604.1 and 1613.1. O Response: PLEASE SEE ATTACHED PICTURES. IT APPEARS THAT PREVIOUS SEISMIC UPGRADE HAS BEEN INSTALLED. UPON REVIEW, /T IS OUR PROFESSIONAL OPINION THAT THESE MODIFICATIONS TO THE SYSTEM AREADEQUATE TO TRANSFER LOAD TO THE LATERAL RESISTING SYSTEM. Page 6 of 17 RIVERSTQNE S T RI U C - U R A L CONCEPTS Supplemental Calculations Page 7 of 17 Riverstone Structural Concepts 871 E. Riverperk Lane, #150 Boise, ID 83708 208,860.0213 Wood Beam Lit R KW-Ob007976 DESCRIPTION: Exist. GLB Check CODE REFERENCES RIVERSTONER STUCTURAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: PRO-19018PR-tYt13y1:0-1C Pnn'e6 7 JAN 2020 5 16M1 -11W LLANNgq-pWRGLC.aB &bare••. . ENRlCALC,INC le6.201e,8411L10.e31 RIVLRS70NE SMRUGIURAt:PIS PLLC Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species • SP/SP Wood Grade : 20F - V5 Beam Bracing r- Fb + 2.000.0 psi Fb • 2,000.0 psi Fc•PA 1,500.0psi Fc • Pap 740.0 psi fv 300,0psi Ft 1,050.0psi Beam is Fully Braced against lateral -torsional buckling L(0 073) D(0.27} S(0 45) T • E: Modulus of Elasticity Ebend- tor 1,600.0ksi Eminbend • to 850.0ksi Ebend-yy 1,400.0ksi Eminbend - yy 740.0ksi Density 34.330pd L(0 073) D(o27)S(0 45) ti 70X29.0 Span •24750ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =18.0 ft Uniform Load : L = 0.0730 , Tributary Width =1.0 fl Load for Span Number 2 Uniform Load : D = 0,0150, S = 0.0250 ksf, Tributary Width =18.0 ft Unifomi Load : L = 0.0730 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.371: 1 7.0 X 29.0 742.05psi 2,001.86psi +D+S+H 0.000ft Span # 2 70X290 Span =2550ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span 0.081 in Ratio = 0.000 in Ratio = 0.139 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Location of maximum on span Span # where maximum occurs 3'65>=360 0 <360 2205 >=180 0 <180 Design OK 0.223 7.0 X 29.0 77.03 psi 345.00 psi +D+S+H 24.750 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fry C i Cr Moment Values Shear Values Cm C t CL M 1b F'b V he PY +D+H Length = 24.750 ft 1 0.196 0.118 Length = 25.50 ft 2 0.196 0.118 +D+L+H Length = 24.750 ft 1 0.216 0.131 Length = 25.50 ft 2 0.217 0.131 +D+Lr+H Length = 24.750 ft 1 0.141 0.085 0.90 0.90 1.00 1.00 1.25 0.873 0.870 0.870 0.873 0.870 0.870 0.873 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 25.14 25.14 30.90 30.90 25,14 0.00 307.48 1571.36 307.48 1566.67 0.00 377.98 1745.95 377.98 1740.75 0.00 307.48 2182.44 0.00 4.32 4.32 0.00 5.31 5.31 0.00 4.32 0.00 31.92 31.92 0.00 39.24 39.24 0.00 31.92 0.00 270.00 270.00 0.00 300.00 300.00 0.00 375.00 Page 8 of 17 RIVERSTONE STRILjC I'U RAL CONCEPTS Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Wood Beam DESCRIPTION: Exist GLB Check Load Combination Max Stress Ratios Segment Length Span # M V Cd C FtV Project Title: Engineer: Project ID: Project Descr: Rimed. 7 JAN 2029. 5:46AM iTONESRVISIuredIRSCPRO-112018PR-1,103A00-%ALCUL-1112ENG1-1141 LEARNING-ENERCALC.ecb Software copyright ENERCALC, INC.1983-2019, B4.1d:1219.8.31 . RIVERSTONE STRUCTURAL CONCEPTS, PLLC CI Cr Cm C CL Moment Values Shear Values M @ Pb V fir F'v Length = 25.50 ft 2 0.141 0.085 1.25 0.870 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2175.93 4.32 31.92 375.00 +D+S+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 0 1 0.370 0.223 1.15 0.873 1.00 1.00 1.00 1.00 1.00 60.67 742.05 2007.84 10.42 77.03 345.00 Length = 25.50 ft 2 0.371 0.223 1.15 0.870 1.00 1.00 1.00 1.00 1.00 60.67 742.05 2001.86 10.42 77.03 345.00 +0+0,750Lr+0.750L+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.165 0.100 1.25 0.873 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2182.44 5.06 37.41 375.00 Length = 25.50 ft 2 0.166 0.100 1.25 0,870 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2175.93 5.06 37.41 375.00 +0+0.7501+0.7505+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.342 0.206 1.15 0.873 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2007.84 9.64 71.24 345,00 Length = 25.50 ft 2 0.343 0.206 1.15 0.870 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2001.86 9.84 71.24 345.00 +D+0.60W+H 0.870 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.110 0.066 1.60 0.873 1,00 1.00 1.00 1.00 1.00 25.14 307.48 2793.52 4.32 31.92 480.00 Length = 25.50 ft 2 0.110 0.066 1.60 0.870 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2785.20 4.32 31.92 480.00 +0+0.7501.1+0.750L+0.450W+H 0.870 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.129 0.078 1.60 0.873 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2793.52 5.06 37.41 480.00 Length = 25.50 ft 2 0.129 0.078 1.60 0.870 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2785.20 5.06 37.41 480.00 +0+0.7501+0.750S+0.450W+H 0.870 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.246 0.148 1.60 0.873 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2793.52 9.64 71.24 480.00 Length = 25.50 ft 2 0.246 0.148 1.60 0.870 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2785.20 9.64 71.24 480.00 +0.600+0.60W+0.60H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.066 0.040 1.60 0.873 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2793.52 2.59 19.15 480.00 Length = 25.50 ft 2 0.066 0.040 1.60 0.870 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2785.20 2.59 19.15 480.00 +0+0.70E+0.60H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.110 0.066 1.60 0.873 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2793.52 4.32 31.92 480.00 Length = 25.50 ft 2 0.110 0.066 1.60 0.870 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2785.20 4.32 31.92 480.00 +0+0.750L+0.750S+0.5250E+H 0.870 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.246 0.148 1.60 0.873 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2793.52 9.64 71.24 480.00 Length = 25.50 ft 2 0.246 0.148 1.60 0.870 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2785.20 9.64 71.24 480.00 +0.600+0.70E+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0,00 Length = 24.750 ft 1 0.066 0.040 1.60 0.873 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2793.52 2.59 19.15 480.00 Length = 25.50 ft 2 0.066 0.040 1.60 0.870 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2785.20 2.59 19.15 480.00 Overall Maximum Deflections Load Combnatlon Span Max. Deft Location in Span Load Combination Max. "+'' Del Location in Span +D+S+1-1 1 0.1149 10.370 0.0000 +D+S+H 2 0.1388 14.673 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS 0.000 0.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.057 24.137 7.418 Overall MlNimum 4.133 14.135 4.344 +D+H 2.924 10.001 3.074 +D+L+H 3.595 12.294 3.778 +D+Lr+H 2.924 10.001 3.074 +D+S+H 7.057 24.137 7.418 +0+0,750L00.7501+H 3.427 11.721 3.602 +D+0.7501+0.750S+H 6.527 22.323 6.860 +0+0.60W+H 2.924 10.001 3.074 +D+0.7501r+0.750140.450W+H 3.427 11.721 3.602 +D+0.750L+0.7505+0.450W+14 6.527 22.323 6.860 +0.60D+0.60W+0.60H 1.755 6.001 1.844 +D+0.70E+0.60H 2.924 10.001 3.074 +D+0.7501.+0.750S+0.5250E+H 6.527 22.323 6.860 +0.600+0.70E+H 1.755 6.001 1.844 D Only 2.924 10.001 3.074 Lr Only L Only 0.670 2.293 0.705 S Only 4.133 14.135 4.344 W Only E Only Page 9 of 17 RiversIone Structural Concepts 871 E. Riverperk Lane, #150 Boise, ID 83706 208.860.0213 Steel Beam lh A Hw4IL007970 DESCRIPTION: w18X60 CODE REFERENCES RIVERSTCNE s T R UCTURAL CONCPTS Project Trite: Engineer, Project ID: Project Descr: Prattle(' 7 JAN 2020 6 10AM RO14011PR-10t1aAaD-1Ch4CUL-n17E1101-1W LEMINealUaRCALC d END1WIC INC.1ie}2019, 644112.10.1131 STONE SIRUCI URALCONCI-PTS PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set ASCE 7-16 Material Properties Analysis Method : Aliowabte Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional budding Bending Axis : Major Axis Bending Dte 2) Ol13 7t Fy Steel Yield E: Modulus • 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight NOT internally calculated and added Loads) for Span Number 1 Point Load: 0=8.20. S=13.70k18.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn 7 Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection W1ex80 Open • 36 0 n 0.642: 1 W18x60 197.100k-ft 306.886k-ft +D+S+H 18.000ft Span # 1 Service loads entered. Load Factors will be applied for calculations, Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.809 in Ratio = 0.000 in Ratio = 1.295 in Ratio = 0.000 in Ratio = 533 >=360 0 <360 334 >=180 0 <180 Design OK 0.072 : 1 W18x60 10.950 k 151.060 k +D+S+H 0.000 ft Span # 1 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L = 36.00 ft +D+L+H Dsgn. L= 36.00ft +D+Lai+H Dsgn. L = 36.00 ft +D+S+H Dsgn. t = 36.00 ft +0+0.750Lr+0,750L+H Dsgn. L = 36.00 ft +D+0.7501+0.750S+H Dsgn. L = 36.00 ft +D+0.60W+H Dsgn. L = 36.00 ft +D+0.7501.00, 7501+0.450W+H Dsgn. I = 36.00 ft +0+0.7501+0.7505+0.450W+11 Dsgn. L = 36.00 ft +0,60D+0.60W+0.60H Dsgn. L = 36.00 ft +D+0.70E+0.60H Dsgn. L = 36.00 ft +D+0.7501+0.7505+0.5250E+H 0.240 0.240 0.240 0.642 0.240 0.542 0.240 0.240 0.542 0.144 0.240 0.027 0.027 0.027 0.072 0.027 0.061 0.027 0.027 0.061 0.016 0.027 73.80 73.80 73.80 197.10 73.80 166.28 73.80 73.80 166.28 44.28 73.80 73.80 512.50 73.80 512.50 73.80 512.50 197.10 512.50 73.80 512.50 166.28 512.50 73.80 512.50 73.80 512.50 166.28 512.50 44.28 512.50 73.80 512.50 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 4.10 226.59 4.10 226.59 4.10 226.59 10.95 226.59 4.10 226.59 9.24 226.59 4.10 226.59 4,10 226.59 9.24 226.59 2.46 226.59 4.10 226.59 151.06 151.08 151.06 151.06 151.06 151.06 151.06 151.06 151.06 151.06 151.06 Page 10 of 17 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 RIVERSTONE STRUCTURAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: Fnnred: 7 JAN 2020, 6:10AM Steel Beam iI 2G11d4NtAr) iTONESRV\SharedJiSCPRO-112018PR-11R13A00-HCALCUL-1112ENG1-11V'd LEARNING-ENERCALC.eo6 Software oopyrI 0 ENERCALC,160,19892019, Build:12.19.8.31 . RIVERSTONE STRUCTURAL CONCEPTS, PLLC DESCRIPTION: w18X60 Load Combination Max Stress Ra8eos Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnxiomega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 36.00 ft 1 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 +0.60D+0.70E+H Dsgn. L = 36.00 ft 1 0.144 0A16 44.28 44.28 512.50 306.89 1.00 1.00 2.46 226.59 151.06 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+S+H Vertical Reactions 1 1.2945 18.000 Support notation : Far left is #1 00000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MA10mum 10.950 10.950 Overall MlNimum 2.460 2.460 +D+H 4.100 4.100 +D4L+H 4.100 4.100 +O+Lr+H 4.100 4,100 +D+S+H 10.950 10.950 +D+0.750Lr+0.750L+H 4.100 4.100 +D+0.750L+0.750S+H 9.238 9.238 +0+0.60W+H 4.100 4.100 +D+0.750Lr+0.750L+0.450W+H 4.100 4.100 +0+0.750L+0.750S+0.450W+H 9.238 9.238 +0.600+0.60W+0.60H 2.460 2.460 +D+0.70E+0.60H 4.100 4.100 +D+0.750L+0.750S+0.5250E+H 9.238 9.238 +0.600+0.70E+H 2.460 2.460 D Only 4.100 4.100 Lr Only L Only S Only 6.850 6.850 W Only E 0nty H Only Steel Section Properties : W18x60 Depth = 18.200 in I xx P. 984.00 in"4 J = 2.170En"4 Web Thick = 0.415 in S xx 108.00 (WI Cw 3,850.00 in"6 Flange Widlh 7.560 in R xx = 7.470 In Flange Thick 0.695 in Zx 123.000 in"3 Area = 17.800 in"2 I yy = 50.100 in"4 Weight = 60.000 pit S yy 13.300 in"3 Wno = 33.100 in"2 Kdesgn - 1.100 in R yy = 1.680 in Sw = 43.500 in"4 K1 = 0.813 in Zy - 20.600 in"3 Of - 21.700 in"3 rts = 2.020 in Ow = 60.600 En"3 Ycg = 9.100 in Page 11 of 17 Riverelone Structural Concepts 671 E. Riverperk Lane, #150 Boise, ID 83706 208,860.0213 DESCRIPTION: w18X78 CODE REFERENCES 11 R I'� E RSTO N E STRUCTURAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: Premed 7 JAN 2020. 6 OSAM lF 0Iilr' C1YC/1LAlM I11{., 11161' II , p�:iY, I=hi I RIVLRSTONE SIRUCTUNAL CONCLPTS PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCU 7-16 Materiel Properties Analysts Method : Allowable Strength Deelgn Beam Bracing : Bemis Fully Braced against lateral -torsional budding Bending Axis : Major Odds Bending D(10 318(17 2i Fy . Steel Yield E; Modulus : 50.0 ksl 29.000.0 kel Span • 360e Applied Loads Beam self weight NOT intemaH calculated end added Loedls) for Span Number 1 Point Load: D=10.30, S=17.20k(118.06 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.609: 1 Section used for this span W18x76 Ma : Applied 247.500 k-ft Mn 7 Omega : Allowable 406.687 k-ft Load Combination +D+S+H Location of maximum on span 18.000ft Span # wtlere maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Servke beds entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.751 in Ratio = 0.000 in Ratio = 1.203 in Ratio = 0.000 in Ratio = 574 >=360 0 <360 3:59 >=180 0 <180 Design OK 0.089 : 1 W18x76 13.750 k 154.70 k +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax Summary of Shear Values Mmax. Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxfOmoga +D+H Dsgn. L = 36.00 a +D+L+H Dsgn. L = 36.00 ft +D+Lr+H Dsgn. L = 36.00 ft +D+S+H Dsgn. L = 36.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 36.00 ft +D+0.750L+0.750S+H Dsgn. L = 36.00 ft +D+0.60W+H Dsgn. L = 36.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 36.00 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 36.00 ft +0.60D+0.60W+0.60H Dsgn. L = 36.00 ft +0+0.70E+0,60H Dsgn. L = 36.00 ft +0+0.7501+0,750S+0.5250E+H 1 0.228 0.033 92.70 92.70 679,17 406.69 1.00 1.00 5.15 232.05 1 0.228 0.033 92.70 92.70 879.17 406.69 1.00 1.00 5.15 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1,00 5.15 232.05 1 0.609 0.089 247.50 247.50 679.17 406.69 1.00 1.00 13.75 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 1 0,513 0.075 208.80 208.80 679.17 406.69 1.00 1.00 11.60 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 1 0.513 0.075 208,80 208.80 679.17 406.69 1.00 1.00 11.60 232.05 1 0.137 0.020 55.62 55.62 679.17 406.69 1.00 1.00 3.09 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 Page 12 of 17 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 RIVERSTONE S TRUCTI.JRAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: Fainted: 7 JAN 2020. 6:05AM Steel Beam Lic. # : KW-06007976 DESCRIPTION: w18X76 Load Combination Max Stress Ratios 3TONESRVLSnatetARSCPRO-112018PR-1Yt13A0D-11CALCUL-1112ENGI-11N4 LEARNING-ENERCALC.ece Software copyright ENERCALC, INC. 10832019, B dd:12.19.8.31 . RIVERSTONE STRUCTURA Summary of Moment Values CONCEPTS, PLLC Summary of Shear Values Segment Length Span # M V Mmax + Mmax • Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Ornega Dsgn. L = 36.00 ft 1 0,513 0.075 208.80 208.80 67917 406.69 1.00 1.00 11.60 232.05 154.70 +0.60D+0.70E+H Dsgn. L = 36.00 ft 1 0.137 0.020 55.62 55.62 679.17 406.69 1.00 1.30 3.09 232.05 154.70 Overall Maximum Deflections Load Combination Span Max.' " Deft Location in Span Load Combination Max. "+" Deft Location in Span +O+S+H 1 1.2027 18.000 Vertical Reactions Support notation : Far left is #1 0 0000 0.000 Va ues in KIPS Load Combination Support 1 Support 2 0veratMAXTmum 13.750 13.750 0vera9 MlNimum 3.090 3.090 +D+H 5.150 5.150 +D+L+H 5.150 5.150 +D+Lr+H 5.150 5.150 +O+S+H 13.750 13.750 +D+0.750Lr+0.750L+H 5.150 5.150 +D+0 750L+0.750S+H 11.600 11.600 +0+0.60W+H 5.150 5.150 +D+0.7501r+0.750L+0A501Af+H 5.150 5.150 +D+0.750L+0,750S+0,450W4l 11.600 11,600 +0.600+0.60W+0.60H 3.090 3.090 +0+0.70E+0.6011 5.150 5.150 +D+0.750L+0.750S+0.5250E+H 11.600 11.600 +0.600+0.70E+H 3.090 3.090 D Only 5.150 5,150 Lr Only L Only S Only 8,600 8.600 W Only E Only H Only Steel Section Properties : W18x76 Depth = 18.200 in I xx F. 1,330.00 in"4 J = 2.830 in"4 Web Thick = 0.425 in S xx 146.00 in"3 Cw - 11700.00 in^6 Flange Width 11.000 in R xx = 7.730 in Flange Thidt = 0.680 in Zx 163.000 in"3 Area = 22.300 in^2 I yy = 152.000 in"4 Weight - 76.000 Of S yy - 27.600 in"3 Wno = 48.200 in^2 Kdesign = 1.080 in R yy = 2.610 in Sw = 90.100 in"4 K1 = 1.063 in Zy = 42.200 in"3 Of = 31.500in"3 ns = 3.020 in Ow = 80.600 in"3 Ycg - 9.100 in Page 13 of 17 R VERSTONE It STRI UCTURAL CONCEPTS Seismic Retrofit Pictures Page 14 of 17 ItRIVER TONE S T RI U C T J R A L C O N C E P T S Page 15 of 17 RIVERSTONE STR UC a RAL CQNCE F'T Page 16 of 17 RIVERSTONE STRUCTURAL CONCEPTS Page 17 of 17 BRODERICK ARCHITECTS City of Tukwila Attn: Bill Rambo Department of Community Development 6300 Southcenter Boulevard, Suite#100 Tukwila, WA 98188 January 30, 2020 RE: Revised Architectural Plan Sheets, Revised Mechanical Plan Sheets and Revised Mechanical Load Calculations Address: 6847 S 180th Street Permit #: D19-0080 Project Name: Church of the Vietnamese Martyrs — Learning Center Dear Mr. Rambo: REVISION NO..3. We have made some changes to the architectural drawings as requested by the building's owner. Most of the changes are proposed in order to reduce the cost of construction. The primary changes are the following: • Classrooms 16 and 17 have become Multipurpose Room 16. • Corridor 107 has shifted to the left to expand Multipurpose Room 16. • Some additional classroom partition walls have moved. • The Reflected Ceiling Plan has changed to show soffits for beams which will now be framed "dropped" instead of "flush". • Some roofs are now showing 6" of Rigid Insulation above the roof sheathing instead of Fiberglass Batts in the attic space. This was done to provide a warm attic for the wet sprinkler system. • A shower has been added to the Men's room and also to the Women's room. A full list of changes to the architectural drawings has been organized below by sheet number for your review. The changes have been clouded on the drawings with a revision symbol #1. A City of Tukwila Revision Submittal form has also been provided for the changes to the architectural drawings. Please see the attached additional City of Tukwila Revision Submittal form for a description of changes that have been made to the mechanical plans and mechanical load calculations. Please contact me if you have any questions or if there is any additional information I can provide. Sincerely, Sean Hill 1)19%-0080 RECEIVED CITY OF TUKWILA JAN 30 2020 55 South Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.6PIT CENTER A0.1 — TITLE SHEET • The Sheet Index has been updated to show the addition of new detail sheets • The BUILDING AREA SUMMARY has been updated to show the new Multipurpose Room 16 and the deletion of Classrooms 16 and 17. A2.0 — EXITING PLAN • Exit pathways have been updated to reflect the increased occupancy for the new Multipurpose Room 16. • Total occupants at Exit #1 and Exit #3 have been updated based on the change in occupancy of the new Multipurpose Room 16. A2.1 — DEMO PLAN • New opening shown on the North exterior wall for new window. • New opening shown next to Door E05 for new door. • Wall to be demolished between Office 01 and Office 02. • Existing east wall of Classroom 02 to remain. • Note to replace existing paving and soil in Interior Open Court with new concrete slab. • Selective demolition/prep in both existing restrooms for new accessible showers. A2.2 — FOUNDATION PLAN • Spread footings added at northeast corner to support Trash Enclosure walls, already submitted for structural revision review • Foundation added at northeast corner to support CMU veneer, already submitted for structural revision review • (2) New Footings along Column Line D.1, already submitted for structural revision review A2.3 — FLOOR PLAN • Sprinkler pipe and chase has been added • Framed wall added where operable partition was located between classrooms 4 and 5 • Corridor 107 was moved to the west and adjacent classroom partition walls were relocated • Operable partition was removed at Multipurpose Room 16 • Showers were added to Boys and Girls rooms • Enclosure added for trash storage at exterior of building • (2) Windows enlarged at southeast corner • Door 16B was added at Multipurpose Room 16 A2.4 — ROOF PLAN • Roof drain lines shown • Scupper drain lines shown • (2) roof drains eliminated and tapered insulation adjusted accordingly • Roof hatch added CLERESTORY -PLAN AND ELETIOS u. , • This Sheet has been added to show tivvi.ndow locations' in the clerestory and also to show The enclosure for the mechanicalfducts" 4 R ' 55tSouth Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 A3.1 — BUILDING ELEVATIONS • Window added to north elevation • (2) Windows enlarged on east elevation • Trash enclosure added on east elevation A4.1 — BUILDING SECTIONS & ASSEMBLIES • 6" of Rigid Insulation is above the roof sheathing instead of Fiberglass Batts in the attic space over Multipurpose Room 16 and at the sloped roof on the east side of the building. • Roof drain lines are shown on the east side at Section 3 • 6" of Rigid Insulation is shown above the roof sheathing instead of Fiberglass for roof assembly R2.1, R3 and R4. A5.1 — WALL SECTIONS • Batt insulation in attic changed to rigid Insulation above the roof sheathing • The slab has also been revised to show a turned down slab • Top of framed wall is below joist instead of joist hanging from wall (either way is acceptable to the structural engineer) A5.2 — WALL SECTIONS • Batt insulation in attic changed to rigid Insulation above the roof sheathing • The slab has also been revised to show a turned down slab A5.3 — WALL SECTIONS • Batt insulation in attic changed to rigid Insulation above the roof sheathing • Truss bearing has been raised by 24" to allow for taller windows and more natural light • The height of the vvindows has been increased from 18" to 38" • Drawings 4, 5 & 6 have been added to illustrate supporting the new CMU veneer A5.4 — WALL SECTIONS • This Sheet has been added to show the roof drain line at the west wall and to assist the contractor with window installation details A6.1 — AIR BARIER AND INSULATION DETAILS • Drawing 1 changed to show haunched slab • Drawing 2 combined with drawing 1 • Drawing 3 no change • Drawing 4 deleted, air barrier now provided by vapor barrier • Drawing 5 changed to show vapor retarder (barrier) installation • Drawing 6 changed to show vapor retarder (barrier) installation • Drawing 7 deleted, air barrier now provided by vapor barrier • Drawing 8 changed, batts at ceiling removed and rigid insulation added above roof sheathing • Notes changed, air barrier now provided by vapor retarder (barrier) 55 South Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 A6.2 — ROOF DETAILS • FG batt insulation in attic changed to rigid insulation above roof sheathing • Roof venting calculations reduced because rigid insulation above roof sheathing eliminates need to vent roof at those locations • Details added to show mechanical vent chase and roof drain line locations A6.3 — EXTERIOR WALL AND TRIM DETAILS • Sheet added to show metal transom trim, trash enclosure and metal door details A6.4 — HEAD/JAMB/SILL DETAILS • Sheet added to show window installation details A6.4 — ENLARGED PLANS, INTERIOR ELEVATIONS & DETAILS • Shower drawings added A7.4 — ENLARGED PLANS, INTERIOR ELEVATIONS & DETAILS • Windows enlarged on east wall A8.1 — REFELECTED CEILING PLAN • Gypsum soffits deleted • Gypsum soffits added in Dining Hall because beams are now "dropped" • Changes to ceiling plan because of partition walls moving • Addition of gypsum ceiling in Multipurpose Room 16 A9.1 — FINISH FLOOR PLAN • Floor finishes changed because of partition walls moving • Decorative pattern added to Multipurpose Room 16 • Epoxy floor extended into pantry A10.1 — SCHEDULES • Door types H and I were added to Multipurpose Room 16 • Various changes were made to the door schedule because of partition walls moving • Window type D was added • Height of window type E was increased • Total number of windows and area was increased to allow for more natural light • Fenestration And Wall Area Calculations were adjusted accordingly 55 South Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING January 29, 2020 File No. 262019.005/00511 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Revision #2 Dear Mr. Hight: RECEIVED JAN 31 2020 Community Development We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a structural revision to the original project submittal (Permit # D19-0080). Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The applicant should resubmit two hardcopies of revised drawings and supplemental structural calculations to Reid Middleton directly. 1. A partition beam track connection appears to be added to Detail 042 on Sheet S0.12. The detail should be referenced on the floor plan where applicable. See IBC Sections 107.1 and 1603.1. 2. All the applicable gridlines should be included on Sheets S 1.00 and S1.01. See IBC Sections 107.1 and 1603.1. 3. Several glulam roof beams along Grids 5, 6, and 7 appear to be removed on Sheet S1.01. However, information on existing beams and their capacities are not provided. Documentation should be provided to indicate that the existing roof framing members are adequate. See IBC Sections 107.1, 1603.1 and 1604.1. 4. Continuing the comment immediately above, steel beams along Grids E and F on Sheet S1.01 are reduced from W30x99 to W18x60. Clarification of the reduction of beam sizes should be provided for review. See IBC Sections 107.1, 1603.1, and 1604.1. ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 29, 2020 File No. 262019.005/00511 Page 2 5. The revision summary states that "Upon demolition ... the existing structure has already been brought up to code for lateral connection transfers at reentrant corner...". However, the information on existing systems or the documentation indicating the adequacy of the lateral systems does not appear to be provided for review. See IBC Sections 107.1, 1603.1, 1604.1 and 1613.1. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 4&-it4at )2(m/b44z- Sabina S. Surana, P.E. Corbin M. Hammer, P.E., S.E. Project Engineer Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R11.docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 22, 2020 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080— Revision #2 Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. Per an email we received Friday 1-17-2020, Sean Hill with Broderick Architects has already sent PDF's of this Revision #2 to Sabina Surana in your office to get the review started. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 26, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 — Deferred Submittal #2 (Roof Truss Manufacturer's specs) Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of documents for structural compliance with the 2015 International Building Code. Your company did the initial review of this permit for us earlier this year. As always, once all items have been reviewed and deemed correct, please provide two approved sets of documents with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, c '()1 Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING November 15, 2019 File No. 262019.005/00520 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED NOV 212019 Community Development Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #1 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the helical pile design and calculations dated September 6, 2019. The submittal should also be reviewed by the engineer -of -record for general conformance with the design drawings. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The applicant should resubmit two hardcopies of revised drawings and supplemental structural calculations to Reid Middleton directly. 1. Helical pile sketch SK-1 states that "helical piles as shown are not designed to resist lateral forces". However, Plan Note 16 on Sheet S 1.00 appears to list the required designed shear forces that helical piles should be designed for. Documentation should be provided to verify that the design of helical piles is adequate. See IBC Section 107.3.4.1. 2. Product information bulletins for D10 Series 1-3/4" RCS Helical Piles/Anchors and P35 Series 3-1/2" (Schedule 40) Helical Steel Pipe Piles are provided in the submittal package. Clarification should be provided for the proposed piles to be used for the project. See IBC Section 107.2.1. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 I 425 741-3800 I www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 15, 2019 File No. 262019.005/00520 Page 2 If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R20.docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 7, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 — Deferred Submittal #1 (Helical Pile design and calculations) Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of documents for structural compliance with the 2015 International Building Code. Your company did the initial review of this permit for us earlier this year. As always, once all items have been reviewed and deemed correct, please provide two approved sets of documents with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov J��14Lgwq �y� City of Tukwila J `� N �,�� �° Department of Community Development �I908 8/5/2019 SEAN HILL 55 SOUTH ATLANTIC STREET - SUITE 301 SEATTLE, WA 98134 RE: Permit Application No. D19-0080 CHURCH OF THE VIETNAMESE MARTYRS 6847 S 180 ST Dear SEAN HILL, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 3/6/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 9/6/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Kandace Nichols2 Permit Technician File No: D19-0080 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING July 11, 2019 File No. 262019.005/00503 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Church of the Vietnamese Martyrs (D19-0080) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated July 3, 2019. In addition to the new sets noted above, individual revised structural sheets were submitted in response to our plan review for insertion into the drawing sets. These sheets have been replaced in the enclosed drawing sets. The revised sheets are: S0.00, S-1.01, and S2.11 (dated July 3, 2019). Special Inspections, Submittals, Tests, and Structural Observation Special inspections and tests should be performed by qualified special inspectors. Requirements for special inspections and structural tests have been provided on Sheet S0.01. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. Geotechnical special inspections: Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by The Riley Group, Inc., dated February 7, 2017. Structural deferred submittals: Portions of the structural design have been deferred by the structural engineer for submittal to City of Tukwila until after issuance of'the initial EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development July 11, 2019 File No. 262019.005/00503 Page 2 building permit. The applicant has been informed that the City of Tukwila may require the issuance of additional permits. A list of required deferred submittals have been provided on Sheets S0.00 and S0.01. Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. The section of the structural general notes on Structural Observation, Sheet S0.01, specifies structural observation by the structural engineer. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as it relates they relate to the project. Enclosed are the drawings, geotechnical report, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Kandace Nicols, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R03.docx\sss Reid iddleton Sabina Surana From: Sent: To: Cc: Dana Hennis <DHennis@lochsaidaho.com> Tuesday, June 25, 2019 10:57 AM Sabina Surana 'Jerry Hight'; 'Bitl.Rambo@TukwilaWA.gov'; 'Rachelle Ripley; 'Lee Sipe'; 'rachel.bianchi@tukwilawa.gov'; 'AI.Johannessen@TukwilaWA.gov'; 'kevin@broderickarchitects.com'; Corbin Hammer; kandace.,nichols@tukwilaWA.gov; 'sean@broderickarchitects.com'; Patrick Bird (patrick@riverstonesc.com) Subject: RE: Church of the Vietnamese Martyrs (D19-0080) - First Review Attachments: VMLC Struct - SO.0 Revised 06182019.pdf; Foundation Plan Review.pdf Sabina — Thank you for reaching out for these answers. Please see the following responses: 2. The letter from geotechnical engineer is not included in the submittal package. The original comment is as follows: Section 2.0 of the geotechnical report indicates that the geotechnical recommendations are preliminary and based on "similar construction". A letter from the geotechnical engineer should be submitted indicating that the final plans for the foundation design have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. Please see attached letter from the Geotechnical Engineer. 3. The deferred submittal items are listed as Shop Drawings on Sheet S0.00. The Sheet S0.00 should be revised to include a list of deferred submittal items. The original comment is as follows: Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheets 50.00 and S0.01: Please see attached S0.00, revised to include a cloud at the deferred submittals.. a. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. b. Design drawings for helical piers. c. Design drawings for prefabricated metal -plate -connected wood trusses. d. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. 16. Page 66 of supplementary calculations indicate that the existing precast panels are 7-inch thick. Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete with %-inch diameter Simpson Titen anchors with 6-inch embedment. Please verify that the anchor embedment is adequate for thickness of the existing precast concrete panels. The original comment as follows: Sheet S1.01 and Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete. Structural calculations substantiating the design of those connections should be provided for review. See IBC Sections 107.1 and 1604.1 and ACI 318-14 Chapter 17. The documents did not specify an embedment of 6", it specified a screw that was 6 inches, therefore 6-.5"-1.5"=4", see attached capacity from report. We were designing for and had intended to have an embedment of 4". 1 en HD"Design la! Ilion — Concrete ePAT m 3 •*a r�-sa _� gags a z'tt1 .: � 3''+:' <;.4.4) Y kx a z.:.:::s` . z'^) %+C Please feel free to contact me with any further questions or comments. Sincerely, Dana M. Hennis, P.E., S.E. ( Senior Structural Project Manager ILOChSa n n O. SU 71tta4".Ci °sue L SINCE 2003 *Valued clients, team mates, colleagues, etc., please note that Lochsa Engineering will be implementing Summer Office Hours starting the week of May 315t. Our office will be officially closing at noon (MDT) on Fridays through the Labor Day Weekend. Thank you very much. * 0: (208) 342-7168 D: (208) 489-7612 Boise, Idaho dhennis(c lochsaidaho.com www.Iochsa.com NOTE: All information contained in this email and for attachments is confidential. The recipient of this information shall not copy, use, or modify this information without the prior written authorization of l.mchsa Engineering. Email transmission cannot be. guaranteed to he secure or error -free, and Lochsa Engineering accepts no liability fbr any damage caused by any nature of virus transmitted by This email. From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Thursday, June 13, 2019 6:53 PM To: Dana Hennis; 'sean@broderickarchitects.com' 2 Cc: 'Jerry Hight; 'Bill.Rambo@TukwilavvA.gov'; 'Rachelle Ripley'; 'Lee Sipe'; 'rachel.oianchi@tukwilawa.gov'; 'AI.Johannessen@TukwilaWA.gov';'kevin@broderickarchitects.com'; Corbin Hammer; kandace.nichols@tukwilaWA.gov Subject: Church of the Vietnamese Martyrs (D19-0080) - First Review Dana and Sean, We have several comments have not been fully addressed. We would like to resolve these without issuing another review letter. Please review following comments and let us know these can be addressed. Itf not, we will issue a letter. 2. The letter from geotechnical engineer is not included in the submittal package. The original comment is as follows: Section 2.0 of the geotechnical report indicates that the geotechnical recommendations are preliminary and based on "similar construction". A letter from the geotechnical engineer should be submitted indicating that the final plans for the foundation design have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. 3. The deferred submittal items are listed as Shop Drawings on Sheet S0.00. The Sheet S0.00 should be revised to include a list of deferred submittal items. The original comment is as follows: Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheets S0.00 and S0.01: a. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. b. Design drawings for helical piers. c. Design drawings for prefabricated metal -plate -connected wood trusses. d. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. 16. Page 66 of supplementary calculations indicate that the existing precast panels are 7-inch thick. Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete with -inch diameter Simpson Titen anchors with 6-inch embedment. Please verify that the anchor embedment is adequate for thickness of the existing precast concrete panels. The original comment as follows: Sheet S1.01 and Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete. Structural calculations substantiating the design of those connections should be provided for review. See IBC Sections 107.1 and 1604.1 and ACI 318-14 Chapter 17. Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers I Planners !Surveyors 728 134' Street SW Suite 2001 Everett. WA 98204 Office: 425-741-3800 Fax 425-741-3900 3 II II 11111 RILEYGROUP June 19, 2019 Mr. Kevin Broderick Broderick Architects 55 South Atlantic Street, Suite 301 Seattle, Washington 98134 Subject: Foundation Plan review VIM Learning Center 6847 South 18Oth Street Tukwila, Washington 98188 RGI Project No. 2017-012 References: Geotechnical Engineering Report prepared by The Riley Group, Inc. dated February 8, 2019 Foundation Plans for VM Learning Center (50.00 to S2.11) prepared by Riverstone Structural Concepts dated June 4, 2019 Dear Mr. Broderick: As requested, The Riley Group, Inc. (RGI) has reviewed the referenced foundation plans. Based on our review, the new foundations will be supported on helical piles. It is consistent with the recommendation in the referenced geotechnical report. RGI would be available to provide geotechnical inspection services during the construction of the project per City of Tukwila's requirements. The design to be submitted to City of Tukwila have been reviewed and conform to the recommendations of the analysis, report and follow-up design memos, and provided that the conditions and recommendations are satisfied, the construction and development will not increase the potential for soil movement or settlement.. The risk of damage to the proposed development and from the development to adjacent properties from soil instability will be minimal. We trust the information presented is sufficient for your current needs. If you have any questions regarding this letter report or require additional information, please call us at (425) 415-0551. Sincerely, THE RILEY GROUP, INC. Ricky R. Wang, PhD, PE Principal Engineer Corporate Dice 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 Fax 425.415.0311 6/19/2, www.riley-group.com Shin, John RE: Kitchen for Church of the Vietnamese Martyrs Learning Center To: Sean Hill ri Inbox - se...karchitects.com May 15, 2019 at 1:19 PM0 Siri found new contact info in this email: John Shin John.Shin@kingcounty.gov add to Contacts... Hello Sean, Thank you for your inquiry. If this is a traditional church kitchen and will be used for the congregation and members only, this facility would not be considered a retail food establishment and, as such, would be exempt from an operating permit. In some instances, your client may wish to obtain a plan approval and pursue an operating permit if they feel they are going to pursue more in regards to who they are planning to provide food or beverages for. Regards, John Shin Health and Environmental Investigator III Plan Reviewer John.Shin a@kingcounty.govI direct: 206.263.8531I main: 206.263.9566 Downtown Seattle -Chinook Office 401 5th Avenue, Suite 1100 CNK-PH-1100 Seattle, WA 98104 Check out our online services Find your favorite restaurant's food safety rating Manage your permit online Get your food worker card Environmental Health website at: www.kingcounty.gov/healthservices/health/ehs.aspx This electronic mail may contain confidential information that is being transmitted to and only for the use of the recipients named above. Reading, disclosure, discussion, dissemination, distribution or copying this information by anyone other than the intended recipients or his or her employees or agents is strictly prohibited. If you have received this electronic mail in error, please immediately discard it and contact me at 206-263-8531. CORRECTION LTR# btqco�o RECEIVED, CITY OF UtCti"4ILA JUN062019 PERMIT CENTER /l. •BRODERICK ARCHITECTS June 6, 2019 City of Tukwila — Department of Community Development Attn: Bill Rambo 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RE: Correction Letter #1 Address: 6847 S. 180`h Street Reference #: D19-0080 Project Name: Church of the Vietnamese Martyrs Dear Mr. Rambo, Thank you for sending review comments for the Vietnamese Martyrs Project. Below are our responses (in italics) to your letter from May 08, 2019. I have included the wording from your correction letter as reference. Building Department 1. Please clarify the daily operation of the kitchen and indicate how the meals are funded. Indicate how long it is in operation. The kitchen is primarily intended to prepare food for the young members of the Sunday School Program on Saturdays. Other occasional uses would be for social activities such as: coffee hours, holiday meals and priest ordination dinners. Meals would mostly be prepared on the weekends. Meals would be prepared by the church's volunteers and funded internally by the parish. The kitchen would only be used to prepare food for the congregation and not the general public. 2. All food preparation establishments must have Seattle/King County Department of Public Health (KCDPH) final approval prior to opening or doing any food processing. Application for King County Department of Public Health (KCDPH) permit shall be required prior to receiving a building permit however KCDPH permit shall not hold up building permit approval. Final building inspection and approval shall occur after KCDPH has approved their final inspections. Show application for (KCDPH). As recommended by Mr. Johannessen, 1 contacted KCDPH and asked if the kitchen would require approval according to KCDPH policy. John Shin, Health and Environmental Investigator 111, Plan Reviewer for KCDPH, informed me that KCDPH approval would not be required and the kitchen would be exempt from an operating permit because it will be used for congregation members only. A copy of Mr. Shin's email is attached for your reference. 3. FYI: The walk-in coolers shall be under a separate mechanical permit. Kitchen hood shall also have its own separate permit as well as HVAC systems. Understood. We will file for a separate mechanical permit for the walk-in coolers, a separate mechanical permit for the Kitchen hood and also a separate mechanical permit for the HVAC systems. RECEIVED b191"0060 CITY OF TUKWILA CORRECTION JUN 06 2019 PERMIT CENTER Fire Department 1) Re -locate the fire department connection (FDC) to a location directly south of the existing fire hydrant in the same planter strip. The FDC to be a distance of 15 to 50 ft from the hydrant. The FDC has been relocated to the planter strip approximately 16.5' south of the existing fire hydrant on sheet C6. 2) The southeast portion of the building exceeds fire hydrant distance requirements from the existing hydrant shown to the northwest. I was unable to locate any other fire hydrants on the drawing. There is an existing fire hydrant in front of the existing church building approximately 210 feet to the SE corner of the Learning Center building. It is shown on the bottom of sheet C6. 3) A post indicator valve (PIV) is required. There is an existing PIV on the north side of the Learning Center Building. It is labeled on sheet C6. Therefore, no new PIV is needed. 4) The retention vault lid shall be designed to meet ladder truck outrigger point loading requirements of 45,000 lbs. The proposed infiltration detention system is not a concrete vault. It's a piping system with access manholes. These manholes are standard drainage access manholes that meet fire truck loading of 45,000 lbs. Planning Department 1. Please provide soil specification/details for the planting areas on the landscape and civil plans in conformance with the requirements of TMC 18.28. Soil specification/details for the planting areas have been added as Soil/Planting Notes to sheet L1.1 of the landscape plans and sheet C5 of the civil plans in conformance with the requirements of TMC 18.28 and TMC 18.52.070. 2. As per condition of design review approval submit plans or confirm that mechanical equipment for the Learning Center is screened from the public's view. Please see the attached drawing SK.4 MECHANICAL SCREENING, which illustrates a worst case scenario of the public's view from the far lane of S. 180th Street. This drawing shows that the HVAC units are almost entirely screened from the public's view and only a small fraction of one of the eight HVAC units would be visible from the most distant lane of S. 180t" Street. PW Department 1. Provide a completed Public Works permit fee estimate sheet (PW Bulletin A2 enclosed). (For Public Works activities to include — EROSION CONTROL, LAND ALTERING, CURB CUT REPLACEMENTS, SAWCUTTING, UTILITY TRENCHING/BACKFILL, REMOVAL AND REPLACEMENT OF SIDEWALKS, DRIVEWAYS, PAVEMENT MARKING REPLACEMENT, WATER/FIRE SERVICE CONNECTIONS, FIRE HYDRANT(S), STORM DRAINAGE, DRY UTILITY CONNECTIONS, AC REMOVAL, GREASE INTERCEPTOR, TRASH ENCLOSURE, TRAFFIC CONTROL, CHANNELIZTION, STRIPPING, CURB RAMP, AND UNDERGROUNDING OF POWER. Please see the attached Public Works permit fee estimate sheet. Sheet C6 (Drainage and Utility Plan) — (1) Provide grease interceptor sizing calculations — See standard detail SS- 14 enclosed (2) The trash enclosure is required to be covered, tied into a grease interceptor, and connected into a sanitary sewer system. (See TMC 14.30.110 Trash and Waste Receptacles — enclosed) (1) The kitchen designer will be providing the grease interceptor sizing calculations prior to its installation. Would you please accept these calculations later as a deferred submittal? (2) The drawings have been revised to irsclude roof coffered trash enclosure with a drain and pipethat connects to a grease irfterceptor prior to. discharge. o the sanitary sewer system. 2 Sheet L1.00 (Ground Level Landscape Plan) — Verify that Landscape Plan matches Civil Plan Sheet(s). 1 have verified that the Landscape Plan matches the Civil Plan Sheets. Sheet L1.02 (Ground Level Irrigation Plan) — Verify that Irrigation Plan matches Civil Plan Sheet(s). 1 have verified that the Irrigation Plan matches the Civil Plan Sheets. Please contact me if there is any additional information that I can provide or if you have any questions regarding our application. Thank you for your help with this project. Sincerely,r( j I �6 L� 1. I (Sean) John J. Hill City of Tukwila Department of Community Development May 08, 2019 SEAN HILL 55 SOUTH ATLANTIC STREET SEATTLE, WA 98134 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 19-0080 CHURCH OF THE VIETNAMESE MARTYRS - 6847 S 180 ST Dear SEAN HILL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please clarify the daily operation of the kitchen and indicate how the meals are funded. Indicate how long it is in operation. 2. All food preparation establishments must have Seattle/King County Department of Public Health (KCDPH) final approval prior to opening or doing any food processing. Application for King County Department of Public Health (KCDPH) permit shall be required prior to receiving a building permit however KCDPH permit shall not hold up building permit approval. Final building inspection and approval shall occur after KCDPH has approved their final inspections. Show application for (KCDPH). 3. FYI: The walk-in coolers shall be under a separate mechanical permit. Kitchen hood shall also have its own separate permit as well as HVAC systems. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • The following corrections refer to plan sheet C6 (Drainage and Utility Plan). 1) Re -locate the fire department connection (FDC) to a location directly south of the existing fire hydrant in the same planter strip. The FDC to be a distance of 15 to 50 ft from the hydrant. 2) The southeast portion of the building exceeds fire hydrant distance requirements from the existing hydrant shown to the northwest. I was unable to locate any other fire hydrants on the drawing. 3) A post indicator valve (PIV) is required. 4) The retention vault lid shall be designed to meet ladder truck outrigger point loading requirements of 45,000 lbs. PLANNING DEPARTMENT: Minnie Dhaliwal at 206-431-3685 if you have questions regarding these comments. • 1. Please provide soil specification/details for the planting areas on the landscape and civil plans in conformance with the requirements of TMC 18.28. 2. As per condition of design review approval submit plans or confirm that mechanical equipment for the Learning Center is screened from the public's view. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Public Works permit fee estimate sheet (PW Bulletin A2 enclosed). (For Public Works activities to include — EROSION CONTROL, LAND ALTERING, CURB CUT REPLACEMENTS, SAWCUTTING, UTILITY TRENCHINGBACKFILL, REMOVAL AND REPLACEMENT OF SIDEWALKS, DRIVEWAYS, PAVEMENT MARKING REPLACEMENT, WATER/FIRE SERVICE CONNECTIONS, FIRE HYDRANT(S), STORM DRAINAGE, DRY UTILITY CONNECTIONS, AC REMOVAL, GREASE INTERCEPTOR, TRASH ENCLOSURE, TRAFFIC CONTROL, CHANNELIZTION, STRIPPING, CURB RAMP, AND UNDERGROUNDING OF POWER. Sheet C 1 (Cover Sheet and Notes) — No comments. Sheet C2 (Removal and TESC Plan) — No comments. Sheet C3 (TESC Details) — No comments. Sheet C4 (Paving and Grading Plan — 1) — No comments. Sheet C5 (Paving and Grading Plan — 2) — No comments. Sheet C6 (Drainage and Utility Plan) — (1) Provide grease interceptor sizing calculations — See standard detail SS- 14 enclosed (2) The trash enclosure is required to be covered, tied into a grease interceptor, and connected into a sanitary sewer system. (See TMC 14.30.110 Trash and Waste Receptacles — enclosed) Sheet C7 (Infiltration System Details) — No comments. Sheet C8 (Stormfilter Treatment and Standard Details) — No comments. Sheet C9 (Sections and Details - 1) — No comments. Sheet C10 (Sections and Details - 2) — No comments. Sheet C 11 (Standard Details) — No comments. Sheet L 1.00 (Ground Level Landscape Plan) — Verify that Landscape Plan matches Civil Plan Sheet(s). Sheet L1.02 (Ground Level Irrigation Plan) — Verify that Irrigation Plan matches Civil Plan Sheet(s). 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 NOTE: If you need assistai...,; in locating a backflow in the field (and/or) haves questions regarding backflow testing, please contact Todd Reedy, Water Quality Specialist, Tukwila Water Department — Minkler Shops, directly at (206) 571-6309. Todd.Reedy@TuwilaWA.gov Public Works contacts for utility information: Ryan Larson, P.E. (Senior Program Manager — Surface Water) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@tukwilawa.gov Scott Bates (Traffic Engineering Coordinator) City of Tukwila Public Works Department (206) 431-2193 scott.bates@tukwilawa.gov Public Works contact for surface water information Ryan Larson, P.E. (Senior Program Manager - Surface Water) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@tukwilawa.gov Public Works contact for sanitary sewer & water information. Pat Brodin, P.E. (Development Manager) City of Tukwila Public Works Department (206) 431-2441 pat.brodin@tukwilawa.gov Public Works contact for NPDES information. Greg Villanueva (NPDES Coordinator) 6300 Southcenter Boulevard Tukwila, WA 98188-.2544 206-431-2442 Office / 206-571-6321 Ce11 greg.villanueva@tukwilawa.gov Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0080 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton D April 12, 2019 File No. 262019.005/00501 DE O�MO N Ty Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets nET-15337.1VED submitted in place of individual new and revised sheets. CITY OF TUKWILA b. Two complete full-sized sets of updated structural drawings. APR 1 8 2019 c. Three copies of supplemental structural calculations. d. Two copies of geotechnical report. PERMIT CENTER The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, 1705.6, and 1705.9. A table of the required inspections is provided in the General Structural Notes on Sheet S0.01. The following is a summary of the required geotechnical special inspections and tests based on a review of the structural drawings and the geotechnical report. This comment does not require a response by the applicant. a. Site excavation and grading. b. Monitoring of movements of adjacent structures. c. Underpinning of adjacent structures. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Departtnent of Community Development April 12, 2019 File No. 262019.005/00501 Page 2 d. Overexcavation for placement of structural fill, where applicable. e. Groundwater monitoring and construction dewatering, where applicable. f. Installation of helical pile foundations. See also IBC Section 1705.9. g. Placement of structural fill and soil compaction at the slab -on -grade floors. h. Verification of soil -bearing capacity at the building footings. i. Installation of underslab drainage system, where applicable. j. Installation of perimeter subsurface drainage system. k. Placement and compaction of perimeter backfill. 2. Section 2.0 of -the geotechnical report indicates that the geotechnical recommendations are preliminary and based on "similar construction". A letter from the geotechnical engineer should be submitted indicating that the final plans for the foundation design have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. Structural General 1. Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705. A table of the required inspections is provided in the General Structural Notes on Sheet S0.01. This comment does not require a response by the applicant. 2. The Concrete Fabrication table on Sheet S0.00 specifies a concrete strength of 3,000 psi. The project appears to have concrete elements exposed to freezing and thawing cycles, which qualifies as Class F2 concrete per ACI 318-14 Table 19.3.1.1. Per ACI 318-14 Table 19.3.2.1, the minimum concrete strength for Class F2 concrete is 4,500 psi. The minimum concrete strength on Sheet S0.00 should be revised. See IBC Section 1901.2 3. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheets S0.00 and S0.01: a. Design drawings for hold-down systems at wood -framed shear walls. b. Design drawings for attachment of mechanical and electrical components to Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 3 the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. c. Design drawings for helical piers. d. Design drawings for prefabricated metal -plate -connected wood trusses. e. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. Loads: 4. The snow load design data in the section of the structural notes on design loads, Sheet S0.00, should be revised by also specifying the ground snow load, Pg; flat - roof snow load, Pi; snow exposure factor, Ce; thermal factor, Cr; snow importance factor, IS; drift surcharge loads(s), Pd; and width of snow drift(s), w. See IBC Section 1603.1.3. Concrete: 5. The specified compressive strength, f',, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member, and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S0.00, should be revised by specifying f', for structural strength and the exposure classes for durability. We recommend a table listing f', and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and ACI 318-14 Sections 19.2.1.1 and 19.3.1.1. See www.nrmca.org/P2P for further information. Note that ACI 318-14 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." 6. For structures assigned to Seismic Design Category D, E, or F, a statement shall be included in the construction documents if slab on grade is designed as a structural diaphragm. See IBC Section 1901.5, Note 11. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 4 Wood: 7. A note should be added to the section of the structural notes on wood, Sheet S0.00, stating that fasteners installed for preservative -treated wood shall be hot - dip zinc -coated galvanized with a minimum coating weight complying with ASTM A 153. Fasteners other than nails, wood screws, and lag screws are permitted to be mechanically deposited zinc -coated with coating weights complying with ASTM B 695, Class 55 minimum. Plain carbon steel fasteners in wood preservative -treated with SBX/DOT or zinc borate are not required to be galvanized. See IBC Sections 2304.10.5 and 2304.10.5.1. 8. Special inspection is required for the fabrication of metal -plate -connected wood trusses on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on metal -plate -connected wood trusses, Sheet S0.00, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the trusses at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.1, 2303.4.6, and 2303.4.7. Foundation 9. Structural calculations provided for footings on pages 38 through 44 indicate that the footings are designed with allowable bearing pressure of 2,500 psf. However, geotechnical report page 12 indicates that "the bearing capacity may only be used for retaining walls not associated with the building." Clarification should be provided for the design of the footings. The design of footings may need to be revised. See IBC Sections 1604.1, 1613.1, 1808.1 and 18010.1. 10. The loadings for the design of the grade beams should be clarified. See IBC Sections 1604.1, 1808.1, and 1906.1. 11. Structural calculations for the design of foundations for the wood shear walls do not appear to be provided. Structural design substantiating the design of grade beams and piles along the shear walls should be provided for review. See IBC Sections 1604.1, 1613.1, and 1810.1. 12. Structural calculations for the design of slab on grade as shown on Sheet S 1.00 should be provided for review. See IBC Sections 1604.1 and 1810.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 5 13. Structural calculations for the design of foundations PF4.0 and PF 3.0, as shown on Sheet S1.00 and Details 102, 103 and 105 on Sheet S2.00, do not appear to be provided for review. Structural calculations substantiating the design of the foundation should be provided for review. See IBC Sections 1604.1, 1613.1, and 1810.1. 14. Continuing the comment immediately above, footings marked "PF3.0" along Grid 8 appear to be doweled into existing footings per Detail 105/S2.00. However, the design intent of the footings is unclear. Substantiating data should be provided to clarify the design of these footings should be provided for review. See IBC Sections 1604.1, 1613.1, and 1810.1. Vertical 15. Sheet A2.1 indicates columns along Grids 6/E and 6/F are being demolished. Substantiating documentation should be provided that the removal of the columns do not weaken the capacity of the gravity systems of the building. See IBC Section 107.1 and IEBC Chapters 30.1.1. 16. Sheet S 1.01 and Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete. Structural calculations substantiating the design of those connections should be provided for review. See IBC Sections 107.1 and 1604.1 and ACI 318-14 Chapter 17. 17. Page 10 of the structural calculations appears to indicate that the wind design is based on wind speed of 68 mph. Per Figure 26.5-1B of ASCE 7-10, the basic wind speed for Risk Category III building should be designed for wind speed of 115 mph. Clarification for the derivation of wind loading on the building should be provided. See IBC Sections 1604.1 and 1609.1 and ASCE 7-10 Chapter 26.1.1. 18. The structural calculations do not appear to include sufficient documentation for the gravity analysis. See IBC Sections 1604.1, 1604.2, and 1604.4. Additional documentation substantiating the gravity design should be submitted for review. The documentation should include, but not be limited to: a. Header 01 on structural calculations pages 18 and 19 should be identified on the key plan shown on page 1. b. Provide calculations for the glulam beams between Grid D to E and 4 to 8 on Sheet 1.01. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 6 c. Provide calculations for header beams identified as H 1, H2, H3, and H4 on Sheet S 1.01. d. Provide calculations for the beams supporting pre-engineered trusses along Grid 8. e. Provide calculations for the beams supporting roof top mechanical units. f. Provide calculations for the columns along Grids 5 and 7. g. Provide structural calculations for the design of wood beam to existing concrete connection as shown on Detail 214/S2.11. 19. Calculations should be provided substantiating the wind load used for the out -of - plane wall forces for the exterior stud walls. See IBC section 1604.4 and 1609.1.1. Lateral 20. The addition to the existing building should comply with IEC 301.1. The compliance method selected for the project should be specified in the General Notes Sheet S0.00. See IEBC Chapters 301.1.1, 301.1.2, and 301.1.3. 21. Sheet S0.00 and pages 55 through 70 of the structural calculations indicate that the lateral -force -resisting systems (LFRS) of the addition is designed with response modification factors, R, of 3.5, 4.0 and 6.5 for building systems with intermediate concrete masonry unit (CMU) walls, intermediate precast concrete walls and light -frame wood shear walls, respectively. The following comments should be addressed: a. A key plan should be submitted clarifying the use of R along each principal direction of the LFRS. See IBC Section 107.1 and 1613.1. b. Substantiating documentation should be provided to demonstrate that the existing precast concrete walls are designed and reinforcement details comply with the requirements of ACI 318-14 Section 18.10. c. Substantiating documentation should be provided to demonstrate that the existing CMU walls are designed and reinforcement details comply with the requirements of MSJC-13 Chapters 7.4.3 and 7.4.4. 22. The structure addition is attached to the existing building, and the portion of lateral force from the addition appears to be resisted by the existing LFRS. For example, CMU walls along Grids B, C, and 5 and precast concrete walls along Grid D. Substantiating data such as additional structural calculations should be provided to demonstrate that the LFRS of the existing building has adequate Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 7 capacity to resist additional loading from the added structure. See IBC Sections 107.1 and 1613.1. 23. Sheets A2.1, S1.0, and Detail 034/SO.10 appear to indicate that several existing precast concrete walls and CMU walls are saw cut to make new openings. For example, walls along Grids B, D, G, 1, and 8. These precast concrete walls and CMU walls appear to be a part of the LFRS of the existing building. Supplementary LFRSs do not appear to be provided along the precast walls that are altered. Substantiating documentation should be provided to demonstrate that the alteration of the existing precast concrete walls does not create a substantial alteration of the existing building's LFRS. See IBC Section 107.1 and IEBC Chapter 301.1.4. 24. The LFRS for the high roof over framing shown on Sheet S 1.01 and 3/S2.10 is unclear. Substantiating structural calculations and drawings for the design of the LFRS of the high roof should be provided for review. See IBC Sections 107.1, 1604.1, and 1613.1. 25. The structural calculations do not appear to include documentation for the design of the wood diaphragms per IBC Section 2305 and AF&PA SDPWS-08 Section 4.2.5. Documentation substantiating the design of the diaphragms should be submitted for review. The documentation should include, but not be limited to, diaphragm forces along each line of shear wall, lengths of diaphragm attachments to collectors and lateral -force -resisting elements, resulting diaphragm stress demands, and collector design and collector force transfer to wood shear walls below. Provide additional information as needed to substantiate the design. 26. Continuing the comment immediately above, Sheet S1.01 indicates diaphragm blocking at a portion of the existing building. Structural calculations substantiating the design of the existing diaphragm strengthening analysis should be provided for review. See IBC Section 107.1, 1604.1, and 1613.1. The structural design appears to be substantially incomplete and to contain multiple deficiencies. A thorough review of the submittal documents has been performed to assist the applicant in completing the design. Additional comments may be provided pending review of resubmittal documents. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 8 complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as it relates they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. vt-o1 )2ttivavcc, Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R01.docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director March 7, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0055 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 01/13/21 PROJECT NAME: Church of the Vietnamese Martyrs SITE ADDRESS: 6847 S 180th St Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 to X Revision # 4 after Permit Issued DEPARTMENTS: ,Ls L Building Division Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/14/21 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 03/11/21 n Fire Fees Apply Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 12/14/2020 PROJECT NAME: Church of the Vietnamese Mart rs SITE ADDRESS: 6847 S 180th St Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 4 after Permit Issued DEPARTMENTS: 5 CoM \ - 0.0 e-6 Building Division Public Works p & /7/d2l 112 Fire Prevention Structural oi Planning Division [ i ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 12/15/20 Structural Review Required DATE: 111 APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required 111 (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 02/09/21 Fire Fees Apply Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 03/12/2020 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Deferred Submittal # 3 after Permit Issued DEPARTMENTS: WA\ 401A3 ui ding Division Public Works n PRELIMINARY REVIEW: Not Applicable (no approval/review required) Fire Prevention Planning Division Permit Coordinator DATE: 03/17/2020 n r Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Denied (ie: Zoning Issues) (corrections entered in Reviews) Approved with Conditions DUE DATE: 04/28/2020 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 • PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 01/30/2€, 20 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 5180 ST Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Apo 00 AtigimM �fl '1� ) Building Division Fire Prevention Planning Division ta Public Works Structural n �20 Permit Coordinator go PRELIMINARY REVIEW: DATE: 02/04/20 Not Applicable n Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) DUE DATE: 03/17/_20 Approved with Conditions n Fire Fees Apply Denied (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 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 01/08/2020 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: ui ung i usion Public Works n Fire Prevention Structural IIP Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 01/09/2020 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 02/20/2020 Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT GCM) COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 11/21/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Deferred Submittal # 2 after Permit Issued DEPARTMENTS: Building Division • Public Works Fire Prevention Plift Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 11/26/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/24/19 Approved Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 ?ERM!T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 11/14/2019 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180TH ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division ❑ 10% Works Fire Prevention Structural PIanning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/19/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/17/2019 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (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 PERRI COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 11/06/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180TH ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Deferred Submittal # 1 after Permit Issued DEPARTMENTS: A-3- AY Building Division Public Works Fire Prevention ❑ Planning Division AT i - , Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/07/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/05/2019 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (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 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 06/06/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: trio-17 Building Division rrt MA) c. Public Works 4-141 Fire Prevention Structural GoCLS'-( \roc) p,x, Planning Division ir Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 06/11/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 07/09/19 Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 03/06/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: �-T Coy Building Division kri‘ Cori Public Works Structural Cif 14'�'! iI ire Prevention : s-3'!7 Planning Division Permit Coordinator AN PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 03/07/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/04/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: vie Departments issued corrections: Bldg Fire Ping PW Staff Initials: 12/18/2013 110 PROJECT NAME: attecLet&ifEALs_Kviii3PERMIT NO: b1-00 80 SITE ADDRESS: (o Oh S l 'o Sq- ORIGINAL ISSUE DATE: 94.1. 9 DEFERRED SUBMITTAL LOG SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 ll-lo-49 F-A- Sum ry of Revision: .1,12 v 6461,1 j 1p b Culw j o-h Received by: a D 1.tn. %1 (please print SUBMITTAL NO. DATE RECEIVED STAFF INITIIALS ISSUED DATE STAFF INITIALS 2 I 1 Summary of Revision: ,g "Tv \dS 14A4V V Sped P(41- j thi. Received by: G /t ' u-/CI1V (please p ht) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE 3 1)-2.0 Summary of Revision: p d; 4-i ay* roe.!- --w41 020 4PSi �+^ vWe' vrii9V4-44) Received by: MID - I°1 (please print) STAFF IN�I�jIALS I�IL- :. SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1/ /d1/I0P0 •4.0 Summary of Revision: �� , � �(� �i�ti S!�'cc S -t— r 4X e - --Wu' F/ er strtp Received by: , (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: • Recei'ved by: (please print) PROJECT NAME: SITE ADDRESS: (D0147 C (00 S t- PERMIT NO: bi,q,00 go 3 ORIGINAL ISSUE DATE: -- (p-1 y' REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS !— H--l/4 FA-L- !11D-7lIy l,r,) Summary of Revision: 0 Et/S Ld Q s' w.— L i ,, Received by: ing REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIS Summary of Revision: `%�-, iv coye, r i_. , Received by: C L7 ' Y /NI k.E iN I (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE 3 -Z0- 20 ?-0 STAFF INITIALS Summary of Re ision: INtrY $yNs 'IG4A- retti.)1 , at Received by: (please print) REVISION NO. DATE RECEIVED 3 STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: . l Received by: (please print) wq� City of Tukwila yi Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: ci.tukwila.wa.us VISION SUBMITTA Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01/13/21 Plan Check/Permit Number: D 19-0080 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 to Revision # 4 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S 180th St Contact Person: Sean Hill Phone Number: 206-682-7525 RECEIVED CITY OF TUKWILA JAN 1 3 2021 PERMIT CENTER Summary of Revision: No formal corrections submitted. Applicant spoke with Lee Sipe and Lee approved plan. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ® Entered in TRAKiT on 01/22/21 LW \applications\forms-applications on Tine\revision submittal Created: 8-13-2004 Revised: 7-2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 12/10/20 Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # V Response to Correction Letter # Revision # LI after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S. 180th St. Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: ALL TO SHEET C4 - PAVING AND GRADING PLAN: Relocated ADA Parking Spaces and Reduced number of ADA Spaces from 6 to 5 Increased width of Planter Strip by Approx. 2' Increased planter width at tree to protect roots and eliminated 2 parking spaces there Sheet Number(s): C4 CPAIS V2 J $ Zo "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: IN.14 ) Entered in TRAKiT on la l 0001-6 W:\Permit Center\ Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on Date: 3/12/20 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 11115 Deferred Submittal # Project Name: Church of the Vietnamese Martyrs Project Address: Contact Person: 6847 S. 180th St. Sean Hill Phone Number: 206 682 7525 Summary of Revision: This deferred submittal is to provide additional information for roof truss design only. RECEIVED CITY OF TUKWILA MAR 12 2020 PERMIT CENTER (2) 11" x 17" drawings, no clouds Sheet Number(s): (2) Sets of 8 1/2" x 11" drawings, 38 pages each set, no clouds "Cloud" or highlight all areas of revision including date of revision vpif, W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 1/3012020 Date: Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # v❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Church of the Vietnamese Martyrs - Learning Center RECEIVED CITY OF TUKWILA JAN 30 2020 PERMIT CENTER Project Address: Contact Person: 6847 S. 180th St. Sean Hill Phone Number: 206 682 7525 Summary of Revision: ARCHITECTURAL DRAWINGS Changes have been made to the architectural drawings as requested by the buildings owner. Most of the changes are proposed in order to reduce the cost of construction. The primary changes are the following: •EClassrooms 16 and 17 have become Multipurpose Room 16. •lCorridor 107' has shifted to the left to expand Multipurpose Room 16. 'Some additional classroom partition walls have moved •IThe Reflected Ceiling Plan has changed to show soffits for beams which will now be framed "dropped" instead of "flush". 'Some roofs are now showing 6" of Rigid Insulation above the roof sheathing instead of Fiberglass Batts in the attic space. Please see the attached letter for a full list of the changes that have been made. The changes have been clouded on the drawings with a revision marker #1. The sheets with changes have been dated 1/29/20. Sheet Number(s)• A0.1, A2.0, A2.1, A2.2, A2.3, A2.4, A2.5, A3.1, A4.1, A5.1, A5.2, A5.3, A5.4, A6.1, A6.2, A6.3, A6.4, A7.4, A8.1, A9.1, A10. "Cloud" or highlight all areas of revision including date of reviion Received at the City of Tukwila Permit Center by: --Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Date: 1/8/2020 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # v❑ Response to Correction Letter # Revision # Z. after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # RECEIVED CITY OF TUKWILA JAN 0 0 2020 PERMIT CENTER Project Name: Church of the Vietnamese Martyrs - Learning Center Project Address: 6847 S. 180 St. Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: Value engineering changes to the Structural Drawings, primarily lowering the (2) steel beams along grid lines E and F so that they are "dropped" rather than "flush" framing conditions. Existing footings will be used along gridlines E and F with approval of the geotechnical engineer. Details were adjusted according to the above mentioned changes. A complete summary of the changes has been provided by the structural engineer in the attached narrative. Included: (2) Sets of Structural Drawings (2) Sets of Calculations Sheet Number(s): S0.10, S0.12, S1.00, S1.01, S2.00, S2.11 "Cloud" or highlight all areas of revision including date of r �viis�io�;nn Received at the City of Tukwila Permit Center by: /V U/ J(i ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 •" City of Tukwila Department of Community Development January 12, 2021 SEAN HILL 55 SOUTH ATLANTIC STREET - SUITE 301 SEATTLE, WA 98134 RE: Correction Letter # 1 to Revision #4 DEVELOPMENT Permit Application Number D 19-0080 CHURCH OF THE VIETNAMESE MARTYRS - 6847 S 180TH ST Dear SEAN HILL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Lee Sipe at (206)-431-3656 if you have questions regarding these comments. • Accessible parking requires 1 per 25 regular space. Total 127 space require 6 accessible spaces, minimum. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7184. Sincerely, Laurie Werle Permit Technician File No. D19-0080 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING March 23, 2020 File No. 262019.005/00522 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #3 RECEIVED MAR 2 6 2020 Community Development Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the manufacturer's Roof Truss calculations and drawing dated March 10, 2020. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. We have no comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 41-,14.p( )21,/twtz- Sabina S. Surana, P.E. Corbin M. Hammer, P.E., S.E. Project Engineer Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R22.docx\sss ALASKA CALIFORNIA WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 425 741-3800 1 www.reidmiddleton.com City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director March 18, 2020 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 — Deferred Submittal #3 (Roof Truss Design) Church of the Vietnamese Martyrs — 6847 S 180th St Dear Mr. Swanson, Please review the enclosed set of documents for structural compliance with the 2015 International Building Code. Your company did the initial review of this permit for us earlier this year. As always, once all items have been reviewed and deemed correct, please provide two approved sets of documents with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING February 27, 2020 File No. 262019.005/00511 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Church of the Vietnamese Martyrs (D19-0080) — Revision #2 Dear Mr. Hight: RECEIVED FEB 2 81020 Community Development We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. This is a structural revision to the original project submittal (Permit # D19-0080). Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. r-il"4 VIA )2(miliwt.&_ Sabina S. Surana, P.E. Project Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R11a.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer ALASKA I CALIFORNIA WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 1 425 741-3800 1 www.reidmiddleton.com Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING December 5, 2019 File No. 262019.005/00521 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED DEC 09 2019 Community Development Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #2 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the manufacturer's Roof Truss calculations dated November 8, 2019. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. We have no comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R21.docx\sss ALASKA 1 CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 1 425 741-3800 1 www.reidmiddleton.com Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING December 5, 2019 File No. 262019.005/00520 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED DEC 09 2019 Community Development Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #1 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the helical pile design and calculations dated September 6, 2019. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. The permit applicant has responded successfully to our comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Kra Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R20.docx\sss ALASKA CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 I 425 741-3800 I www.reidmiddleton.com City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11 /21 /19 Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner V Deferred Submittal # 2. Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S. 180 St. Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: There is no change to original design or permit drawings. This deferred submittal is to provide additional information for roof truss design. REC CITY OF TUKWILA PERMIT CENTER Sheet Number(s): (2) Sets of 8 1/2 x 11 drawings, 10 pages each set, no clouds "Cloud" or highlight all areas of revision includi date of rev'si Received at the City of Tukwila Permit Center by: [Entered in TRAKiT on 11-1 "( 7 W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /// ev/t ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Plan Check/Permit Number: Revision # / after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: bl 9'-QOgo I// S , 4t 14Mg- A4P- ien 7,6•42 ` % -- Project Address: C e / Contact Person: !—�^ j' C! Phone Number: etQ6;› 1/44. Summary of Revision: 4F A cO A16-0 5/`Csf g'Gv66 e,iV-6 • *-An/De o A- c.Qc.c_-DU i " /+ '_ /lei-7l09 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision j\\\E\e MO. 0\\06\i\ I V1 W:\Permit Center\Templates \Forrs\Revision Submittal Forr.:.doc Revised: August 2015 Date: 11/5/19 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued V❑ Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # I Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S. 180 St. RECEIVED CITY OFTUKWILA NOV 0 5 2019 PERMIT CENTER Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: There is no change to original design or permit drawings. This deferred submittal is to provide additional information for helical pile design and calculations. Sheet Number(s): 2 sets submitted (cover page and 9 additional pages) "Cloud" or highlight all areas of revision including date of reev�is�io Received at the City of Tukwila Permit Center by:P(147 ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Received at the City of Tukwila Permit Center by: Entered in TRAKiT on City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6/6/19 Plan Check/Permit Number: D 19-0080 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1. ❑ Revision # after Permit is Issued RECEIVED ❑ Revision requested by a City Building inspector or Plans Examiner CITY OF TUKWILA ❑ Deferred Submittal # JUN 0 6 2019 Project Name: Church of the Vietnamese Martyrs Project Address: 5847 S 180 St Contact Person: Sean Hill PERMIT CENTER Phone Number: 206 682 7525 Summary of Revision: Sheet C2 - Sawcutting is shown for Trash Enclosure Drain and New FDC Location Sheet C4 - New Concrete and Pavement is shown for Trash Enclosure Drain and New FDC Location Sheet C5 - Soil/Planting Notes Added Sheet C6 - FDC Relocated, Trash Enclosure Notes Added Sheet L1.1 - Soil/Planting and Irrigation Notes Added Also Enclosed: Email from Health Department, SK.4 Mechanical Equipment Screening Drawing Public Works Estimate Sheet, Response Letter from Broderick Architects Please see the attached letter from Broderick Architects for more information about Revisions. Mr. Dave McPherson informed us that he does not require the drawings to be clouded. Sheet Number(s): C2, C4, C5, C6, L1.1, SK.4 "Cloud" or highlight all areas of revision includin date of ev''ion (17.-\ C'Users%..bill-rd)esktop'Revision Submittal Form doc Revised August 2015 Non -Residential Sewei Jse Certification Sewage Treatment Capacity Charge To be completed for all new sewer connections, reconnections or change of use of existing connections. Please Print or Type 6847 S. 180th Street Property Street Address Tukwila WA 98188 City State ZIP Vietnamese Martyrs Parish Owner's Name 6841 S. 180th Street Owner's Mailing Address Tukwila WA 98188 City 253 951 6449 State ZIP Owner's Phone Number including Area Code 206 682 7525 Property Contact Phone Number including Area Code Party to be Billed (if different from owner) Address City State ZIP A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtub and Shower 4 4 Shower, per head 2 2 Dishwasher 2 2 1 2 Drinking fountain (each head) 1 .5 Hose bibb (interior) 2.5 2.5 3 7.5 Clothes washer or laundry tub 4 2 Sink, bar or lavatory 2 1 4 4 Sink, Clinic flushing 8 8 Sink, kitchen 3 2 2 4 Sink, other (service) 3 1.5 1 1.5 Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 Urinal, flush valve, >1 GPF 6 2 Water closet, tank or valve, 1.6 GPF 6 3 2 6 Water closet, tank or valve, >1.6 GPF 8 4 Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total Fixture Units 20 1.25 RCE 25 1141 King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate Property Tax ID # 362304-9079 Subdivision Name Subdiv. # Building Name (if applicable) City or Sewer District Date of Connection Side Sewer Permit # Lot # Block # Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ® Yes 0 No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date Type of structure demolishedINTERIOR WALLS AND PLUMBING Request to apply demolition credit to multiple structures? ❑ Yes ❑ No B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility/Process: KITCHEN STEAMER RECEIVED CITY OF TUKWILA Estimated Wastewater Discharge: 2 Gallons/days Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE PERMIT CENTEF MAR 06 2019 Total Discharge (gal/day) _ 01 RCE 187 C. Total Residential Customer Equivalents: (add A & B) A 1.25 +B .01 1.26 Total RCE Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206-477-5516. I understand that the information given is correct. I understand that the capacity charge levied will be based on this information. I understand that any deviation may result in a revised capacity charge. 6 L,9/i. Z) Date 3/4/2019 Signature of Owner/Representative Print Name of Owner/Representative (Sean) John J. Hill SewC 0(R816) 1610_6969w_nonres_sewer_cap_chg_105e.indd White — King County Yellow — Local Sewer Agency CITY OF TUKWILA, Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplan@ci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: D(g-00E-0 STATE OF WASHINGTON') ) ss. COUNTY OF KING T-{-1 ,4 lV - j 1)4 ro , states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number /3, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner/Owner's Agent* Signed and sworn to before me this (r,' day of J10)(2St- , 20/ / cd'i-2 NODARY PUBLIC }n and for the State of Washington I?( Residing at , County Name as commissioned: My commission expires: 05h-c1I 9_2 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; > 1. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; , , , ' 18. An entity who holds'a valid electricalrcontiactor's license under chapter 108RCW that'employs a:certified journeyman electrician, a cer ified'resideritial specialty electrician, or an electrical trainee meeting the requirements of chapter i9:28 RCW to perform plumbing work that is incidentally, directly; arid immediately appropriate to the like-in-kirid,feplacemerit of a household appliance or other small householdiitilization equipment that requires limited electric power'and limited waste and/or water connections. An'�eleetrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. CHURCH OF THE VIETNAMESE MARTYRS 6847 S 180TH ST FINALED 01/21/2022 019-0080 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 3623049079 Permit Number: D19-0080 Address: 6847 S 180TH ST Issue Date: 8/6/2019 Permit Expires On: 2/2/2020 Project Name: CHURCH OF THE VIETNAMESE MARTYRS Owner: Name: CORPORATION OF THE CATHOLIC Address: 710 9TH AVE , SEATTLE, WA, 98104 Contact Person: Name: SEAN HILL Phone: (206) 682-7525 Address: 55 SOUTH ATLANTIC STREET - SUITE 301, SEATTLE, WA, 98134 Contractor: Name: AFFIDAVIT - THANH DAO Phone: Address: License No: Expiration Date: Lender: Name: VIETNAMESE MARTYRS PARISH Address: 6801 S 180 ST, TUKWILA, WA, 9188 DESCRIPTION OF WORK: EXPANSION AND RENOVATION OF EXISTING 15,121 SQ FT WELLS FARGO OFFICE BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF CLASSROOMS, A KITCHEN AND DINING AREA PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, CURB CUT REPLACEMENTS, SAWCUTTING, UTILITY TRENCHING/BACKFILL, REMOVAL AND REPLACEMENT OF SIDEWALKS, DRIVEWAYS, PAVEMENT MARKING REPLACEMENT, WATER/FIRE SERVICE CONNECTIONS, FIRE HYDRANT(S), STORM DRAINAGE, DRY UTILITY CONNECTIONS, AC REMOVAL, GREASE INTERCEPTOR, TRASH ENCLOSURE, TRAFFIC CONTROL, CHANNELIZTION, STRIPPING, CURB RAMP, STREET USE, AND UNDERGROUNDING OF POWER. Project Valuation: $1,700,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $42,874.78 Occupancy per IBC: A-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: 1 1 1 Volumes: Cut: 2100 Fill: 50 Number: 1 1 1 Water Meter: No tuijdu Permit Center Authorized Signature: Date: 0-101y I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: tteif)-7Kr--- Th J i— !) 4—o Date: (, This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 11: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: Masonry construction shall be special inspected. 19: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 20: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 21: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 22: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 23: 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. 24: 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). 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 26: 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. 27: 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. 28: 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 Ibuilding 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. 29: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 30: ***PUBLIC WORKS PERMIT CONDITIONS*** 31: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 32: 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. 33: 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. 34: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 35: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 36: 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. 37: 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. 38: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 39: Any material spilled onto any street shall be cleaned up immediately. 40: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 41: 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. 42: The Land Altering Permit Fee is based upon an estimated 2,100 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 43: 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. 44: 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. 45: Project shall comply with the Geotechnical Engineering Report by The Riley Group, Inc., dated February 8, 2019 and updated report dated February 7, 2017. 46: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 47: Prior to placing any traffic control devices within S. 180th Street the Contractor shall provide a copy of the Certificate of Insurance Coverage (minimum of $1,000,000 naming the City of Tukwila as additionally insured). 48: Install the outside grease interceptor so that gray water from sinks, floor drains, drains under garbage compactors, is routed through the outside grease interceptor. NOTE: Route ONLY gray water through the outside grease interceptor. 49: Prior to placing any traffic control devices within S. 180th Street, the Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 50: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. Owner/Applicant shall sign w/Notary a Stormwater Covenant to be recorded at King County Recorder's Office. Owner/Applicant to pay for the cost of recording. 51: An NOI "Notice of Intent for Construction Activity" from the Department of Ecology is required as part of this Building permit. 52: Extinguish / Relinquish Easement recorded under King County recording no. 20100727001453 and replace with a new Easement. Corporation of the Catholic Archbishop of Seattle as Grantor. City of Tukwila and King County Flood Control Zone District both as Grantees. Grantor to prepare Easement for signatures and recording at King County. Grantor to pay all recording fees at King County Recorder's Office. 56: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or Less. (IFC 906.3) (NFPA 10, 5.4) 53: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 54: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 55: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 57: Maintain fire extinguisher coverage throughout. 58: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 59: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 60: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 61: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 62: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0,75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 63: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (IFC 1010.1.10) 64: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1013.6.3) 65: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 66: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 72: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 67: 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). 68: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 69: All exterior components of sprinkler systems should be painted SAFETY RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2436) 70: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 73: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5-inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436) 74: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 75: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3-inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 76: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 77: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 79: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 80: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 81: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 82: 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) 83: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 84: In other than Group 1-3, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall comply with Section 807.4 and shall not exceed 10 percent of the specific wall or ceiling area to which they are attached. (IFC 807.1) Where required to exhibit improved fire performance, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall be tested by an approved agency and meet the flame propagation performance criteria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701 or exhibit a maximum rate of heat release of 100 kW when tested in accordance with NFPA 289, using the 20 kW ignition source. Reports of test results shall be prepared in accordance with the test method used and furnished to the fire code official upon request. (IFC 807.4) 85: Fire department connections (FDC's) shall be located within 40 feet of a fire hydrant. 71: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 86: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 78: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 87: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 88: 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. 89: 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. 90: A soils inspection is required after amending the soil, but before any plants are installed 91: 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 92: 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. 93: Applicant shall comply with all conditions of approval for landuse decisions associated with the project including file numbers L18-0025, L18-0026, L18-0027 94: Applicant shall comply with all conditions of approval for landuse decisions associated with the project including file numbers L18-0025, L18-0026, L18-0027 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0611 EMERGENCY LIGHTING 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0450 FIRE/SMOKE RESISTANT PEN 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5220 GREASE INTERCEPTOR 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 5230 PAVING AND RESTORE 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4037 SI-CAST-IN-PLACE 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4038 SI-HELICAL PILE 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 4032 SI-WOOD CONST 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. 1) l R. 00 Q'j 6, Project No. Date Application Accepted: 10 I - / Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 6847 S. 180th Street Tenant Name: Vietnamese Martyrs Parish, Tukwila, WA 98188 PROPERTY OWNER Name: Archdiocese of Seattle Address: 710 9th Avenue City: Seattle State: WA Zip: 98104 CONTACT PERSON — person receiving all project communication Name: Sean Hill Address: 55 South Atlantic Street City: Seattle State: WA Zip: 98134 Phone: (206) 682-7525 Fax: (206) 682-7529 Email: sean@broderickarchitects.com GENERAL CONTRACTOR INFORMATION Company Name: T.B.D. Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 362304-9079 Suite Number: Floor: New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: Broderick Architects Architect Name: Kevin Broderick Address: 55 South Atlantic Street City: Seattle State: WA Zip: 98134 Phone: (206) 682-7525 Fax: (206) 682-7529 Email: kevin@broderickarchitects.com ENGINEER OF RECORD Company Name: Lochsa Engineering Engineer Name: Dana Hennis, P.E, S.E. Address: 201 N. Maple Grove Road, Ste.#100 City: Boise State: ID Zip: 83704 Phone: (208) 342-7168 Fax: Email: dhennis@lochsaidaho.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:. i i' Ti.OS },, Address: ((iJ o j 1 O.(l S City: 1 \ \M )1.R State: Zip: m (�,)L�(� H:\Applications\Forms-Applications On Line\201 1 Applicatious\permit Applicat ion Revisal -11-9-1 I.docx Revised: August 2011 bh Page I of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ -1-T5927209— 1 )7 00 t OM Existing Building Valuation: $ 481,200 Describe the scope of work (please provide detailed information): EXPANSION AND RENOVATION OF EXISTING 15,121 SF WELLS FARGO OFFICE BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF CLASSROOMS, A KITCHEN, AND DINING AREA Will there be new rack storage? ❑.....Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s`Floor 15,120 12,901 8,565 VB A-3 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 101,764 Floor area of principal dwelling: 23,723 Floor areaof accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 51 Compact: 70 Handicap: 7 Will there be a change in use? EZI Yes ❑ No If "yes", explain: See CUP L18-0027 FIRE PROTECTION/HAZARDOUS MATERIALS: lI Sprinklers ® Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ®/ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): EXPANSION AND RENOVATION OF EXISTING 15,121 SF WELLS FARGO OFFICE BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF CLASSROOMS, A KITCHEN, AND DINING AREA - WORK IN PARKING LOT TO INCLUDE SAWCUT AND EMOVE EXISTING PAVEMENT, TREE PROTECION, NEW PAVEMENT, NEW LANDSCAPING AND STORMWATER FILTER SYSTEM Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District O ...Tukwila 0 ...Water District #125 0 ...Water Availability Provided Sewer District 0 ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View 0 .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton 0 .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance 0 .. Easement(s) 0 .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ._Traffic Impact Analysis 0 ._Hold Harmless — (SAO) ❑ ._Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 ...Total Cut 1,430 cubic yards ❑ .. Work in Flood Zone 0 ...Total Fill 50 cubic yards 0 .. Storm Drainage O ...Sanitary Side Sewer O ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line O .. Grease Interceptor 0 .. Channelization .. • Trench Excavation O .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size 0 ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 f. FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip HAApplications\Fotms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: � Syr✓ Signature: Date: 03/04/2019 Print Name: (Sean) John J. Hill Day Telephone: (206) 682-7525 Mailing Address: 55 South Atlantic Street, Suite 301 Seattle WA 98134 City State Zip H:\Applications\Forms-Applications On Line \2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE - PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Church of the Vietnamese Martyrs PERMIT # D19-0080 (s4? s , / BO S i ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $3,957.00 Erosion prevention $13,190.00 Water/Sewer/Surface Water $139,738.00 f, Road/Parking/Access 1197, 282.09- 9 0/ o 0 o A. Total Improvements it 244i gg S $3.5+-#6-7-99_ 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 3s o C. 2.0% of amount over $100,000, but less than $200,000 of A. `Z o o 0 D. 1.5% of amount over $200,000 of A. X`74:,3zss $5,312.�1- 4. TOTAL PLAN REVIEW FEE (B+C+D) $S2o2 .5€12.5+- (4) i 5. Enter total excavation volume 2,100 cubic yards Enter total fill volume 50 cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 - 10,000 '/ $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 s r 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 49.25 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION s3 (1+4+5) $ 5502-- 1770 i The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. CORRECTION LTR# Approved 09.25.02 Last Revised 02/21/17b 1 bow RECEIVED CITY OF TUKWILA JUN062019 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 28 $ 5203'"- 1 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ Z 2�'f' -2e97ee-- (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 - 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. J 1,001 - 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9., . Technology Fee (5% of 6+8) • Approved 09.25.02 Last Revised 02/21/17 ,•..I r t' $ 7-'11 �t-276.O8 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 56.9 /Z ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $623 ' $6005 % $6630 1 $1125 \ $15,01.250 $16,137.50 1.5 $2425 $31 ,025 $32,450 2 $2825 40 $50,865 3 $4425 / $96,08 $100,505 4 $7825 / $150,125 � $157,950 6 $12525 / $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 emporary Meter 16.75" $300 2.5" $1,500 3 atih '/14/1 g Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $72.10 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R20520 R000.345.830.00.08 1.00 $70.00 $72.10 Date Paid: Monday, April 06, 2020 Paid By: KEVIN BRODERICK Pay Method: CREDIT CARD 94564P Printed: Monday, April 06, 2020 11:15 AM 1 of 1 Cril°W.SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R20434 DESCRIPTIONS ACCOUNT QUANTITY I PAID PermitTRAK $72.10 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.08 1.00 $70.00 TOTAL FEES PAID BY RECEIPT: R20434 $72.10 Date Paid: Friday, March 13, 2020 Paid By: KEVIN BRODERICK Pay Method: CREDIT CARD 93660P Printed: Friday, March 13, 2020 9:51 AM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $72.10 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R19178 R000.345.830.00.00 1.00 $70.00 $72.10 Date Paid: Wednesday, November 27, 2019 Paid By: HAN PHAN Pay Method: CREDIT CARD 02783D Printed: Wednesday, November 27, 2019 1:57 PM 1 of 1 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $32,375.38 D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 $32,375.38 DEVELOPMENT $22,396.68 PERMIT FEE R000.322.100.00.00 0.00 $11,965.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $5,203.28 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $5,203.28 IMPACT FEE $8,586.36 FIRE R304.345.852.00.00 0.00 $6,599.71 PARK R 104.345.851.00.00 0.00 $1,986.65 PUBLIC WORKS $522.75 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $49.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $223.50 TECHNOLOGY FEE $869.59 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18268 R000.322.900.04.00 0.00 $869.59 3 $32,375.38 Date Paid: Tuesday, August 06, 2019 Paid By: VIETNAMESE MARTYRS PARISH Pay Method: CHECK 5013 Printed: Tuesday, August 06, 2019 10:38 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY D19-0080 Address: 6847 S 180TH ST Apn: 3623049079 DEVELOPMENT PLAN CHECK FEE STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R17089 R000.345.830.00.00 R000.345.830.01.00 0.00 0.00 PAID $10,499.40 $10,499.40 $10,499.40 $7,777.33 $2,722.07 10,499.40 Date Paid: Wednesday, March 06, 2019 Paid By: BRODERICK ARCHITECTS Pay Method: CHECK 18762 Printed: Wednesday, March 06, 2019 8:31 AM 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT 378046 Job Number: Permit Number: Project: CklrrpL. , rIa ,(-1 .4 /L i,Hr5 Client: Address: Contractor: Inspector: QL.,, (�„�, "'_ Date: ) 14 DESCRIPTION/LOCATIO l I wo rL ebli--g- prorf (jf c(). Intended Use: 4.„c.L,.- LC. r! IN Building Code &Year: 27 ((' gL Anchor In Anchor Size & Quantity: f/S " j.. 3 a7 Style: • Expansion Screw ■ Sleeve • Drop ESR Number: Anchor Manufacturer: S n � v � Anchor Type: (, /t ` Hole Diameter: Hole Depth: Required Embedment: .Z 7(cr `' Anchor Length: 1/ " Concrete Thickness: Concrete Strength: Base CMU 0 Material: • Normal Weight Concrete III Light Weight Concrete Brick ■ Composite Deck Hole Cleaning: Compressed Air ■ Hand Pump ■ Other: Drill ORA Torque Wrench ID: 6 Dip? / Torque: (90 �-.,�X ft-Ibs Bit (ANSI B212.15): Yes ■ No Weather: / Ambient Temperature: COMMENTS Reference Standard(s) Used: Conforms Does Not Conform Is this a re -inspection? 0 No ❑ Yes - Original inspection date: Inspected by: Start Time: Finish Time: Reviewed by: 7 This report applies only to the items tested or re'. orted and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from o , r firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-87-02 (Rev 05/13) %Nd1OOc6O Wr Zww 0" Z O V W' > OC 11/ N - C „ a. d N -O E -6 >. 0) cn72 aC CO •— C L r w' CO a) >. U as -0 N ..-. 0 .p N N a) ai 0) (n a) ._. L (O a) O c - 'p a) E ii E E a) a>i L w c 0 u) g E` N w 0500 .w z .3 c '(3 °� 0 C a) C rn a) a, c C n.0 0 o (O n co .th O= O N C co (O a1if. HQ)a, a)o°wn(nC•c a)cn HOc d N C O L (O E -p .m a) 0 0 0 -O 0) L N O'.� •3 0 w 0 O L 3 0o m030a'�0 00oF.. COV • oC UEo >QHooaY �— . a) a o c E.0 p cp.,-- 0. (, C (° o o p c c Z o c '@ L H (=n p Q p N N -0 7 "L"'•E C co • N- E p w- C p cu c) 0 .0 L O' E 3 3 aa., a H .E ccu CD p E `0 0) c •m o w �? m E n n o -12 El I3'rn0-0H (n.NSEmtth(C QrnCaHm3VL C cQ V m' a7 Qcp p Q . as CO d 0 N m 0 N 0) N 675. M O N Viol 101 VS01 aol n01 V�Ol_ V Ol nol tI © i' ail- ■►n Date: 3/10/2020 RECEIVED CITY OF 'TU KKWILA MAR 12 2020 PERMIT CENTER io oo-oo-s( 00' btefsulp 3 1)1 9- 43_6 Design: Ken P MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5-3571 Re: 2000442 6847 S 180TH STREET/VIETNAMESE CHURCH The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R61499557 thru R61499585 My license renewal date for the state of Washington is May 16, 2021. 1)-E4 sob al 3 RECEIVED CITY OF 'i UiMLA MAR 12 2020 PERMIT CENTER March 10,2020 Galinski, John IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Ar=y project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. IMiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TF'I 1, Chapter 2. t$ RIVERSTONE STRUCTURAL CONCEPTS ® Reviewed 0 Rejected 0 Reviewed as Noted 0 Revise and Resubmit This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings and submittals do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions and quantities to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work with other trades; and for performing all work in a safe and satisfactory manner. Date:_3/11/20 By: PB (208) 343-2092 RE© f�O�t REID MIDDLET N, INC. 3b Truss Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH R61499557 300442 B01 BLOCKING SUPPORTED G 10 1 Job Reference (optional) 1 1-10-6 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:29 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-Fp1mlf?RJeh8MNy8MSxUHb03TFm18kViLxBiirzcfQi 1-10-6 r�-�•��Vit ic•iV-rrrrretryP•VwW-WA 4 3x4 = 1 1.5x4 II 1-10-6 3 1-10-6 1 Scale = 1:12.3 OADING (psf) CLL 25.0 Roof Snow=25.0) CDL 17.0 CLL 0.0 * CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.05 BC 0.02 WB 0.01 Matrix-P DEFL. in (loc) 1/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 0% UMBER - OP CHORD 2x4 DF No.2 OT CHORD 2x4 DF No.2 VEBS 2x4 DF No.2 EACTIONS. (size) 4=1-10-8, 3=1-10-8 Max Horz 4=-45(LC 10) Max Uplift 4=-32(LC 10), 3=-32(LC 11) Max Gray 4=79(LC 1), 3=79(LC 1) ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD 2-0-0 oc puffins: 1-2, except end verticals. t id ceiling directly applied or 10-0-0 oc bracing. OTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCOL=4.80sf;.h=26ftrCat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-(: Cnrner(3) zone; cantilever Iaft and right expoied; 'd. r•:c,a 1 Mt and right exposed;C-C for members and forces & MWFRS for reactions shown; Ltimper.,DOL=1.60 plate'gTip' DOL=1 60 ) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. ) Truss to be fully sheathed from one face or securely braced against lateral movement (i_ e. diagonal web).. , 1 Gable studs spaced at 1-4-0 oc. 1 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 1) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r• : A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based,only uponrameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of ci nigh parameters and properdy, incorporate this design into the overall .. ? budding design. Bracing indicated is to prevent buckling of individual truss web attd/or chord members only.' Additional tempowry and perfi3anent brading is always required for stability and to prevent collapse with possible personal injury a id property damage. For general guidanck regarding.the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/WU Quality Criteria, ISB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,.Alexandria, VA 2231:4. March 10,2020 11111 MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss B02 Truss Type BLOCKING aty Ply 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499558 Louws Truss, Inc, Ferndale, WA - 98248, 1-9-12 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:32 2020 Page 1 ID:rBfjcncnjoyW?LOMUvREvmznns?-gOjvNg1 JcZ3jDrhjl aVBuEeZ1 TnVL4U81 vQMJAzcfQf 1-9-12 3x4 = • 1 4 3x6 I I 5 1-9-12 6x6 = 21.5x4 II 3 1-9-12 Scale = 1:11.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2 014 CS1. TC 0.09 BC 0.10 WB 0.12 Matrix-P IDEFL. in (loc) I/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 4=1-9-12, 3=1-9-12 Max Horz 4=-52(LC 34) Max Uplift 4=-496(LC 33), 3=-496(LC 36) Max Gray 4=508(LC 40), 3=508(LC 37) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-496/503, 1-2=-453/454 BOT CHORD 3-4=-538/540 WEBS 1-3=-726/726 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-9-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=42psf; BCDL=4.8psf; 11=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extericr(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=496, 3=496. 8) This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-4 for 568.1 plf. March 10,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE MR-7473 rev. ION3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 21 EI N. Lee Street, Suite 312, Alexandria, VA 22314. 11.1110 M'• MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 100442 Truss B03 Truss Type BLOCKING Qty 29 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499559 -ouws Truss, Inc, Femdale, WA - 98248, 1-10-5 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:33 2020 Page 1 I D: rBfjcncnjoy W?LOMUvREvmznns?-8bHHa02xNsBar?Fwb I0Q RRBjns7v4 WWHFZ9vrczcfQe 1-10-5 1 4 3)16 II 3x4 = 1-10-5 6x6 = 2 3 1.5x4 I I 1-10-5 Scale = 1:11.7 OADING (psf) CLL 25.0 Roof Snow=25.0) CDL 17.0 CLL 0.0 ' CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CS!. TC 0.09 BC 0.09 WB 0.12 Matrix-P DEFL. in (loc) I/dell Ud Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 4 >999 240 Horz(CT) 0.00 3 n/a n/a Wind(LL) 0.00 4 "" 240 PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 0% UMBER - OP CHORD 2x4 DF No.2 OT CHORD 2x4 DF No.2 VEBS 2x4 DF No.2 IEACTIONS. (size) 4=1-10-8, 3=1-10-8, 3=1-10-8 Max Horz 4=-41(LC 9) Max Uplift 4=-495(LC 33), 3=-495(LC 36) Max Gray 4=508(LC 40), 3=508(LC 37), 3=78(LC 1) ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. OP CHORD 1-4=-496/503, 1-2=-467/468 IOT CHORD 3-4=-503/505 VEBS 1-3=-736/736 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. IOTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces.& MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=495, 3=495. This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-5 for 320.0 plf. March 10,2020 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville GA9588i Job 2000442 Truss B04 Truss Type BLOCKING Qty 4 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499560 Louws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:37 2020 Page 1 la rBfjcncnjoyW?LOMUvREvmznns?-0MWoQ05SR5h0JcZhg85MbHLPIUUy0KotAB77_NzcfQa 1-8-4 1-8-4 3x4 = 1.5x4 1 2 4 1-8-4 6x6 = 3 3t6 II 1-8-4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI- TC 0.09 BC 0.08 WB 0.12 Matrix-P Scale = 1:11.7 DEFL. in (loc) I/defl L/d Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 4 >999 240 Horz(CT) 0.00 3 n/a n/a Wnd(LL) 0.00 4 **** 240 REACTIONS. (size) 4=1-8-6, 3=1-8-6, 3=1-8-6 Max Holz 4=-41(LC 9) Max Uplift 4=-497(LC 33), 3=-497(LC 36) Max Gray 4=508(LC 40), 3=508(LC 37), 3=70(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-497/503, 1-2=-417/418 BOT CHORD 3-4=-454/455 WEBS 1-3=-700/700 PLATES GRIP MT20 220/195 Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extericr(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 2CI.Cpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1C10 Ib uplift at joint(s) except (jt=lb) 4=497, 3=497. 7) This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-4 for 320.0 plf. March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10473P2015 BEFORE USE. Design valid for use only with MiTek4,connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildihg_ designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 100442 Truss B05 Truss Type BLOCKING Qty 11 Ply 1 6847 S 180TH STREET/VIETNAMESE CHURCH R61499561 _ouws Truss, Inc, Femdale, WA - 98248, 1 1 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:39 2020 Page 1 I D: r8flcncnjoyW?LOM UvREvmznns?-zleYr46izixkZwj3xY7ghiRl8HBvUE WAeVcD2GzcfQY 1-1-0 1-1-0 3x4 = 2 1.5x4 II 4 3x6 I I 6x6 = 3 Scale = 1:11.7 OADING (psf) CLL 25.0 Roof Snow=25.0) CDL 17.0 CLL 0.0 CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.10 BC 0.05 WB 0.10 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 8 Ib FT = 0% UMBER - OP CHORD 2x4 DF No.2 OT CHORD 2x4 DF No.2 VEBS 2x4 OF No.2 IEACTIONS. (size) 4=1-1-0, 3=1-1-0 Max Horz 4=-41(LC 9) Max Uplift 4=-510(LC 33), 3=-510(LC 36) Max Gray 4=516(LC 40), 3=516(LC 37) ORCES. (Ib) - Max. Comp.!Max. Ten. - All forces 250 (Ib) or less except when shown. OP CHORD 1-4=-519/517 OT CHORD 3-4=-280/281 VEBS 1-3=-609/609 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. IOTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Provide adequate drainage to prevent water ponding. ) Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=510, 3=510. This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-0 for 320.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 M MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss B07 Truss Type BLOCKING Qty Ply 1 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499562 Louws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 1-11-13 3x4 = 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:41 2020 Page 1 I D: rBfj cn cnjoy W?LO M U vR E vmznn s?-v7 m J G 18zU KC RoDtS3z91 m7 W5j 5rfy8dT5p5K79zcfQ W 1-11-13 21.5x4 II 6x6 = 4 3 36 11 1-11-13 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.09 BC 0.09 WB 0.13 Matrix-P Scale = 1:11.7 DEFL. in (loc) I/defl L/d Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 4 >999 240 Horz(CT) 0.00 3 n/a n/a • Wind(LL) 0.00 4 "" 240 REACTIONS. (size) 4=2-0-0, 3=2-0-0, 3=2-0-CI Max Horz 4=-41(LC 9) Max Uplift 4=-495(LC 33), 3=-495(LC 36) Max Gray 4=509(LC 54), 3=509(LC 53), 3=85(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-495/503, 1-2=-503/504 BOT CHORD 3-4=-539/541 WEBS 1-3=-764/764 PLATES GRIP MT20 220/195 Weight: 11 lb FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCOL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extericr((2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 2CI.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=495, 3=495. 7) This truss has been designed for a total drag load of 320 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-11-13 for 320.0 plf. March 10,2020 - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/13/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design .s based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 000442 Truss CJO5 Truss Type DIAGONAL HIP GIRDER Oty 2 Ply 2 6847 S 180TH STREETNIETNAMESE CHURCH R61499563 Louws Truss, Inc, Ferndale, WA - 98248, -3-3-15 3-3-15 6 3x4 = Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:43 2020 Page 1 I D:ygwB_ulCx8dgDJAxUFTW_xzoRpv-rWt3hR9D0xS91 X0rAOCmrYbKNu WbQ 35mZ7aR81 zcfQU 2-6-15 6-11-15 2-6-15 4-5-0 2-6-1 5 2-6-1 4 I1 0 Scale = 1 24 4 ry v (late Offsets (X,Y)-- .OADING (psf) 'CLL 25.0 Roof Snow=25.0) "CDL 17.0 3CLL 0.0 3CDL 8.0 [2:0-2-0,0-1-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.53 BC 0.19 WB 0.00 Matrix-R DEFL. in (loc) I/deft Ud Vert(LL) 0.01 5-6 >999 360 Vert(CT) 0.01 5-6 >999 240 Horz(CT) -0.07 3 n/a n/a Wlnd(LL) 0.00 5-6 >999 240 PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 0% .UMBER - 'OP CHORD 2x4 DF 2400F 2.0E 3OT CHORD 2x4 DF 2400F 2.0E NEBS 2x4 DF No.2 IEACTIONS. (size) 6=0-3-8, 5=Mechanical, 3=0-2-2 Max Horz 6=97(LC 6) Max Uplift 6=-141(LC 6), 5=-115(LC 16), 3=-89(LC 10) Max Gray 6=775(LC 16), 5=23(LC 5), 3=254(LC 17) :ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. "OP CHORD 2-6=-623/170 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOTES- ) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. ) Wind: ASCE 7-10; VuIt=115mph (3-second gust) Vasd=9lmph; TCOL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Unbalanced snow loads have been considered for this design. ) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. ') This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. Q Refer to girder(s) for truss to truss connections. 0) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 6=141, 5=115. 2) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 3) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-5-15 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 4) Fill all nail holes where hanger is in contact with lumber. 5) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. .DAD CASE(S) Standard nntimted on cane 2 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individuat building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 11111111.11111 Mil MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 2000442 Truss CJO5 Truss Type DIAGONAL HP GIRDER Uty 2 Fly 2 ti1347 S 111U1 H SI KLL I /VIE I NAMLSt UHUHUM Job Reference (optional) R61499563 Louws Truss, Inc, Femdale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:43 2020 Page 2 ID:ygwB_u ICx8dq DJAxUFTW_xzoRpv-rWt3hR9D0xS91 X0rAOCmrYbKNu WbQ35mZ7aRB 1 zcfQU LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-84, 2-4=-84, 5-6=-16 Concentrated Loads (lb) Vert: 3=72(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03lO15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 ob 000442 Louws Truss, Inc, Truss GE01 Ferndale, WA - 98248, -4-10-12 4-10-12 6-0-5 6-0-5 4x6 \\ 4x6 \\ 8x12 = 3 3 3x6 = Truss Type GABLE 4x6 - 4 Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499564 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:45 2020 Page 1 I D: ygw8_u I C x8d q DJAxUFT W_xzoRp v-nu?q67 BTYY itH rAD I p E Ewz h ep i5ouu c20R 3YGwzcfQ S 13-4-0 20-7-11 26-8-0 31-6-12 7-3-11 I 7-3-11 6-0-5 I 4-10-12 2x4 4x6 = 5 61 59 6.00 112 60 12 57 58 11 5x6 17-8-3 3x4 = 4x6 6 26-8-0 4x6 7 4x6 8x12 10 3x6 = 8-11-13 8-8-5 8-11-13 Scale = 1:61.4 c, 'late Offsets (X,Y)-- [2:0-3-8,0-4-0], [5:0-2-0,0-0-4], [8:0-3-8,0-4-0], [12:0-3-0,0-3-0] -OADING (psf) "CLL 25.0 Roof Snow=25.0) "CDL 17.0 3CLL 0.0 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.66 BC 0.59 WB 0.38 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.23 11-12 >999 360 Vert(CT) -0.55 8-9 >110 90 Horz(CT) 0.05 10 n/a n/a Wind(LL) 0.02 11-12 >999 240 PLATES GRIP MT20 220/195 Weight: 280 Ib FT = 0% .UMBER - "OP CHORD 2x4 DF 2400F 2.0E `Except` 1-3,7-9: 2x8 DF SS 3OT CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 )THERS 2x4 DF No.2 iEACTIONS. (size) 13=0-5-8, 10=0-5-8 Max Horz 13=123(LC 13) Max Uplift 13=-200(LC 14), 10=-200(LC 15) Max Gray 13=1742(LC 1), 10=1745(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-10 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. OP CHORD 2-13=-970/389, 8-10=-970/389, 5-6=-1502/142, 8-9=0/302, 1-2=0/302, 4-5=-1487/142 3OT CHORD 12-13=-90/1321, 11-12=0/1035, 10-11=-14/1349 NEBS 5-11=-41/446, 6-11=-275/149, 5-12=-41/413, 4-13=-1576/70, 6-10=-1628/70 COTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 111; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-4-10-12 to-1-3-9, Interior(1) -1-3-9 to 13-4-0, Exterior(2) 13-4-0 to 16-11-3, Interior(1) 16-11-3 to 31-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 :) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. I) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 .) Unbalanced snow loads have been considered for this design. i) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) All plates are 1.5x4 MT20 unless otherwise indicated. ') Gable studs spaced at 1-4-0 oc. ;) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=200, 10=200. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, Pe building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possibte personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 MINIM Mi, MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss GE1A Truss Type ommon Supported Gable Qty 1 Ply 1 684/ S 180I H S I KEt I /VIE I NAMLSL UHUKUH Job Reference (optional) R61499565 Louws Truss, Inc, Ferndale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:54 2020 Page 1 ID ygwB_ul Cx8dgDJAxUFT W_xzoRpv-0d2D_CI6Q JgbsDMyKCuLotZHkKHI V? WN4KIW4uzcfQJ 14-5-0 28-10-0 6.00112 6x6 II 2 5x8 = 14-5-0 10 4x4 = 11 12 14-5-0 Scale = 1:49.8 9 13 17 8 42 4314 i • 7 15 6 16 5 II 4 18 3 3 19 !6.6 II 20 1h-: lIlIU!IIIIlii2 tir\ :•:•:�:❖:❖:•:�:•::❖:•:�:• .MAMt . AIM WI••----AAAi%P $..o.K-------------• -•-----•-'-❖:❖:❖:•:.•:00000❖:.❖:❖:❖ PAPA a.::: 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 = 27-9-0 27-9-0 5x8 II 3x4 = i8-10-0 1-1-0 Plate Offsets (X,Y)-- [1:0-4-0,0-3-1], [2:0-3-0,0-0-8], [20:0-3-0,0-0-12], [21:0-3-8,Edge], [21:0-2-15,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.20 BC 0.12 WB 0.15 Matrix-SH DEFL. in (loc) 1/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 21 n/a n/a PLATES GRIP MT20 220/195 Weight: 178 Ib FT = 0% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 `Except` 21-33: 2x4 DF 2400F 2.0E OTHERS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 26-5-0. (Ib) - Max Horz 41=90(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 21, 32, 34, 35, 36, 37, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 22 Max Gray All reactions 250 Ib or less at joint(s) 21, 31, 32, 34, 35, 36, 37, 38, 39, 40, 30, 29, 28, 27, 26, 25, 24, 23, 22 except41=412(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-41=-294/148 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-0-0 to 3-9-0, Exterior(2) 3-9-0 to 14-5-0, Corner(3) 14-5-0 to 18-0-3, Exterior(2) 18-0-3 to 28-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Solid blocking is required on both sides of the truss at joint(s), 21. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 32, 34, 35, 36, 37, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 22. 11) Non Standard bearing condition. Review required. March 10,2020 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. l MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 000442 Truss GE02 Truss Type Common Supported Gable Qty 2 Ply 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499566 Louws Truss, Inc, Ferndale, WA - 98248, -1-10-8 1-10-8 6.00 12 5x8 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:47 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-kH7aWpDj49ybW8KcPEGi?Om2hWvzMtVLTkYfKozcfQQ 9-6-5 19-3-12 9-6-5 I 9-9-7 4x4 = 9 10 11 13 28 27 26 25 24 23 22 21 20 19 18 17 3x4 = 19-3-12 15 3x4 Scale = 1 36.0 5x8 = 19-3-12 Plate Offsets (X,Y)-- [2:0-4-0,0-3-1], 116:0-4-0,0-3-1] -OADING (psf) FCLL 25.0 'Roof Snow=25.0) FCDL 17.0 3CLL 0.0 ` 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.45 BC 0.10 WB 0.04 Matrix-SH DEFL. in (loc) 1/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(CT) -0.01 1 n/r 80 Horz(CT) 0.00 16 n/a n/a PLATES GRIP MT20 220/195 Weight: 98 Ib FT = 0% -UMBER- FOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 DTHERS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 19-0-0. (Ib) - Max Horz 2=81(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 2, 23, 24, 25, 26, 28, 21, 20, 19, 18, 17 Max Gray All reactions 250 Ib or less at joint(s) 22, 23, 24, 25, 26, 28, 21, 20, 19, 18, 16 except 2=416(LC 20), 17=296(LC 22) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3)-1-10-8 to 1-8-11, Exterior(2) 1-8-11 to 9-6-5, Corner(3) 9-6-5 to 13-1-8, Exterior(2) 13-1-8 to 19-2-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 t) Unbalanced snow loads have been considered far this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 3) All plates are 1.5x4 MT20 unless otherwise indicated. r) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 23, 24, 25, 26, 28, 21, 20, 19, 18, 17. 11) Non Standard bearing condition. Review required. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 mv. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 M, MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 2000442 Truss GE2A Truss Type GABLE Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499567 Louws Truss, Inc, Femdale, WA - 98248, -1-10-8 1-10-8 1-6-5 1-6-5 4-11-8 4-11-8 5-6-5 4-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:55 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-VgcbCYJIBdySUNx8tvPaK45NokapEThXJ_U4dLzcfQ1 9-6-5 { 14-1-2 19-3-12 4-6-13 4-6-13 5-2-10 9-6-5 4-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 CSI. TC 0.57 BC 0.29 WB 0.09 Matrix-SH 4x4 = 13-6-5 4-0-0 17-6-5 4-0-0 Scale = 1:34.0 19-0-0 1913-12 1-5-11 0-3-12 DEFL. in (loc) I/defl Ltd Vert(LL) -0.01 17-18 >999 360 Vert(CT) -0.01 17-18 >999 240 Horz(CT) 0.00 12 n/a n/a Wind(LL) 0.00 18 >999 240 PLATES GRIP MT20 220/195 Weight: 88 Ib FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=85(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 2, 20, 16, 13 except 21=110(LC 20) Max Gray All reactions 250 Ib or less at joint(s) 12, 21 except 2=542(LC 20), 19=344(LC 1), 20=473(LC 21), 16=476(LC 22), 13=326(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-20=-404/131, 8-16=-266/66 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCOL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-8 to 1-6-5, Interior(1) 1-6-5 to 9-6-5, Exterior(2) 9-6-5 to 13-1-8, Interior(1) 13-1-8 to 19-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 20, 16, 13 except (jt=lb) 21=110. March 10,2020 ® WARNING - Verily design parameters and READ NOTES Oft THIS AND INCLUDED MITEK REFERENCE PAGE INII-7473 rev. 105132015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possiole personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 0 000442 Truss GE04 Truss Type GABLE Qty Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499568 Louws Truss, Inc, Ferndale, WA - 98248, -1-0-0 1-0-0 10 9 4-10-14 4-10-14 0-11-8 4-10-14 0-11-8 3-11-6 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:50 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-8soj9gFcN4KANc3B5MgPd1Oatjw2ZEloAinJx7zcfQN 9-9-12 10-9-12 4-10-14 1-0-0 4x4 = 3 3x8 = 8-9-4 3-10-6 7 6 9-9-12 1-0-8 0 Scale = 1:29.9 'late Offsets (X,Y)-- _OADING (psf) fCLL 25.0 Roof Snow=25.0) I-CDL 17.0 3CLL 0.0 * 3CDL 8.0 [2:0-1-0,0-1-12], [4:0-1-0,0-1-12], [15:0-1-10,0-0-12], [22:0-1-10,0-0-12] SPACING- 2-0-0 Plate Giip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CS!. TC 0.29 BC 0.08 WB 0.03 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.00 8-9 >999 360 Vert(CT) -0.01 8-9 >999 240 Horz(CT) 0.00 6 n/a n/a Wind(LL) 0.00 8 >999 240 PLATES GRIP MT20 220/195 Weight: 70 Ib FT = 0% _UMBER - FOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 ETHERS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. IEACTIONS. All bearings 1-4-0. (Ib) - Max Horz 10=-112(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 10, 6 Max Gray All reactions 250 Ib or less at joint(s) 9, 9, 7, 7 except 10=520(LC 1), 6=522(LC 1) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. FOP CHORD 2-3=-426/85, 3-4=-426/85, 2-10=-525/129, 4-6=-525/129 JOTES- I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 4-10-14, Exterior(2) 4-10-14 to 8-6-1, Interior(1) 8-6-1 to 10-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 1) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. i) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 1) All plates are 1.5x4 MT20 unless otherwise indicated. ') Gable studs spaced at 1-4-0 oc. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 6. March 10,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, •DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 2000442 Truss GE06 Truss Type GABLE Qty 1 Ply 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499569 Louws Truss, Inc, Ferndale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:52 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFT W_xzoRpv-4FwTa WGsviaudwCZCnstiSTyyXcH 16f4d0GP00zcfQ L 1 0 0 1i-1-4 4-11-6 8-9-8 9-10-12 0 10-12 1-0-0 -1-4 i 3-10-2 3-10-2 11-1-4 1-0-0 1-0-8 1-1-4 1-0 8 1-0-8 II 0-0-12 4-11-6 3-10-2 3x4 -2 5x8 I1 4 3x8 = 7-9-12 1 3x4 - - 8-9-8 3-10-2 I9-10-12 8-10-4 0-0- 2 1-0-8 N rl Scale = 1:46.1 Plate Offsets (X,Y)-- [2:0-6-0,0-1-12], [6:0-6-0,0-1-'121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 CS!. TC 0.16 BC 0.09 WB 0.11 Matrix-SH DEFL. in (roc) I/defl L/d Vert(LL) -0.00 10-11 >999 360 Vert(CT) -0.01 10-11 >999 240 Horz(CT) -0.00 9 n/a n/a 1Nind(LL) -0.00 9-10 >999 240 REACTIONS. (size) 9=0-5-8, 11=0-5-8 Max Horz 11=-165(LC 12) Max Uplift 9=-58(LC 15), 11=-58(LC 14) Max Gray 9=576(LC 1), 11=576(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-9=-479/161, 3-11=-479/162 PLATES GRIP MT20 220/195 Weight: 114 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp 6; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 4-'11-6, Exterior(2) 4-11-6 to 8-9-11, Interior(1) 8-9-11 to 10-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 11. March 10,2020 - 73 rev. 10/0312815 BEFORE USE. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI! 74 e , , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Ouality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111111111. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Truss H05 ob 000442 Truss Type CALIFORNIA GIRDER Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499570 Ferndale, WA - 98248, -2-4-4 2-4-4 Louws Truss, Inc, j N j 6.00 12 5x6 2 11 0 1.5x4 II 1 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:57 2020 Page 1 I D: y gw B _u I C x 8d q DJ Ax U F T W_ xz o R p v- R Cj M d E K?j E DAj h 5 X? K S 2 P VAe_Y I o i N F p n I zAh D z cf Q G 3-7-4 3- -1I4 6-5-2 6-7-1i2 10-3-0 I 12-7-4 { 3-7-4 0-2-10 2-7-4 0-2-10 3-7-4 2-4-4 15 JL24 3-7-4 5x8 = 12 w 13 6x6 = 16 17 8 3x4 =JL24 JL24 3x8 = 3-7-4 1 6-7-12 3-0-8 j 18 JL24 10-3-0 5x6 7 1.5x4 11 5 3-7-4 14 Scale = 1:25.5 Slate Offsets (X,Y)-- _OADING (psf) 1CLL 25.0 Roof Snow=25.0) 1-CDL 17.0 3CLL 0.0 • 3CDL 8.0 [2:0-3-0,0-1-8],[4:0-3-0,0-2-2],[5:0-3-0,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.84 BC 0.13 WB 0.08 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.01 9-10 >999 360 Vert(CT) -0.01 7-8 >999 240 Horz(CT) 0.00 7 n/a n/a Wind(LL) 0.00 9 >999 240 PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 00/0 _UMBER- 10P CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 3EACTIONS. (size) 10=0-3-0, 7=0-3-0 Max Horz 10=-72(LC 8) Max Uplift 10=-122(LC 10), 7=-116(LC 11) Max Gray 10=962(LC 29), 7=959(LC 29) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. [OP CHORD 2-3=-472/83, 3-4=-372/83, 4-5=-474/84, 2-10=-937/139, 5-7=-933/133 30T CHORD 8-9=-50/359 NEBS 2-9=-60/422, 5-8=-55/439 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1-) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 I) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) Provide adequate drainage to prevent water ponding. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. r) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. I) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 10=122, 7=116. I) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-1-8 oc max. starting at 2-0-12 from the left end to 8-2-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 107 Ib up at 3-8-8, and 123 Ib down and 98 Ib up at 6-3-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -0AD CASE(S) Standard pntinued on oaoe 2 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individuatbuilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TRH Duality Criteria, D.SB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 Mil- MiTek' MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 Rq$_eYiILe CA 95661 Job 2000442 Truss H05 Truss Type CALIFORNIA GIRDER Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499570 Louws Truss, Inc, Ferndale, WA - 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:57 2020 Page 2 ID:ygwB_ul Cx8dgDJAxUFT W_xzoRpv-RCjMd E K?j EDAjh5X?KS2PVAe_YloiNFpnlzAhDzcfQG LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-84, 2-3=-84, 3-4=-84, 4-5=-84, 5-6=-84, 7-10=-16 Concentrated Loads (lb) Vert: 3=-21 13=-21 15=-5(B) 16=-6(B) 17==-6(B) 18=-5(B) ® WARNING - Verify design parameters5 and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria„ VA 22314. it MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 9S00 'ob '000442 Louws Truss, Inc, Truss J02 Femdale, WA - 98248, 1 Truss Type JACK -OPEN Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (option R61499571 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:11:59 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-Nbr62vMFFrTuy_Fv61U WUwG?h LOwAI r6EcSHm6zcfQ E -2-4-4 1-9-14 2-4-4 1-9-14 5 1.5x4 II 2-0-0 4 3x4 2-0-0 Scale = 1:16.4 Plate Offsets (X,Y)-- LOADING (psf) I-CLL 25.0 'Roof Snow=25.0) rCDL 17.0 3CLL 0.0 3CDL 8.0 [4:Edge,0-1-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.03 WB 0.01 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) -0.00 5 >999 360 Vert(CT) -0.00 4-5 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 5 ""' 240 PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 0% _UMBER- rOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 3EACTIONS. (size) 5=0-3-0, 4=Mechanical, 3=Mechanical Max Horz 5=58(LC 13) Max Uplift 5=-54(LC 14), 4=-29(LC 14), 3=223(LC 20) Max Gray 5=630(LC 20), 4=33(LC 5), 3=27(LC 10) rORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. rOP CHORD 2-5=-615/181 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 1-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (jt=lb) 3=223. March 10,2020 ® WARNING - VeilIy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10iO3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-B9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 Job 2000442 Truss J04 Truss Type JACK -OPEN Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499572 Louws Truss, Inc, Ferndale, WA - 98248, -2-4-4 2-4-4 to 6.00 12 3x4 i 6 1.5x4 II 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:01 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-JzztSbNVnTjcCIOIEAW aLLMg9fineC8PhwxOq_zcfQC 2-0-0 3-9-14 2-0-0 1-9-14 5 3x4 = 4-0-0 4-0-0 4 Scale = 1:21.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.73 BC 0.13 WB 0.03 Matrix-P DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5 >999 240 Horz(CT) -0.02 3 n/a n/a 1Nnd(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 REACTIONS. (size) 6=0-3-0, 3=Mechanical, 4=Mechanical Max Horz 6=75(LC 11) Max Uplift 6=-40(LC 14), 3=-54(LC 20), 4=-13(LC 14) Max Gray 6=543(LC 20), 3=95(LC 21), 4=68(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-512/110 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 3-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0,psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss. to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3, 4. March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10,03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob Truss 000442 JO4A Truss Type JACK -OPEN Qty Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499573 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-4-4 1 6.00 12 6 1.5x4 II 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:03 2020 Page 1 ID:ygwB_ul Cx8dgDJAxUFT W_xzoRpv-GM 5dtHPmJ4zKRcYhLbYSfmQ i9yLE66ei9EQ VvtzcfQA 2-0-0 3-9-14 2-0-0 1-9-14 5 3x4 4-0-0 4-0-0 4 Scale = 1:21.3 _OADING (psf) I-CLL 25.0 Roof Snow=25.0) 1-CDL 17.0 3CLL 0.0 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.73 BC 0.13 WB 0.03 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5 >999 240 Horz(CT) -0.02 3 n/a n/a Wind(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% _UMBER- fOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 lEACTIONS. (size) 6=0-3-0, 3=Mechanical, 4=Mechanical Max Harz 6=75(LC 11) Max Uplift 6=-40(LC 14), 3=-54(LC 20), 4=-13(LC 14) Max Gray 6=543(LC 20), 3=95(LC 21), 4=68(LC 5) =ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. fOP CHORD 2-6=-512/110 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IOTES- I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 3-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 !) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 I) Unbalanced snow loads have been considered for this design. 1) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ') Refer to girder(s) for truss to truss connections. I) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3, 4. ,A WARNING - Verify design parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10A73r2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must venTy the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 1.111.11111111 MII MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job _ 2000442 Truss TO1 Truss Type Common Qty 5 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499574 Louws Truss, Inc, Femdale, WA - 98248, A-10-12 6-0-5 4-10-12 6-0-5 f 10x10 4x6 = 4 6.00 12 12 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:04 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-kYe75dQ0405B3m7tv14hB_zuDMaJrUQrOuA2RJzcfQ9 13-0-0 I 20-7-11 26-8-0 I 31-6-12 i 7-3-11 7-3-11 6-0-5 4-10-12 13 14 15 10x10 5 4x12 MT18HS II 4x12 MT18HS II 11 3x6 = 10 16 17 9 5x6 = 3x4 8-11-13 8-11-13 17-8-3 8-8-5 26-8-0 8-11-13 8 3x6 = Scale = 1:58.5 0 Plate Offsets (X,Y)--[2:0-6-0,0-1-12], [6:0-6-0,0-1-12], [10:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 ` BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 1-3,5-7: 2x8 DF SS BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.59 BC 0.59 WB 0.38 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.24 9-10 >999 360 Vert(CT) -0.31 9-10 >999 240 Horz(CT) 0.04 8 n/a n/a Wind(LL) 0.02 9-10 >999 240 REACTIONS. (size) 11=0-5-8, 8=0-5-8 Max Horz 11=130(LC 13) Max Uplift 11=-197(LC 14), 8=-197(LC 15) Max Gray 11=1745(LC 21), 8=1745(LC 22) PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 188 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=0/302, 3-4=-1422/150, 4-5=-1422/150, 6-7=0/302, 2-11=-918/374, 6-8=-918/374 BOT CHORD 10-11=-98/1241, 9-10=0/954, 8-9=-13/1241 WEBS 4-9=-51/424, 5-9=-261/164, 4-10=-51/424, 3-10=-261/164, 3-11=-1606/83, 5-8=-1606/83 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-4-10-12 to-1-3-9, Interior(1) -1-3-9 to 13-4-0, Exterior(2) 13-4-0 to 16-11-3, Interior(1) 16-11-3 to 31-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6C1 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 11=197, 8=197. March 10,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101532015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into•the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Ouality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 ROS.eville CA 95661 3b 300442 Truss TOIA Truss Type Common Qty 8 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499575 Louws Truss, Inc, Femdale, WA - 98248, 1-6-0 1-6-0 1 ¢10 1-4-0 0- - 7-8-0 6-2-0 6.00 12 10-1-5 1 8-7-5 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:06 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-gxmmWJRec?Lu13HG1j69HP29pAGGJO48rCf9VCzcfQ7 14-5-0 21-2-0 27-4-0 i 28-10-0 6-9-0 6-9-0 6-2-0 1-6-0 4x6 = 4 18-8-11 8-7-5 27-4-0 8-7-5 Scale = 1.48.8 28-10-0 21-9-p Os-d 1-1-0 [�, 0 'late Offsets (X,Y)-- [3:0-3-8,0-3-0], [5:0-3-8,0-3-0], [10:0-3-0,0-3-0] _OADING (psf) 1-CLL 25.0 Roof Snow=25.0) fCDL 17.0 3CLL 0.0 " 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.90 BC 0.62 WB 0.37 Matrix-SH DEFL. in (loc) 1/defl Ud Vert(LL) -0.21 9-10 >999 360 Vert(CT) -0.31 9-10 >990 240 Horz(CT) 0.05 8 n/a n/a Wlnd(LL) 0.03 9-10 >999 240 PLATES GRIP MT20 220/195 Weight: 138 Ib FT = 0% _UMBER- fOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 aEACTIONS. (size) 8=0-5-8, 11=0-5-8 Max Horz 11=94(LC 14) Max Uplift 8=-122(LC 15), 11=-122(LC 14) Max Gray 8=1442(LC 1), 11=1442(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-8, 3-11 :ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. fOP CHORD 1-2=-308/0, 2-3=-440/76, 3-4=-1727/197, 4-5=-1727/197, 5-6=-440/76, 6-7=-308/0 30T CHORD 1-11=0/296, 10-11=173/1622, 9-10=-36/1155, 8-9=-90/1622, 7-8=0/296 NEBS 4-9=-79/578, 5-9=-430/180, 5-8=-1564/175, 6-8=-472/174, 4-10=-79/578, 3-10=-430/180, 3-11=-1564/175, 2-11=-472/174 VOTES - I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-7-3, Interior(1) 3-7-3 to 14-5-0, Exterior(2) 14-5-0 to 18-0-3, Interior(1) 18-0-3 to 28-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=122, 11=122. D NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 10/03/2015 BEFORE USE. A WARNING -Verily des ign parameters and REA Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpdrate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TSB Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 Mi' MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 2000442 Truss T02 Truss type GABLE uty 10 rly 1 OW+ J 113U1m JI h(CC I tVIC I INNIVICJC Ur-IVK1.rl Job Reference (optional) R61499576 Louws Truss, Inc, Ferndale, WA - 98248, -1-10-8 1-10-8 1-6-5 1-6-5 4-11-8 4-11-8 5-6-5 4-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:08 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFT W_xzoRpv-cKu Wx_Tu7cbcXNRe888dMg8b WzOsnMIRJ W8Ga4zcfQ5 9-6-5 I 14-1-2 19-3-12 4-6-13 4-6-13 5-2-10 9-6-5 4-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 CS!. TC 0.57 BC 0.29 WB 0.10 Matrix-SH 4x4 = 5 13-6-5 4-0-0 17-6-5 4-0-0 Scale = 1:34.0 19-0-0 190-12 1-5-11 0-3-12 DEFL. in (loc) I/deft Ud Vert(LL) -0.00 9-10 >999 360 Vert(CT) -0.01 12-13 >999 240 Horz(CT) 0.00 8 n/a n/a Wind(LL) 0.00 12-13 >999 240 PLATES GRIP MT20 220/195 Weight: 74 Ib FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=85(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 10, 9 except 13=-112(LC 20) Max Gray All reactions 250 Ib or less at joint(s) 8, 13 except 2=544(LC 20), 11=329(LC 1), 12=478(LC 21), 10=485(LC 22), 9=323(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 5-11=-267/6, 4-12=-406/132, 6-10=-419/131, 7-9=-274/110 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-8 to 1-6-5, Interior(1) 1-6-5 to 9-6-5, Exterior(2) 9-6-5 to 13-1-8, Interior(1) 13-1-8 to 19-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at4-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 10, 9 except (jt=lb) 13=112. March 10,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/201 S BEFORE USE. Design valid for use only with MiTek85 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building.designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob Truss !000442 T03 Truss Type Monopitch Qty 77 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499577 Louws Truss, Inc, Femdale, WA - 98248, -1-10-8 1-10-8 0 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:09 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-4WSu8KUXuwjT9X0gisfsu1 gmENIxWoEaX9tp6XzcfQ4 7-0-0 9-5-12 7-0-0 2-5-12 9-5-12 1.5x4 II 4 9-5-12 Scale: 3/8"=1 _OADING (psf) 1CLL 25.0 Roof Snow=25.0) 1-CDL 17.0 3CLL 0.0 * 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber IDOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.57 BC 0.56 WB 0.15 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.19 2-5 >576 360 Vert(CT) -0.37 2-5 >298 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.04 2-5 >999 240 PLATES GRIP MT20 220/195 Weight: 42 Ib FT = 0% _UMBER- rOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 iEACTIONS. (size) 5=0-3-8, 2=0-5-8 Max Horz 2=159(LC 13): Max Uplift 5=-70(LC 14), 2=-78(LC 14) Max Gray 5=499(LC 21), 2=667(LC 21) =ORCES. (Ib) - Max. Comp./Max. Ten. All forces 250 (Ib) or less except when shown. FOP CHORD 2-3=-463/66 30T CHORD 2-5=-126/299 NEBS 3-5=-514/162 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOTES- Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-8 to 1-8-11, Interior(1).1-8-11 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 !) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 1) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. I) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ') Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. March 10,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 .__Bo3Ssille CA 95661 Job 2000442 Truss TO3A Truss Type MONOPITCH Qty 2 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499578 Louws Truss, Inc, Femdale, WA - 98248, u: 3x4 F LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:11 2020 Page 1 I D:ygwB_ulCx8dgDJAxUFT W_xzoRpv-1 vafZ0VnQXzBOg9DpHiK_Sm3J8x6_hYt?TMw8PzcfQ2 7-0-0 9-5-12 7-0-0 2-5-12 6.00 12 9-5-12 1.5x4 II 3 9-5-12 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.72 BC 0.71 WB 0.16 Matrix-SH Scale = 1:31.2 DEFL. in (loc) I/deft Ud Vert(LL) -0.21 1-4 >517 360 Vert(CT) -0.44 1-4 >247 240 Horz(CT) 0.00 4 n/a n/a Wlnd(LL) -0.14 1-4 >782 240 REACTIONS. (size) 1=0-5-8, 4=0-3-8 Max Horz 1=147(LC 11) Max Uplift 1=-36(LC 14), 4=-75(LC '14) Max Gray 1=535(LC 20), 4=571(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-459/83 BOT CHORD 1-4=-131/335 WEBS 2-4=-551/171 PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottorn chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3--84, 1-4=-16 Concentrated Loads (Ib) Vert: 8=-29 9=-28 10=-28 11=-28 12=-28 March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE PAGE M11-7473 rev. 10/73/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses aid truss systems, see ANSVTPII Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH ?000442 T04 Common 2 1 R61499579 r.....a..r,, rArfl r,onAo Job Reference (optional) 1 1-0-0 1-0-0 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:13 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-zHh P_iX 1 y9Eve8Jcxhko3trYP_mQ SdiASnr1 FIzcfQ0 4-11-6 8-5-4 4-11-6 i 3-5-14 4-11-6 3-11-6 4x4 = 3 1 8-5-4 3-5-14 1 Scale: 3/8"=1. _OADING (psf) ICU 25.0 Roof Snow=25.0) I -COL 17.0 3CLL 0.0 • 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.17 BC 0.08 WB 0.05 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.00 6-7 >999 360 Vert(CT) -0.01 6-7 >999 240 Horz(CT) -0.00 5 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 0% _UMBER - FOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 lEACTIONS. (size) 5=Mechanical, 7=0-5-8 Max Horz 7=108(LC 11) Max Uplift 5=-26(LC 15), 7=-32(LC 14) Max Gray 5=350(LC 1), 7=464(LC 1) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. -OP CHORD 2-3=-278/65, 3-4=-259/62, 4-5=-326/73 VEBS 2-7=-4313/126 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 4-11-6, Exterior(2) 4-11-6 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ') TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Unbalanced snow loads have been considered for this design. ) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7. March 10,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate Cis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent' collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M11 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 0 Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH R61499580 20 42 Truss TO4A Louw russ, Inc, Ferndale, WA - 98248, ommon 1 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:15 2020 Page I D:ygwB_u1Cx8dgDJAxUFTW_xzoRpv-vgp9PNYHUmUdiST_26mG81wu0oTCW X5Tw5K7KAzc 4-11-6 8-5-4 4-11-6 3-5-14 SEE ATTACHED 3/11/20 SUBMITTAL FOR THIS TRUSS 8.00 12 12 1.5x4 I 1.5x4 10 3x6 - - 1.5x4 II 3x6 6 3x8 = 1.5x4 II 1-8-8 4-11-6 8-5 1-8-8 3-2-14 3-5 4 0) ry cale = 1.31.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 11.15 Lumber DOL =.15 Rep Stress 'nor YES Code IBC2015/TP12014 C TC 0.17 BC 06 WB 0.�, Matrix-SH DEFL. in oc) 1/deft Ud Vert(LL) -0.00 5-6 >999 360 Vert(CT) -0 5-6 >999 240 Horz(CT) •.00 5 n/a n/a Wlnd(LL) -0.00 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 5=Mechanical, 7=0-5-8 Max Horz 7=108(LC 11) Max Uplift 5=-25(LC 15), 7=-36(LC 14) Max Gray 5=299(LC 1), 7 s515(LC 'I) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when own. TOP CHORD 4-5=-272/61 WEBS 2-7=-447/121 BRACI - TOP ' ORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCD-4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; nclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 8-15, Interior(1) 3-8-15 to 4-11-6, Exterior(2) 4-1 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and righ xposed;C-C for members and forces & MWFRS for - • ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; xp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this de ' , n. 4) This truss has been designed for a 10.0 psf bottorn chore ive load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0p on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid will fit between the bottom chord and any other me .ers. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of tr s to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7. WA' ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 rev. 10/03/2015 BEFORE USE. Desi- valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a t• s system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Iding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI f Ouality Criteria, OSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \AL. GAL.( >�4OF WASH74, 4,43065 FGJST�? G\ GNALEA March 1 l 020 IMMO MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 000442 Truss T05 Truss Type COMMON Oty 5 Ply 1 6847 S 180TH STREETMETNAMESE CHURCH R61499581 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-0-0 { 1.5x4 II 1 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:16 2020 Page 1 I D:ygwB_ulCx8dgDJAxUFT W_xzoRpv-NsNYcjZwF4cUVc2BcgH Vh WrvPCnvf_Oc814hrdzcfpz 5-1-8 I 10-3-0 I 12-7-4 5-1-8 5-1-8 2-4-4 5-1-8 4x4 = 10-3-0 1.5x4 II 5-1-8 5-1-8 Scale = 1:28.0 9 m 'late Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-3-0,0-1-8] -OADING (psf) FCLL 25.0 Roof Snow=25.0) ICDL 17.0 3CLL 0.0 * 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.15 WB 0.06 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) -0.01 6-7 >999 360 Vert(CT) -0.02 6-7 >999 240 Horz(CT) -0.00 6 n/a n/a Wind(LL) 0.00 7 >999 240 PLATES GRIP MT20 220/195 Weight: 59 Ib FT = 0% -UMBER- "OP CHORD 2x4 DF No.2 30T CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 3EACTIONS. (size) 8=0-3-0, 6=0-3-0 Max Horz 8=-79(LC 12) Max Uplift 8=-85(LC 14), 6=-85(LC 15) Max Gray 8=708(LC 1), 6=708(LC 1) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. -OP CHORD 2-3=-413/77, 3-4=-413/80, 2-8=-673/216, 4-6=-673/220 NEBS 2-7=-26/293, 4-7=-25/293 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. TOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 5-1-8, Exterior(2) 5-1-8 to 8-8-11, Interior(1) 8-8-11 to 12-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ,) Unbalanced snow loads have been considered for this design. •) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. ,) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE INII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 Mil MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply 6847 S 180TH STREETNIETNAMESE CHURCH R61499582 2000442 TO5A MONOPITCH 15 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, f— -2-4-4 2-4-4 4-6-0 4-6-0 6 3x4 = 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:17 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-2xwp3aY0NkL6IdNAXpkDj?48c3mOP2mNPpEN3zcfPy 9-0-0 4-6-0 9-0-0 1.5x4 II 4 5 3x4 = 9-0-0 1 Scale = 1:36.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1 15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.43 WB 0.16 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.24 5-6 >433 360 \/ert(CT) -0.43 5-6 >240 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.00 6 .<.. 240 PLATES GRIP MT20 220/195 Weight: 54 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=Mechanical, 6=0-3-0 Max Horz 6=195(LC 11) Max Uplift 5=-76(LC 14), 6=-75(LC 14) Max Gray 5=469(LC 21), 6=691(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-511/245 WEBS 3-5=-314/173, 3-6=-321/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterio-(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 8-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss tc bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03t2015 BEFORE USE. Design valid for use only with MiTek5i connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building:designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses .and truss systems, see ANSIJTPH Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 )b )00442 Truss TO5B Truss Type MONOPITCH GIRDER Qty 1 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH Job Reference (optional) R61499583 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-4-4 7 2x4 II JL24 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:18 2020 Page 1 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-JFV11PbAnhsBkvCZkFKzmxYJw?Pu7m6vc3ZowVzcfPx 4-6-0 ) 9-0-0 4-6-0 4-6-0 6.00 112 10 JL24 4-6-0 4-6-0 6 6x6 = JL24 11 JL24 9-0-0 4-6-0 1.5x4 II 4 5 4x6 = JL261F-TZ Scale = 1:38.8 'late Offsets (X,Y)- [6:0-3-0,0-4-4] .OADING (psf) "CLL 25.0 Roof Snow=25.0) "CDL 17.0 3CLL 0.0 * 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.57 BC 0.44 WB 0.55 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.02 6-7 >999 360 Vert(CT) -0.04 6-7 >999 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.01 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 0% .UMBER - "OP CHORD 2x4 DF 2400F 2.0E 30T CHORD 2x6 DF No.2 NEBS 2x4 DF No.2 1EACTIONS. (size) 5=Mechanical, 7=0-3-0 Max Horz 7=193(LC 7) Max Uplift 5=..179(LC 10), 7=-173(LC 10) Max Gray 5=1491(LC 17), 7=1636(LC 17) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. "OP CHORD 2-3=-1101/100, 2-7=-1166/144 30T CHORD 5-6=-140/900 NEBS 3-6=-85/834, 3-5=-1169/177, 2-6=-28/948 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. JOTES- I) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 !) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 1) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ') Refer to girder(s) for truss to truss connections. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=179, 7=173. I) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-7-14 from the left end to 6-7-14 to connect truss(es) to front face of bottom chord. 10) Use USP JL26IF-TZ (With 6-10d HDG nails into Girder & 4-10d x 1-1/2 HDG nails into Truss) or equivalent at 8-10-4 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _DAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-84, 2-4=-84, 5-7=-16 ontinued on oaoe 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/tP11 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 10,2020 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Truss Type uty 1 vIy 1 00Vr J IOU s R61499583 lob 2000442 Louws Truss, Inc, Truss T05B Femdale, WA - 98248, MONOPITCH GIRDER LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-398(F) 6=-391(F) 9=-395(F) 10=-391(F) 11=-391(F) Job Reference (optiional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:18 2020 Page 2 ID:ygwB_ulCx8dgDJAxUFTW_xzoRpv-JFV11PbAnhs8kvCZkFKzmxYJw?Pu7m6vc3ZOWVzcfPx ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mt• MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob Truss 201' 42 TO5C russ, Inc, Femdale, WA - 98248, Louw Plate Offsets X,Y - 2:0-7-10,0-0-0 LOADING (psf) TCLL 25.0 ;Roof Snow=25.0) rCDL 17.0 3CLL 0.0 ` 3CDL 8.0 _UMBER- rOP CHORD 2x4 DF No.2 30T CHORD 2x4 DF 2400F 2.0E NEBS 2x4 DF No.2 ETHERS 2x4 DF No.2 iEACTIONS. (size) 5=Mechanical, 6=0-3-0 Max Horz 6=180(LC 13) Max Uplift 5=-72(LC 14), 6=-78(LC 14) Max Gray 5=469(LC 21), 6=691(LC 21) 'ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except wh OP CHORD 2-6=-511/240 IOT CHORD 5-6=-184/275 VEBS 3-5=-336/165, 3-6=-345/0 17 CSI. TC 1.:2 BC 0.4 WB 0.15 Matrix-SH TOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4- exposed ; end vertical left and right exposed;C-C for memb grip DOL=1.60 Truss designed for wind loads in the plane of the truss Gable End Details as applicable, or consult qualified TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Ca Unbalanced snow loads have been considered f.. This truss has been designed for greater of mi non -concurrent with other live loads. 1 All plates are MT20 plates unless otherwis 1 All plates are 1.5x4 MT20 unless otherwi- 1 Gable studs spaced at 1-4-0 oc. I This truss has been designed for a 1 )) . This truss has been designed fo• - will fit between the bottom chor. - I) Refer to girder(s) for truss to ?) Provide mechanical conne 1 • u• Truss Type GABLE -2-4-4 2-4-4 Qty Ply 1 1 6847 S 180TH STREETNIETNAMESE CHURCH R6149958 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:18 2020 Pa ID:ygwB_ulCx8dgDJAxUFTW xzoRpv-JFVI1PbAnhsBkvCZkFKzmxyF ?P 7sRvc3ZowV 4-6-0 9-0-0 4-6-0 4-6-0 SEE ATTACHED 3/11/20 SUBMITTAL FOR THIS TRUSS 7x10M18SHS 3x4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 6.00 12 5x12 \\ 3x4 shown. DEFL. Vert(LL) Vert(CT) H0rz(CT) Wlnd(LL BRA TOP C- HORD T CHORD 3x4 410 18 5 3x4 = (loc) 1/defl L/d 0 4 5-6 >433 360 43 5-6 >240 240 0.00 5 n/a n/a 0.00 6 "" 240 • Scale = 1:36.0 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 83 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. CDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclos to 1-2-15, Interior(1) 1-2-15 to 8-10-4 zone; cantilever left an s and forces & MWFRS for reactions shown; Lumber DOL=1.60 p ht e ly. For studs exposed to wind (normal to the face), see Standard Industry ilding designer as per ANSI/TPI 1. ory III; Exp B; Partially Exp.; Ct=1.10 his design. oof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs dicated. indicated. 1 psf bottom chord live load nonconcurrent with any other live loads. live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide nd any other members. ss connections. n (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6. ■ 0�1,1 L. GALA, S 2 OF WASk.. ' t 43065 RFCISTEIt4' `NAL-1.461 March 10, 20 A WARN Design :lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trus ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buil. g design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is -ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .rication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component slaty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. G - Verify design parameters and READ NOTES ON I RIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Mi MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 osevitIe CA 95661 Truss Type Qty 5 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61499585 Job Truss 2000442 TO6 Louws Truss, Inc, Ferndale, WA- 98248, COMMON 3-5-14 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 9 13:12:19 2020 Page 1 IO:ygwB_ulCx8dgDJAxUFTW_xzoRpv-oR2gEIboY7_2M3m1 HyrC185UFPorsKA3gillSyzcfPw 8-5-4 8.00 12 3-5-14 4x4 = 2 8 4-11-6 PI 9 3x6 1 103x6�� "O. 3 6 1.5x4 II 3-5-14 5 3x8 = 8-5-4 4 1.5x4 II 3-5-14 4-11-6 Scale = 1:43.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.53 BC 0.14 WB 0.12 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) -0.02 4-5 >999 360 Vert(CT) -0.03 4-5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.00 5 >999 240 PLATES GRIP MT20 220/195 Weight: 59 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Horz 6=-169(LC 10) Max Uplift 6=-43(LC 14), 4=-32(LC 15) Max Gray 6=407(LC 1), 4=407(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-390/120, 3-4=-376/107 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 7-1-1, Interior(1) 7-1-1 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. March 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 cri 00 Co Z0 a C co 05 0ww0UZ o o N c c.o a m 0 (D=fDQ0o0 o aQoo 0 j 0 oW 0 7 0 N da-m°� O O. 0 acO a 7 co 0co0 (2 E (u 0- o m o y, o o (D °.gym 10 a) 7 ' (1' 7 v ao 00 3co � y( 0 C C) 7 o O 7 o (D N 5 �D0-05 o-_-0 a) N CD 3 ° N f N v N 3 7 (D (7, O (D ^. 0 • C13 o a) CO m 33 2 0 o 13 � 00 I I O a) C • 0 Ol O 7 • N -. C 0, > C N y< om< a) • 0 a3 Q' -v o � 7 (D a g y30 0 (�D N CO m N 5 0 V/ 3 Cr /0 V/ :74 7CA1 © 2012 MiTek® All Rights Reserved :spodaa S3-33I S1VAOHddV 3aO313laOud 20 30 mo 33 N D mZ v mm 33 al N co m 0 m Z 1 11 m v m m Z v 1 0 z -i i�o m02 mzcA v D 33 xm m m N m N 33 D • r D< �z c 0m Dm m m x0 mm o1 zm 133 Tm =• 0 (n o mN w rn 71 TOP CHORD TOP CHORD WE1sAS 6upegwnN Ot m 0 O Q O m 0 0 - m O J m 7 (U a J (n 3 co N 0 m i 0 O O 0, cn CD CD 133 M1C MiTek MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 2000442 6847 S 180TH STREET/VIETNAMESE CHURCH The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R61529920 thru R61529921 My license renewal date for the state of Washington is May 25, 2021. STRUCTURAL CONCEPTS BReviewed 0 Rejected 0 Reviewed as Noted 0 Revise and Resubmit This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings and submittals do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions and quantities to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work with other trades; and for performing all work in a safe and satisfactory manner. Date: 3/11/20 By: PB (208) 343-2092 March 11,2020 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with A'NSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. 0 000442 Truss TO5C Truss Type GABLE Qty Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61529920 Louws Truss, Inc, Femdale, WA - 98248, -2-4-4 2-4-4 4-6-0 4-6-0 6 3x4 = Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Wed Mar 11 11:06:24 2020 Page 1 ID:ygwB_ul Cx8dgDJAxUFT W_xzoRpv-xVAsbSw18w_xvVXNGdhpxzXctgdlX Sogs4Pumbzc13z 9-0-0 4-6-0 9-0-0 3x4 3x10 II 4 5 3x4 9-0-0 Scale = 1:36.8 'late Offsets (X,Y)-- [2:0-7-10,0-0-01 -OADING (psf) 7CLL 25.0 Roof Snow=25.0) -CDL 17.0 3CLL 0.0 3CDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.82 BC 0.43 WB 0.15 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.24 5-6 >433 360 Vert(CT) -0.43 5-6 >240 240 Horz(CT) 0.00 5 n/a n/a Wind(LL) 0.00 6 "" 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 85 lb FT = 0% .UMBER - OP CHORD 2x4 DF No.2 3OT CHORD 2x4 DF 2400F 2.0E NEBS 2x4 DF No.2 )THERS 2x4 DF No.2 iEACTIONS. (size) 5=Mechanical, 6=0-3-0 Max Horz 6=188(LC 11) Max Uplift 5=-74(LC 14), 6=-76(LC 14) Max Gray 5=469(LC 21), 6=691(LC 21) °ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. -OP CHORD 2-6=-511/238 3OT CHORD 5-6=-187/253 NEBS 3-5=-318/170, 3-6=-328/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. DOTES- ) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. III; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-4-4 to 1-2-15, Interior(1) 1-2-15 to 8-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 1) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 ) Unbalanced snow loads have been considered for this design. ;) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. i) All plates are MT20 plates unless otherwise indicated. ') All plates are 1.5x4 MT20 unless otherwise indicated. 1) Gable studs spaced at 1-4-0 oc. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1) Refer to girder(s) for truss to truss connections. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6. March 11,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville GA 95681 Job Truss TO4A Truss Type Common Qty 3 Ply 1 6847 S 180TH STREETNIETNAMESE CHURCH R61529921 2000442 Louws Truss, Inc, Ferndale, WA - 98248, Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Wed Mar 11 11:06:22 2020 Page 1 I D:ygwB_ul Cx8dgDJAxUFTW_xzoRpv-?735AmvnclkDfCN_8CeLsYSQes0A3aeNPmwnijzc14? 4-11-6 8-5-4 3-5-14 1.5x4 II 1 8 1.5x4 II 1-10-8 4-11-6 7 1.5x4 II 4-11-6 4x4 = 3x8 = 8-5-4 1.5x4 II 1-10-8 3-0-14 3-5-14 Scale = 1:30.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 17.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSt. TC 0.17 BC 0.06 WB 0.06 Matrix-SH DEFL. in (loc) l/defl L/d Vert(LL) -0.00 5-6 >999 360 Vert(CT) -0.01 5-6 >999 240 Horz(CT) -0.00 5 n/a n/a Wind(LL) -0.00 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (size) 5=Mechanical, 7=0-5-8 Max Horz 7=108(LC 11) Max Uplift 5=-25(LC 15), 7=-37(LC 14) Max Gray 5=278(LC 1), 7=536(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-457/123 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=4.2psf; BCDL=4.8psf; 11=25ft; Cat. III; Exp B; 'Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 4-11-6, Exterior(2) 4-11-6 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category III; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7. March 11,2020 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED'MITEK REFERENCE PAGE M11-7473 rev. 10433/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Coo > - 00) Z a m rD 0W cn ; D -I r o v_ co XI M �.� � n 1 I 05 Ocoo9Z m CO N o °' o co c 4D ma m....c. o mvca2mo m 3:1y �� CDi�o�aow y (� 7m (D cn � 7 - �: O 0— Z d �Wa�Q�o 53�0� aocp� m�°,Q� . ��� �00 O Q -0 ID m 05 N N O• o DOj .c- x 0 r m o 3 -., (CD < N C' y O N A Q . O- Q, GQ (D 7 0.. j Q 0 O N 3 a y 0) O O `< O X _Aco 0) co O <� cn S co v in 0 y a y - 6 n D(Di a M d O Q O' .. N cO 0(D 00°80 O(D.< > - 'ancn3 0' -ocD"O 2 m`O cn g co co Q- Q. j (D O �' p U.� O O c cD if N �' y - (D con O O cD Q. y' N T l 7 - (0) 3 0 CO O Q to O O a • O • j . O- Z (p • • cn 7 (� El a; -5 00'' o-'a0i Quo amp 0°1 30 m D o • no 0co N J m 0 y 0 m12 in' (co m rn c o m m (D m con C o (n < 10 o = o' a o o �_' fD a, 0) 0n) CO " (D iir j n O .z N O N = C a N 5 0 o • w D - a 6 LV1d © 2012 MiTek® All Rights Reserved (D co F- ro (D c coa3 CT 5' 0- c•7 9)a a�W (D Q 0- -. CD 00)< scD 0 cnm C (D N 0) W 0. 3- (O • 0 m 0 a 0°7 • n 3 *. cOD � D � Z C (D N 4 c to 0, N c m 7cn cn (D o m y 7m �. 3 — co O a 3 O O • 5- .D a O 0) a cn 0 S (D •D 0) CD 0 (D mm �0) CO _. of m- cnm W NI• (...3 m7J Cr) J O W m 7J N co :spode S3-33I SIVAOtIddV moo 1311O08d zc) -+aC- cx xx0 MO m 0 2 00 to xi rc-1 mo mzcn mm lo> z -� xi z xm mo m0 m m m 170 11 W Cm tnN ND m > < 6 37z m c z s- itu -n Dm m 0 =o CD -< Mm m `ol z o -1 3 o) 0L Do xi 0 x0 mc0 N 7 - cl( o N m TOP CHORD TOP CHORD 0 0 2 0 71 N weiSAS 6uIJacgwnN maw mZ 7 3*-1 a> 7 a 7' N 0 0 3 N (O 1, c Q D) 7 7 l Op O n 3 c. N d p fD 0 D 7. N O (D N j' N m m a c v y m X m N N N a- O V d g O3 j (D FM N. m 5 . a O C 7 co N p N N N zN.O.5.NN ,1 o n o mom 2, 'Rif n3— m -O 0) .Z 7 N N N `G .. O (0 O' ° N a - - 7 (^ N < N N co m �y� O N 0 Oi Q 0 E. , 7 O (gyp a 7 - n [D N(D am f o• 2 d j (0 3 (D Pam/, a y 7 go ) 1 QD 7 N N 0 O1 = Bn 0 0 N N (p y sp QJ 3 E 10> 0 rrt O m CDO O 0 QJ O c 0. c C7 C N 0 1 •M11 MiTek® Re: 1902902 LEARNING CENTER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 192019 City of Tukwila BUILDING DIVISION MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 FILE The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R60308219 thru R60308233 My license renewal date for the state of Washington is May 25, 2021. bet SJ Z 1 eviewed, no exceptions noted ❑ Reviewed, exception, noted o Rejected Reviewed only for f7o1r ai compliance with the design cor7. .-t rcl gsnsral compliance with ti,v i:-F „action given in the contract ; acum nts. Any action shown is subject to tha requirements of the plans and 'pecifications. Contractor's €osponsibility includes but is not limiara to Jimunsiono which shall be conk -vied and correlated by Contractor at rise job site fabrication Processes and techniquas of construction coordination of his work with that of all other trades and satisfactory performance of his work. LOCHS', ENGINEERING OF IDAHO Data 17 Resubmittai required Bpsubmittai NOT required November 18,2019 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Uht; a it 2O9 REID NIDDLtT) INC, Job Truss Truss Type Qty Ply LEARNING CENTER R60308220 1902902 H01 California Girder 2 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:02 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-??gR_Soybc9l_OoJn9mfHyrga_bMxOyO8fmS?nylJ8p -2-6-0 3-8-3 7-4-0 7-10-15 11-7-6 16-0-2 19-8-9 29-3-8 23-11-5 27-7-8 30-1-8 2-6-0 3-8-3 3-7-13 0- -15 3-8-7 4-4-11 3-8-7 0- -1 3-7-13 3-8-3 2-6-0 4.00 12 18 3x8 M BSHS 11 17 5x8 1.5x4 II 16 15 4x6 = 3x4 = 5x14 M18SHS = 3x4 = 14 4x4 = 5x8 13 3x4 = 3-8-3 7-4-0 11-7-6 16-0-2 20-3-8 23-11-5 3-8-3 3-7-13 4-3-6 4-4-11 4-3-6 3-7-13 12 3x8 = 1 27-7-8 3-8-3 Scale = 1:54.0 11 3x8 M18SHS 11 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [4:0-3-8,0-3-4], [7:0-3-8,0-3-4], [9:0-3-0,0-2-0], [12:0-2-12,0-1-8], [15:0-7-0,0-3-0], [17:0-1-12,0-2-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.90 BC 0.92 WB 0.64 Matrix-SH DEFL. in (loc) I/defl Ltd Vert(LL)-0.2614-15 >999 240 Vert(CT) -0.40 14-15 >817 180 Horz(CT) 0.10 11 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 153 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins, 4-7: 2x4 DF 2400F 2.0E except end verticals, and 2-0-0 oc purlins (3-1-0 max.): 4-7. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-15: 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 REACTIONS. (lb/size) 18=2547/0-5-8, 11=2547/0-5-8 Max Horz 18=10(LC 14) Max Uplift 18=-382(LC 6), 11=-382(LC 7) Max Gray 18=2711(LC 29), 11=2711(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3405/453, 3-4=-4406/663, 4-5=-5526/806, 5-6=-5502/797, 6-7=-5525/806, 7-8=-4406/663, 8-9=-3402/452, 2-113=-2632/414, 9-11=-2629/413 BOT CHORD 16-17=-395/3201, 15-16=-578/4208, 14-15=-722/5504, 13-14=-570/4208, 12-13=-386/3200 WEBS 3-17=-1009/235, 3-16=-216/1169, 4-16=-485/204, 4-15=-232/1765, 5-15=-1042/247, 6-14=-1045/255, 7-14=-233/1766, 7-13=-486/204, 8-13=-216/1171, 8-12=-1012/236, 2-17=-450/3333,9-12=-449/3328 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pondirlg. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1(10 Ib uplift at joint(s) except (jt=1b) 18=382, 11=382. 11) Girder carries hip end with 7-7-1 end setback. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 574 Ib down and 172 Ib up at 20-0-7, and 574 Ib down and 172 Ib up at 7-7-1 on lop chord. The design/selection of such connection device(s) is the ,responsibilit1 ol,others. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For genera" guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. November 18,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308220 1902902 H01 California Girder 2 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:02 2019 Page 2 ID:IXeBTx413zUy5N65LTcLxXz8crN-??gR_Soybc9l_0oJn9mfHyrga_bMxOy08fmS?nylJ8p NOTES- 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-4=-64, 4-7=-146, 7-9=-64, 9-10=-64, 11-18=-37(F=-21) Concentrated Loads (lb) Vert: 4=-493 7=-493 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308221 1902902 H02 Califomia 2 1 Job Reference (optional) Louws Truss, Inc, -2-6-0 2-6-0 Femdale, WA - 98248, 4-8-3 4-8-3 4.00 12 4x6 II 15 2 14 13 3x4 = 3x6 163 9-4-0 9-4-0 9-10-15 13-9-12 4-7-13 0- -1 3-10-13 4x6 12 5x8 = 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:04 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-yOnCP8pD7DPTDhyivao7MNwEloMnPHhhczFZ3fyIJ8n 17-8-9 13- 22-11-5 27-7-8 I 30-1-8 3-10-13 0- -1 4-7-13 4-8-3 2-6-0 3x4 = 4x6 17 185 19 20 6 18-3 5 11 3x8 = 3x6 7 21 27-7-8 224x6 I I 8 23 10 3x4 = 9-4-0 8-11-13 9-4-0 Scale = 1:54.0 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-0-7,0-2-0], [6:0-0-7,0-2-0], [8:0-3-0,0-1-8], [10:0-1-8,0-1-8], [12:0-4-0,0-3-0], [13:0-1-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.69 BC 0.61 WB 0.75 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.16 12-13 >999 240 Vert(CT) -0.30 12-13 >999 180 Horz(CT) 0.06 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 143 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 13=1263/0-5-8, 10=1263/0-5-8 Max Horz 13=-17(LC 15) Max Uplift 13=-195(LC 10), 10=-195(LC 11) Max Gray 13=1540(LC 33), 10=1540(LC 33) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-5 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1721/182, 4-5=-1628/188, 5-6=-1628/188, 6-7=-1721/182, 2-13==-505/142, 8-10=-505/142 BOT CHORD 12-13=-155/1529, 11-12=-134/1922, 10-11=-130/1529 WEBS 3-12=-44/338, 4-12=0/279, 5-12=-406/94, 5-11=-406/94, 6-11=0/279, 7-11=-44/338, 3-13=-1836/225, 7-10=-1836/225 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 9-1-11, Exterior(2) 9-1-11 to 14-2-13, Interior(1) 14-2-13 to 18-5-13, Exterior(2) 18-5-13 to 23-6-14, Interior(1) 23-6-14 to 30-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof 'ive load of 16.0 psf or 2.00 times flat roof Load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 13=195, 10=195. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 18,2019 WARNING - Verify design ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 10Po 0 A rUY g p ll 7179 rev. 3/2 15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308222 1902902 H03 Califomia 2 1 Job Reference (optional) Louws Truss, Inc, -2-6-0 2-6-0 Femdale, WA - 98248, 14 1.5x4 1I 5-8-3 5-8-3 13 3x6 = 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:05 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-Qa LadTgrtXXKrrXuS H KMvbTNeBls8pbgrd_6b6yIJ 8m 11-4-0 11 10-{15 15-8-9 1 j-3 21-11-5 27-7-8 30-1-8 5-7-13 0-6-15 3-9-10 0-6-115 5-7-13 5-8-3 2-6-0 5x8 12 5x6 = 4x6 11 3x8 = 18 3x4 19 10 3x6 = 5x6 20 21 7 9 1.5x4 II 5-8-3 11-4-0 16-3-f; 1 21-11-5 27-7-8 5-8-3 5-7-13 4-11-8 5-7-13 5-8-3 Scale = 1:54.0 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [4:0-4-0,0-3-4], [5:0-0-7,0-2-0], [7:0-3-0,0-2-0], [9:0-2-0,0-1.4], [10:0-2-12,0-1-8], [12:0-3-0,0-3-0], [13:0-2- 2,0-1-8], [14:0-2-0,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.78 BC 0.43 WB 0.39 Matrix-SH DEFL. in (loc) I/deft Lid Vert(LL) -0.11 12 >999 240 Vert(CT) -0.16 12-13 >999 180 Horz(CT) 0.04 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 149 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 14=1263/0-5-8, 9=1263/0-5-8 Max Horz 14=-27(LC 15) Max Uplift 14=-158(LC 10), 9=-186(LC 11) Max Gray 14=1705(LC 34), 9=1699(ILC 34) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-8 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2167/177, 3-4=-1883/190, 4-5=-1703/202, 5-6=-1883/191, 6-7=-2148/177, 2-14=-1657/225, 7-9=-1651/226 BOT CHORD 12-13=-127/1971, 11-12=-89/1675, 1C-11=-103/1950 WEBS 3-13=-364/88, 3-12=-332/84, 6-11=-318/67, 6-10=-357/89, 2-13=-134/2035, 7-10=-135/2004 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 11-7-1, Exterior(2) 11-7-1 to 21-6-14, Interior(1) 21-6-14 to 30-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10(1 Ib uplift at joint(s) except (jt=1b) 14=158, 9=186. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 18,2019 AWARNING - Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308223 1902902 J02 Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:06 2019 Page 1 1 -2-6-0 2-6-0 5 2x4 II H ID:IXeBTx4 3zUy5N65LTcL.xXz8crN-unvygprTerfBS?640?rbSo0YOb9rtMy_3Hkg8YyIJ81 1-10-15 1-10-15 3 2-0-0 4 2-0-0 0, or 0 Scale = 1:13.7 Plate Offsets (X,Y)-- [5:0-2-0,0-1-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1..15 Lumber DOL 1..15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.19 WB 0.00 Matrix-R DEFL. in (loc) 1/defl Lid Vert(LL) 0.00 4-5 >999 240 V'ert(CT) 0.00 4-5 >999 180 Horz(CT) -0.03 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=367/0-5-8, 4=-13/Mechanical, 3= 45/0-5-8 Max Horz 5=42(LC 11) Max Uplift 5=-117(LC 10), 4=-39(LC 20), 3=-162(LC 20) Max Gray 5=557(LC 20), 4=25(LC 5), 3=17(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-488/182 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 1-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10(1 Ib uplift at joint(s) 4 except (jt=Ib) 5=117, 3=162. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308224 1902902 JO2A Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:07 2019 Page 1 -2-6-0 2-6-0 5 3x4 I1 ID:IXeBTx413zUy5N65LTcLxXz8crN-MzTK29s5P8o249gHZiMq_OYIX?TWcpC7IxTDgyIJ8k 2-0-0 3-10-15 2-0-0 1-10-15 2-0-0 4 2-0-0 3 1v 0 0 N 0 N Scale =1:17.1 Plate Offsets (X,Y)-- [2:0-2-13,0-0-8], [5:0-2-0,0-0-112 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.69 BC 0.29 WB 0.00 Matrix-R DEFL. in (loc) 1/defl Lid Vert(LL) 0.01 4-5 >999 240 Vert(CT) 0.01 4-5 >999 180 Florz(CT) -0.05 3 n/a n/a REACTIONS. (Ib/size) 5=374/0-5-8, 3=64/0-5-8, 4=-13/Mechanical Max Horz 5=54(LC 11) Max Uplift 5=-104(LC 10), 3=-45(LC 20), 4=-68(LC 20) Max Gray 5=494(LC 20), 3=80(LC 21), 4=26(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 2'50 (Ib) or less except when shown. TOP CHORD 2-5=-396/168 PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 3-8-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0osf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=Ib) 5=104. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 WARNING - Verifydesignparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. 9 R E. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 111111111 Mil MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job . - , Truss Truss Type Qty Ply LEARNING CENTER R60308225 1902902 JO2B Jack -Open 4 1 Job Reference (optional) ouws Truss, Inc, erndale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:08 2019 Page 1 -2-6-0 2-6-0 I D:IXeBTx413zUy5N65LTcLxXz8crN-q91 iFVs)/,SwviJFT7Pt3XD5utPn0LGRHXbDmCQyIJ8j 2-0-0 5-10-15 2-0-0 3-10-15 2-0-0 2-0-0 3 m 0 Scale = 1:20.6 0 c%> Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.78 BC 0.33 WB 0.00 Matrix-R CIEFL. in (loc) I/deft Ud Vert(LL) 0.01 4-5 >999 240 Vert(CT) 0.01 4-5 >999 180 Horz(CT) -0.06 3 n/a n/a REACTIONS. (Ib/size) 5=398/0-5-8, 3=135/0-5-8, 4=20/Mechanical Max Horz 5=69(LC 10) Max Uplift 5=-96(LC 10), 3=-53(LC 14), 4=-82(LC 20) Max Gray 5=492(LC 20), 3=167(LC 21), 4=33(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 2'50 (Ib) or less except when shown. TOP CHORD 2-5=-406/173 PLATES GRIP MT20 220/195 Weight: 16 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 5-8.3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTEIR R60308226 1902902 J08 Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:08 2019 Page 1 -2-6-0 1-10-15 2-6-0 4.00 12 1-10-15 3 2-0-0 ID:IXeBTx413zUy5N65LTcLxXz8crN-q91 iFVsjASwviJFT7Pt3XD5utPmTLGRHXbDmCQylJ8j 8-0-0 2-0-0 6-0-0 Scale =1:20.2 Ic Plate Offsets (X,Y)- [2:0-2 0,0-1-12], 15:0-1-12,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.43 WB 0.00 Matrix-R DEFL. in (loc) 1/defl L/d Vert(LL) -0.13 4-5 >739 240 Vert(CT) -0.22 4-5 >419 180 Horz(CT) 0.04 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 5=372/0-5-8, 4=50/Mechanical, 3=-18/0-5-8 Max Horz 5=42(LC 11) Max Uplift 5=-107(LC 10), 3=-147(LC 20) Max Gray 5=551(LC 20), 4=119(LC 5), 3=80(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-473/208 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied) or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 1-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof ive load of 16.0 psf or 2.00 times flat roof (load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101) Ib uplift at joint(s) except (jt=Ib) 5=107, 3=147. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 A WARNING - Verify design parameters and READ NOTES ON 7N15 AND INCLUDED MITES( REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job „ Truss Truss Type Qty Ply LEARNING CENTER R60308227 1902902 JO8A Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:09 2019 Page 1 -2-6-0 3-10-15 I D:IXeBTx413zUy5N65LTcLxXz8crN-IMb5SrtLxm2mJTgfh7O13Rd51 p5Q4jhQIEyKktyIJ8i 2-6-0 5 3x4 II 2-0-0 2-0-0 3-10-15 3 8-0-0 6-0-0 4 Scale =1:19.9 Plate Offsets (X,Y)-- [2:0-2-13,0-0-8], [5:0-2-0,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- :2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CS!. TC 0.69 BC 0.45 WB 0.00 Matrix-R DEFL. in (loc) I/deft Ud Vert(LL) -0.13 4-5 >694 240 Vert(CT) -0.24 4-5 >394 180 Horz(CT) -0.07 3 n/a n/a REACTIONS. (Ib/size) 5=394/0-5-8, 3=76/0-5-8, 4=50/Mechanical Max Horz 5=54(LC 11) Max Uplift 5=-85(LC 10), 3=-44(LC 20) Max Gray 5=478(LC 20), 3=92(LC 2'1), 4=122(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-396/178 PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 3-8-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for' this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308228 1902902 JO8B Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -2-6-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:10 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-mY9TgBu_i3AdxcPrFgvXceADNC RHpAxZ_uitHJyIJ8h 5-10-15 2-6-0 5 3x4 = 2-0-0 5-10-15 8-0-0 3 4 2-0-0 6-0-0 Scale = 1:20.8 Ir' d Plate Offsets (X,Y)-- (2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.78 BC 0.47 WB 0.00 Matrix-R DEFL. in (loc) I/defl L/d Vert(LL) -0.14 4-5 >659 240 Vert(CT) -0.26 4-5 >365 180 Horz(CT) -0.10 3 n/a n/a REACTIONS. (lb/size) 5=447/0-5-8, 3=145/0-5-8, 4=56/Mechanical Max Horz 5=69(LC 10) Max Uplift 5=-89(LC 10), 3=-52(LC 14) Max Grav 5=466(LC 20), 3=178(LC 21), 4=125(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-395/176 PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h==25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 5-8-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof llve load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MB- MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308229 1902902 JO8C Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -2-6-0 2-6-0 5 3x4 = 2-0-0 2-0-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:11 2019 Page 1 I D:IXeBTx413zUy5N65 LTcLxXz8crN-FkjrtXvcTN I UZm_2oYQ m9sjM McnzYd Bj DYRQplylJ8g 7-10-15 7-10-15 8-0-0 6-0-0 4 Io Scale =1:23.7 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.96 BC 0.51 WB 0.00 Matrix -MR DEFL. in (loc) 1/deft Lid Vert(LL) -0.15 4-5 >633 240 Vert(CT) -0.28 4-5 >330 180 Horz(CT) 0.15 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=507/0-5-8, 3=210/Mechanical, 4=69/Mechanical Max Horz 5=89(LC 10) Max Uplift 5=-100(LC 10), 3=-72(LC 10) Max Gray 5=528(LC 21), 3=263(LC 21), 4=129(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-476/182 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 7-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. November 18,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job - • Truss Truss Type Qty Ply LEARNING CENTER R60308230 1902902 JO8D Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:11 2019 Page 1 -2-6-0 2-6-0 4x4 II 3x4 = 2-0-0 2-0-0 4.00 12 I D:IXeBTx413zUy5N65LTcLxXz8crN-FkjrtXvcTN I UZm_2oYQm9sjMN cnvYd Bj DYRQpIy I J8g 8-0-0 9-10-15 8-0-0 1-10-15 10 8 8-0-0 6-0-0 Scale =1:27.2 0 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CS!. TC 0.96 BC 0.51 WB 0.00 Matrix-R DEFL. in (loc) 1/deft Ud Vert(LL) -0.15 5-6 >631 240 V'ert(CT) -0.29 5-6 >327 180 Horz(CT) 0.15 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 30 Ib FT = 0% BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 6=0-5-8, 3=0-1-8. (Ib) - Max Horz 6=108(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 6=526(LC 21), 3=344(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-475/178 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 9-1 D-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof ive load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply LEARNING CENTER R60308231 1902902 J08E Jack -Open 4 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -2-6-0 8-0-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:12 2019 Page 1 ID:IXeBTx413zUy5N65LTcLxXz8crN jwGD5twEEhOLAwZEMFy?h3FYN078H4RsSCB_LCyIJ8f 11-10-15 2-6-0 7 3x4 = 2-0 2-0--00 8-0-0 8-0-0 6-0-0 6 3-10-15 Scale = 1:30.7 Io Plate Offsets (X,Y)-- [2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- :2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Y.ES Code IRC2015/TPI2014 CS!. TC 0.88 BC 0.51 WB 0.00 Matrix-R DEFL. in (loc) I/defl Lid Vert(LL) -0.15 6-7 >631 240 Vert(CT) -0.29 6-7 >327 180 Horz(CT) 0.14 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 33 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (t=length) 7=0-5-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 7=126(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 7, 5, 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 7=517(LC 21), 3=340(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-464/171 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 11-'10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 10) Provide mechanical connection (by others) of trusts to bearing plate capable of withstanding 1(10 Ib uplift at joint(s) 7, 5, 3, 4. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. November 18,2019 M11 MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Truss JO8G Truss Type Jack -Open Qty 2 Ply 1 LEARNING CENTER Job Reference (optional) R60308232 Job 1902902 Louws Truss, Inc, Ferndale, WA - 98248, -2-6-0 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:13 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-B7gbIDws?_YCo48QwzTE EHojeQTNOXhOgswXteyIJ8e 8-0-0 13-7-15 2-6-0 8 3x4 = 2-0-0 8-0-0 8-0-0 7 2-0-0 6-0-0 5-7-15 Scale =1:33.2 Io 0) 0 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.84 BC 0.51 WB 0.00 Matrix-R DEFL. in (loc) 1/defl Lid Vert(LL) -0.15 7-8 >631 240 Vert(CT) -0.29 7-8 >327 180 Horz(CT) 0.13 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 8=0-5-8, 6=Mechanical, 7=Mechanical. (Ib) - Max Horz 8=142(LC 10) Max Uplift All uplift 100 Ib or less al joint(s) 8, 6, 4, 5 except 3=-101(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 8=513(LC 21), 3=316(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-460/166 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 13-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss.; to bearing plate at joint(s) 3, 4, 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6, 4, 5 except (jt=Ib) 3=101. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. November 18,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job - , Truss Truss Type City Ply LEARNING CENTER R60308233 1902902 TO1 Common 13 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, -2-6-0 2-6-0 11 3x4 = 7-0-10 7-0-10 9-3-11 9-3-11 8.320 s Oct 29 2019 MiTek Industries, Inc. Sun Nov 17 10:14:14 2019 Page 1 I D:IXeBTx413zUy5N65LTcLxXz8crN-fJO_WYxUmIg3QEjdUg_TmULvsgngluB9vWg5Q4yIJ8d 13-9-12 20-6-14 I 27-7-8 I 30-1-8 I 6-9-2 6-9-2 7-0-10 2-6-0 4x6 = 15 16 3x6 5 10 18 19 9 5x6 = 3x4 = 174x6 II 6 8 3x4 = 18-3-13 27-7-8 9-0-3 9-3-11 Scale = 1:52.3 7 R m Plate Offsets (X,Y)--[2:0-3-0,0-1-4],[3:0-2-8,0-1-8],[5:0-2-8,0-1-8],[6:0-3-0,0-1-4],[8:0-1-8,0-1-8],[10:0-3-0,0-3-0],[11:0-1-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.81 BC 0.63 WB 0.43 Matrix-SH DEFL. in (roc) I/deft Ltd Vert(LL) -0.22 9-10 >999 240 Vert(CT) -0.31 9-10 >999 180 Horz(CT) 0.06 8 n/a n/a REACTIONS. (Ib/size) 11=1263/0-5-8, 8=1263/0-5-8 Max Horz 11=36(LC 14) Max Uplift 11=-175(LC 10), 8=-175(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 25C (Ib) or less except when shown. TOP CHORD 3-4=-1648/157, 4-5=-1648/157, 2-11=-420/156, 6-8=-420/156 BOT CHORD 10-11=-130/1589, 9-10=-35/1263, 8-9=-99/1589 WEBS 4-9=-37/472, 5-9=-269/145, 4-10=-37/472, 3-10=-269/145, 3-11=-1702/155, 5-8=-1702/155 PLATES GRIP MT20 220/195 Weight: 137 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Virsd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-6-0 to 1-1-3, Interior(1) 1-1-3 to 13-9-12, Exterior(2) 13-9-12 to 17-4-15, Interior(1) 17-4-15 to 30-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other mernbers, with BCDL = 8.0psf. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 11=175, 8=175. November 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses'and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mffek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 • 03 ON Z 0 (n 00 CO 0 05 G)oop-OZ o o u)Cc_c1)v0 C. 3vma: aCDcomo ,n.. f0 p co O N 0a9eG)g) 0 co Wo 3 ac°i y. O p) a p) N c0 a2.g aaCD 0 • Mn (nWa=; co z G) -°C�7 a aFri 5 C) c X D) Ea. C7a o.N cr �� $ 0 3 Quo co A. 7' O M • D) O M . o NOIIVOO1 ON '!1 X RI ,A, CA R o 0 rr1 o ✓ ° o a 3 W m°c-I at n__-i N'a-n 7 .0 CA tea? av° N fD C y 7 C cn o D A COcn • 3 0 :'.°' 0a�t ° ox N . N N 01 O7 a V 7 -0 a' 0 a Cr 0 R Q y= O. p C N 0 cn N •7 °' aau7, _ v°i a 3 5 a av o 3 c5i• N (3D N X N (0n C 7 o 7 • O N O NOa0 G NNW CD0 7C0 N 7 CD 0 0 D) 0 <D NOI1V1N3I IO aNV NOIIV3OI 31V1d cn 3 cr 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 EMI • c N N N 7 N (0 0 cp co. S y � 7 Vl fD m °- co O 0 • -. P R O D) 0. 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O n C co co 10> CD CD 0) SOWN I ;e jeS 0 0 I 0 0 zor dzor Azor azor vzor zor CO 0 80-LO-LZ fl 0 0 W 0 W x CO CO CO co 00 0 0 0 0 0 CD —) _) "i 7 0 U co CO -, co 0 0o 0 +I I 1.0H ZOH £OH _ I.a-- { 1.01 601 - { 1 W01 L01 601 D--« D1.01 601 I I - I 6:- D101 -- P1 1.01 , __< p= l01 I £OH ZOH 60H r P b CO 0 CO 0 co 0 0 CO 0 W CO 0 CO uJ a> 0 0 0 CO 0 0 0 0 00 0 0 360.384.9000 Date: 11/12/2019 FOR REFERENCE 80-LO-LZ 0 0:gzq fli • LZ," LU LU C'Nj C=1 0 Lj co, Z Sabina Surana, P.E. Reid Middleton 728 134th Street SW, Suite 200 Everett, WA 98204 425.741.3800 November 19, 2019 RIVERSTONE STR..JCTU RAI CONC aTS FILE ECM \ DEC - 5 2019 REID MIDDLETON, INC. RE: Deferred Submittal #1-Helical Piers -Church of the Vietnamese Martyrs (D19-0080) REVIECODE COMPLIANCE LIANCE APPROVED Sabina: Per your request, we are addressing your comments regarding Defererred Submittal #1. DEC 12 2019 Comment #1: City of Tukwila BUILDING DIVISION 1. Helical pile sketch SK-1 states that "helical piles as shown are not designed to resist lateral forces". However, Plan Note 16 on Sheet 51.00 appears to list the required designed shear forces that helical piles should be designed for. Documentation should be provided to verify that the design of helical piles is adequate. See IBC Section 107.3.4.1. Response: After permit approval, the helical pier designer had requested that in lieu of using battered helical piers to resist the lateral forces, if we could use friction of the subgrade along with passive pressure to transmit the lateral forces to the ground. Upon approval of this method from the Geotechnical Engineer of Record, the design team agreed to use the existing grade beam system to transmit the lateral forces to the ground via conventional methods. No revisions were required to the drawings. Please see attached email communication in the Appendix. Comment #2: 2. Product information bulletins for D10 Series 1-3/4" RCS Helical Piles/Anchors and P35 Series 3-1/2" (Schedule 40) Helical Steel Pipe Piles are provided in the submittal package. Clarification should be provided for the proposed piles to be used for the project. See IBC Section 107.2.1. Response: Due to the comment response #1, the larger diameter piers are no longer required for lateral resistance. 010 Series- 1 %" RCS anchors have required vertical resistance of 40 kips/pile for the project. be-tr tLqoo8o REID MIDDLETON, INC. Respectfully, 6.10 Patrick Bird, P.E./S.E. Principal Engineer Reviewed by:, Dana Hennis, P.E./S.E. Design of Responsible Charge f t'. J.1 E ./r..•. APPENDIX K RIVERSTONE STRUCTURAL. CONIC-'TS RE Faith - teaming center plans 12-02-19 Exp 01-07-20 4110 Ricky Wang <RWang®Riley-Group.com> ^a Forward, ''' John M[Dow dR • Patrick Bir; .; Nat Ngsgen Mon 6/24/201911:02 AN Cc zoo. IOyahwo.cor 'Urn Me; Kevin 1 Broderick'. kismM.mOgrnrLconc .,. tan do Q Mu repaid to this message on 6/24201911:19 AM. 9aggesteo Meetings + Get more add -ins Patric*, Now about 250 PCF for design pestive resistance? R inckides a SF of 1.5. t me know whether R is enough for you. Rlrly Wee(, PhD, PE. GIE I Yoe President Principal Engineer I leeN11•91111/19011g.com Office: 425-415-0551 I Fac 425-415-0311 I Cell: 206-909-2230 Reim John McDovau jmMOodoimmpBBewnncoml Sod Friday, June 21. 2019 757 MA TeePr trick and . Ricky Wang RWari xuI .com>; Nat Nguyen 4 ptn marvacnet> CC 'Seen NV , Kahn 1 Waded& doevidebroderidardutects.comr WIleggiticgs td do cUdo232170ydioo.rmm> 9aMect RE: Faith - lemming center pens HI Patrick, often tics the gedtedi an ghe you a timber for passive resistance for fo datlae busied afw flnal baddfh. If that Is not e nough lateral resistance, we will need to batter the piles witch will likely add a good m tuber of piles — more money. Risky, can you take a look at tlts and pt hat to Patrick with a number that would be appredated. I will hang tight until you and Patrick do some figuring. SAFETY - SERVICE 671 E. RIVERPARK LANE, SUITE 150 I BOISE, IDAHO 83706 I 208.39 ERGO C. II 1 1111 RILEYGROUP December 5, 2019 Mr. Kevin Broderick Broderick Architects 55 South Atlantic Street, Suite 301 Seattle, Washington 98134 Subject: Helical Pile and Foundation Plan Review VM Learning Center 6847 South 180th Street Tukwila, Washington 98188 RGI Project No. 2017-012 References: Geotechnical Engineering Report prepared by The Riley Group, Inc. dated February 8, 2019 Foundation Plans for VM Learning Center (S0.00 to S2.11) prepared by Riverstone Structural Concepts dated June 4, 2019 Dear Mr. Broderick: As requested, The Riley Group, Inc. (RGI) has reviewed the referenced foundation plans. Based on our review, the new foundations will be supported on helical piles. The design is consistent with the recommendation in the referenced geotechnical report. The design submitted to City of Tukwila have been reviewed and conform to the recommendations of the analysis, report and follow-up design memos, and provided that the conditions and recommendations are satisfied, the construction and development will not increase the potential for soil movement or settlement. The risk of damage to the proposed development and from the development to adjacent properties from soil instability will be minimal. We trust the information presented is sufficient for your current needs. If you have any questions regarding this letter report or require additional information, please call us at (425) 415-0551. Sincerely, THE RILEY GROUP, INC. Ricky R. Wang, PhD, PE Principal Engineer bk4- bictwoogo Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 0 Fax 425.415.0311 www.riley-group.com REVIEWED OR CODE COMPLIANCE APPROVED DEC 12 2019 City of Tukwila BUILDING DIVISION 2/5"Zti►1 REID MIDDLETON, INC. Structural Calculations for: VMLC — Helical Pile Design 6847 S 180th St Tukwila, WA 98188 9/6/2019 tS\rET2o19j REID MIDDLETON, INC. REID MIDDLETON, INC. Prepared for: McDowell Pile King Job #: 01255-2019-21 Date: September 6, 2019 b4Su,*' blci--00 8 0 �j STRUtEURAI / et�t�e+�irrHc REVIEWED FOR CODE COMPLIANCE APPROVED DEC 12 2019 City of Tukwila BUILDING DIVISION General Submittal Review engineering This document has been reviewed ONLY for general compliance with the design concept of the project and the information given in the contract drawings. For additional review limitations see the attached Lochsa Engineering submittal review cover letter. DATE: 9-16-19 BY: DMH SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 O 206.443.6212 O 253.284.9470 ssfengineers.com VMLC Helical Torque Anchor Design In Cohesionless Soils Helical anchors installed in cohesionless soils , generally sands and gravels, develop capacity related to overburden pressure and bearing capacity according to equation lb: Equation Ib: IItimate Capacity - Cohesksnlcss Soil P. or T.-, EAii (q \) or E.1n = P. or T./(q h'q) Determine overburden pressure and Nq from soils investigation and using table 7: SOIL PROPERTIES (See figure on this sheet for soil layer numbering) Soil 1 (Set Depth to 0 if less than 2 soil layers) Soil 2 (Set Depth to 0 if less than 3 soil layers) Soil 3 y depth Ib/ft3 ft Nq 90 10 14 110 28 17 115 20 32 Depth to Centerline of Helical Anchor Group Dct= 40 ft STP Blow Count of Soil at Anchor Group CL, N= NaL= 30 Depth to Water Table Dwr= 18 ft (assumed) TORQUE ANCHOR REQUIRED CAPACITY Required Anchor Allowable Capacity 40000 Ibs Desired Factor of Safety 2 Required Ultimate Capacity = S.F. x Capacity Pu,RQQ= 80000 Ibs Loading Condition (Compression, Tension, Both) Compression Try Helical Lead Section: *TAF-175-84 (8-10-12) (Maclean Dixie P35/D10 Combo w PL 8/10/12) CHECK LEAD SECTION ULTIMATE SOIL CAPACITY: Plate Projected Area Ah= 1.62 ft2 Overburden Pressure At Anchor Group Centerline q= 2846 lb/ft2 Bearing Capacity Factor at Anchor Group Centerline Nq= 32 Ultimate Capacity of Anchor Pu, Tu= 147172 Ibs Solis Capacity Check Pu,Tu>Pu,RQQ OK CHECK ESTIMATED INSTALLATION TORQUE: Empirical Torque Factor, k Estimated Installation Torque, T = (Pu)/k Rated Torsional Strength= Section Installation Torque Check CHECK SECTION LOAD LIMITS: k= 10.0 T= 8000 ft-lb Ta= 10000 ft-lb Ta>T OK Section Axial Compression Load Limit (per MD) Section Ultimate Tension Strength (per MD) Axial Compression Limit Check Tension Strength Check CHECK HELICAL PLATE CAPACITY: Pu,M,x 90000 Ibs Tu,M,x 90000 Ibs PU,MZM>PU,RQD OK Tu,M,,,>Tu,RQ0 Not Required Ultimate Plate Capacity /Plate Lead Section Number of Plates Total Helical Plate Ultimate Strength Plate Strength Check PU,Piates PU,Plates>PU.RQQ 30,000 Ibs 3 Plates 90000 Ibs OK PILE DESIGN SUMMARY: Soils Capacity Check OK Section Installation Torque Check OK Axial Compression Check OK Tension Check Not Required Plate Strength Check OK STRUCTURAL ENGINEERING VMLC Helical Piles Tabl6 7. Properties of Cohsslonless Soil Sal Density 1 SPT Blow Fddion I GP ON Density • y" 6,41' oswl0tlon Court "N" A6gN .4" 1 Fedor "Ny" Moist 304115ubm4404d Wry Loee* F ` 2 26° t3 I 3-4 26° 13 70 - 100 45 .62 Lao.. L.. f0 90-115 52.65 3W IS wet.. I1 11-15 I 16-10 i 20-23 30°-32° 17-19 - 110-130 1 6e-00 32°•33° r 20-22 73'•34° I 23-25 24 - 27 • 26 - 30 34• IS 26 - 29 - 35° - 36° 30 - 32 Oen4. 31-34 - 36-s6 , I » - 41 36°•37° 34.37 110 - 140 f 60 • 97 3r.36° I 36-43 36° • 39' 46 - ae 30°• 40'- 50-56 40' • 41' 59 - 66 42-45 {{ 46 - 50 I very 04094 ° 50 > 42' End B6aelnp 1401 ' 65 LOAD PILE CAP EXTENSION --• EXTENSION HELICAL PLATE LEAD SECTION HELICAL PLATE • HELICAL PLATE Density 1 d c Density 2 d WATER TABLE Density 3 d PROJECT r • r y 9/6/2019 d�1E . PRO J#EBG DESIGN SHEET 1 of 9 Pile Design Graph Total Ultimate Geotechnical Capacity —!• Mechanical Capacity 100 I I I I IIII IIII 10 20 30 35 40 Torque Ratings Installation Tc 0 10000 IIII II[I IIII IIII •t 1l in `i. 0 c) c) co Capacity vs Depth Torque vs Depth STRUCTURAL ENGINEERING VMLC Helical Piles PROJECT 9/6/2019 DATE PROD. >x EBG O 0 (; ssfengineers.com SWENSON SAY FAGET DESIGN 2 of 9 SHEET Project Name: Wells Fargo Learning Center Project Number: 2017-012 Client: Broderick Architects • • • Boring No.: B-1 EI R Sheet 1 of 2 RIL Date(s) Drilled: 1/26/2017 Logged By: ELW Surface Conditions: Gravel Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: 4" Total Depth of Borehole: 49 feet bgs Drill Rig Type: Truck Mounted Drilling Contractor: EDI Approximate N/A Surface Elevation: Groundwater Level: 18' Sampling Method(s): SPT Hammer Data : 140 Ib, 30" drop, auto -trip Borehole Backfill: Bentonite Chips Location: 6847 South 180th Street, Tukwila, Washington Elevation (feet) 11) 8) L a a) 0 0 Sample Type 5—N 15- 20 25 0 a) Q E N rn O ris N y a) CC 472 Q m o .a 3 3 3 8 11 11 10 SM SP-SM SP 0 0 0 L ES t1 0 MATERIAL DESCRIPTION Gray silty sandy GRAVEL, dense, moist Brown silty fine SAND, very loose, moist • "•--Contains sand and silt interbeds 41 rti fw—- Becomes black tit *s `" Black SAND with some silt, loose, moist •• r r—Becomes medium dense f `� f .f ••• Black SAND with trace silt, medium dense, water bearing Becomes water bearing, 3% fines •• rBecomes loose to medium dense, 4% fines . :r 24 18 8 6 4 25 23 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 3 of 9 Project Name: Wells Fargo, Learning Center Project Number: 2017-012 Client: Broderick Architects • • • Boring No.: B-1 RILEkR'Sheet 2of2 YG Elevation (feet) a) Q T a) 4) .c 0) at o CI) 25 30 — 35— 40 — 45 — 50 — 55- 60 0 0) crs E 0) U C 0) CC 0) C E 3 n7 0 a 0) a) 0 0) N CC USCS Symbol 0) 0 -J 0 Es 0 MATERIAL DESCRIPTION 5 7 5 27 SP Black SAND with trace silt, loose to medium dense, water bearing OL rir it rii1r riri r riiir rill 1 , 1 , 1 r r Brown to gray ORGANIC SILT, medium stiff, moist to wet ML _Gray SILT, medium stiff, wet Contains 2" clean sand interbed SM 1 Gray silty SAND, loose, water bearing Contains sand and silt interbeds, trace wood debris SP Black SAND with trace silt, medium dense to dense, water bearing • • • .:- -Becomes medium dense Estimated pile depth. EBG, SSF Boring terminated at 49' 132 38 37 . "26 27 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 4 of 9 Date: 01-28-2010 Page: 1 of 4 Number: 022-1 D10 Series 1-3/4" RCS Helical Piles/Anchors MacLean -Dixie D10 Series 1-3/4 RCS Helical Piles/Anchors for Compression and Tension Applications ICC AC358 Acceptance Criteria for Helical Foundation Systems and Devices APPLICATION # 09-10-09 D10 Series 1-3/4" RCS Pile Torque Capacity (ft-lbs) 10,000 ft-lbs Ultimate Tension/Compression Capacity (pounds -force) 100 KIPS (50 tons) Shaft Size across the Flats - inches 1-3/4" Shaft Material ASTM A576 Grade 1530M Helix Material AISI Grade 1011/1018 HSLA 55 ES 11411 Addison Avenue • Franklin Park, IL 60131 T: (847) 455-0014 F: (847) 455-0029 • www.macleandixie.com Building Solid Foundations 5 of 9 Date: 12-06-2012 Page: 1 of 5 Number: 009-3 P35 Series 3-1/2"(Schedule 40) Helical Steel Pipe Piles New MacLean -Dixie 3-1/2" "Strength SquaredTM" Helical Pipe Piles/Anchors for Compression and Tension Applications (Patent Pending) Awarded ESR3032 by ICC-ES for AC358 Acceptance Criteria for Helical Foundation Systems and Devices P35 Series 3-1/2" (O.D.) Schedule 40 Steel Pipe Pile Torque Capacity (ft-lbs) 11,400 ft-lbs Ultimate Mechanical Axial Shaft Capacity 90 KIP Ultimate Tension/Compression Geotechnical Capacity (pounds -force) not used as 0 KIP --> (40/40 to lead section Pipe Pile O.D. (inches) 3-1/2" Pipe Pile Wall thickness (inches) Schedule 40 (.216" wall) Pipe Material ASTM A500 Grade B Helix Material AISI Grade 1011/1018 HSLA 55 Coupling Material AISI 862002 ASTM A-958 SC1045 RCS lead option for combo pile 1-3/4" RCS MacLean Dixie Hp ISO9001:2008 Certificate # QSR-938 11411 Addison Avenue • Franklin Park, IL 60131 T: (847) 455-0014 F: (847) 455-0029 • www.macseandixie.com Building Solid Foundations 6 of 9 Date: 12-06-2012 Page: 3 of 5 Number: 009-3 P35 Series 3-1/2"(Schedule 40) Helical Steel Pipe Piles Combo Piles The MacLeanDixie Strength SquaredTM coupling system is a versatile system that provides additional flexibility and economic value by combining the benefits of a RCS (Round Corner Square) lead with the column strength of the pipe pile. The MacLeanDixie D10 series 1-3/4" RCS lead can be used to replace the P35 lead. The 1-3/4" RCS lead will facilitate advancing into a tough soil strata with less torque than the pipe pile lead. The P35, 3-1/2" pipe pile extensions are then used to provide greater compression and lateral capacity. Standard Pipe Pile Lead & Extension P28 2-7/8" Pipe Pile Extension P28 2-7/8" Pipe Pile Lead MacLean Dixie HFS Combo Option Pipe Pile with RCS- Lead Option P35 3-1/2" Pipe Pile Extension 1- 3/4" RCS Lead 11411 Addison Avenue • Franklin Park, IL 60131 T: (847) 455-0014 F: (847) 455-0029 • www.macleandixie.com Building Solid Foundations 7 of 9 Cap Plate Design A FEM model of the cap plate is utilized to verify plate stresses and concrete bearing stresses. WHS are ignored for the purposes of this analysis. Criteria: Loading = 40 kips compression Concrete: f'c=3000 psi Steel: A36, fy=36000 psi, t = 0.75in Plates Von Mises [Ksi] 2.02269 9.83996 17.6572 25.4745 Plate Bending Stress @ 1.6x Design Load Max stress, Ru @ 1.6DL = 32 ksi phiRn =0.9fy = 32.4ksi Ru < phiRn--> OK STRUCTURAL ENGINEERING VMLC Helical Piles PROJECT Plates Bearing [psf] 0.00000 40779.9 81559,7 122340 163119 Plate Bearing Stress @ 1.6x Design Load Max bearing, Bu @ 1.6DL = 163119 psf = 1132 psi Per ACI, phiBn = 0.65 * 2(.85f'cA1) —0.65(2)(.85)(3000)A1 = 3315 psi Bu < phiBn --> OK . 9/6/2019 DATE PROD. # EBG DESIGN 8 of 9 ® ssfengineers.com SWENSON SAY FAGET SHEET LOCATE PILES PER STRUCT DWGS 1/\ SEE HELICAL PILE CAP PLATE DETAIL CONCRETE GRADE PL 3/4"x8" SQ BM/FOOTING PER STRUCT DRAWINGS MACLEAN DIXIE P35, 3.5" O.D. (0.216" WALL) PILE EXTENSIONS AS REQ'D COUPLING HARDWARE BY PILE MANUFACTURER MACLEAN DIXIE D10 1 3/4" SQUARE BAR LEAD SECTION HELICAL PL 3/8"x 12" DIA I .. HELICAL PL 3/8"x 10" DIA —�>C HELICAL PL 3/8"x 8" DIA SK-1 Typ Helical Pile PILE EXTENSION SLEEVE T( 5/16 CAP PL f 31/2 " DIA SCHED 40 PIPE SLEEVE x 5" LONG W HELICAL PILE CAP PLATE FIELD CUT PILE EXTENSION TO REQUIRED ELEVATION NOTES PILE DESIGN CAPACITY: 40 KIPS ALLOWABLE COMPRESSION 0 KIPS ALLOWABLE TENSION FACTOR OF SAFETY = 2.0 (ULT. 80 KIPS COMPRESSION, 0 KIPS TENSION) - * ESTIMATED DEPTHS ARE BASED ON AVAILABLE INFORMATION FROM SOIL BORING LOGS AND TEST PILE RESULTS. ACTUAL DEPTH MAY VARY AND SHALL BE DETERMINED BY REQUIRED INSTALLATION TORQUE . HELICAL PILES AS SHOWN ARE NOT DESIGNED TO RESIST LATERAL FORCES. VMLC Helical Piles PROJECT 9/6/2019 DATE STRUCTURAL ENGINEERING PROD. # EBG DESIGN 9 of 9 ¢LCCT Nevada (702) 365-9312 Idaho (208) 342-7168 Colorado: (720) 644-9246 Alberta (587) 774-9040 Mr. Mr. Sean Hill Broderick Architects 55 S. Atlantic St., Suite #301 Seattle, WA 98134 January 6 2020 F REVIEWED FOR CODE COMPLIANCE APPROVED MAR 12 2020 City of 'Tukwila BUILDING DIVISION RE: Vietnamese Martyrs Learning Center Delta 2 Value Engineering Revisions Mr. Hill: Per your request, we have made several revisions to the foundation and framing plan to provide additional value engineering services. Some of these changes have already been submitted and approved by the reviewing jurisdiction, but we are including them in this submittal for the contractor's benefit. Please see attached revisions summary. Contact me if you have any questions regarding these revisions. Respectfully, Patrick Bird, P.E. ed and ved by r Da'. Hennis, P.E./S.E. Senior Structural Project Manager D 5.INIgi ‘• KB 25 2020 ate. o 054 REID MIDDLETON, INC. p crnii+ #b' -6eQ0 1-7-20 Exp. 1-7-22 RE'V1 'ON NOto Lochsa Engineering lochsa.com 1 (B66) 606-9784 DELTA 2-REVISION SUMMARY SHEET ITEM REVISIONS CALCULATIONS ATTACHED? 50.10 WALL OPENING REVISIONS -PER THE WINDOW/DOOR MANUFACTURER, THE FLAT CLOSURE PLATE HAS BEEN REMOVED FROM DETAIL 035. FOR THE SMALL WINDOW OPENINGS, WE HAVE ADDED DETAIL 037 TO ALLOW THE OPENING REINFORCEMENT TO BE INSTALLED FROM THE INSIDE OF THE WALL TO ALLEVIATE CONNECTION CONFLICTS ON THE EXTERIOR FACE OF THE WALL WITH TRIM. Y 50.12 PARTITION BEAM TRACK CONNECTION -PER YOUR REQUEST, WE HAVE ADDED THE PARTITION WALL CONNECTION DETAIL TO THE EXISTING BEAM. Y 51.00 EXISTING FOOTINGS AND' POST CONNECTION AT NEW WALL OPENING -PER PREVIOUS COMMUNICATIONS AND APPROVAL OF THE GEOTECHNICAL ENGINEER, THE EXISTING FOOTING IS ADEQUATE AT THE NEW COLUMNS, AND THE NEW FOOTING DOES NOT REQUIRE HELICAL PIERS. IN ADDITION, WE HAVE ADDED DETAIL 108/52.00 TO CLARIFY CONNECTION OF NEW POST TO EXISTING WALL/FOOTING. PER PREVIOUS COMMUNICATIONS, WE HAVE REMOVED LATERAL FORCE REQUIREMENTS OF THE HELICAL PIERS FROM THE PLAN NOTES. WE HAVE ADDED A NEW WOOD POST TO SUPPORT THE EXISTING BEAMS FOR THE ADDITIONAL PARTITION LOADS. Y S1.01 EXISTING FRAMING REVISIONS, REMOVE SOME PARTITION BEAMS, ADDED NEW BEAM SUPPORT DETAILS. -PER CONTRACTOR'S RECOMMENDATIONS, WE ARE GOING TO SUPPORT THE EXISTING ROOF FRAMING ELEMENTS WITH THE NEW BEAMS FROM BELOW THE EXISTING GIRDER BEAMS, I.E. BOTTOM BEARING IN LIEU OF FLUSH CONNECTIONS. NEW DETAILS FOR CONNECTIONS HAVE BEEN SPECIFIED ACCORDINGLY. NEW BEAMS HAVE BEEN SPECIFIED FOR STORAGE OF PARTITION WALLS, SOME PARTITION BEAMS ORIGINALLY SPECIFIED HAVE BEEN REMOVED. COLUMN SCHEDULE WAS UPDATED TO SHOW ALL COLUMNS. Y 52.00 POST BASE CONNECTIONS, SLAB TURNDOWNS -DETAILS 100 AND 101 WAS REVISED TO SHOW LOWER GRADE BEAM ELEVATION AND TURNDOWN REQUIREMENTS. DETAIL 102 WAS REVISED TO SHOW POST BASE OPTION FOR NEW 7X7 PSL COLUMN. DETAIL 105 WAS REVISED TO SHOW CONNECTION OF NEW STEEL COLUMN TO EXISTING FOUNDATION. DETAILS 108 AND 109 WERE ADDED TO GIVE CONTRACTOR OPTIONS OF HOW TO CONNECT NEW STEEL COLUMN TO EXISTING WALL FOOTING. Y S2.11 FRAMING CONNECTION REVISIONS -UPON DEMOLITION OF EXISTING CEILING IT WAS DETERMINED THAT THE EXISTING STRUCTURE HAS ALREADY BEEN BROUGHT UP TO CODE FOR LATERAL CONNECTION TRANSFERS AT THE REENTRANT CORNER OF GRIDS F AND 4. AS A RESULT, DETAILS 216 AND 217 HAVE BEEN REMOVED FROM THE PROJECT. DETAILS 300 AND 301 HAVE BEEN REVISED TO ALLOW FOR STEEL BEAM SUPPORTING BELOW THE EXISTING GIRDER BEAMS TO MAINTAIN ALL EXISTING ROOF FRAMING. DETAIL 302 WAS ADDED TO CLARIFY CONNECTION OF NEW PSL POST TO EXISTING GIRDER BEAM AND NEW PARTITION BEAM, DETAIL 304 WAS ADDED TO CLARIFY CONNECTION OF NEW W FLANGE SUPPORT BEAM AT LARGE OPENING. N • 0+ Riverstone Structural Concepts 671 E_ Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed:: 7 JAN 2020. 5:24AM Steel Beam Lic. 0 : KW.06007976 DESCRIPTION: New Opening Lintel CODE REFERENCES TOIESMM9aredRSCFRO-112018PR-103A00-11CALCUL-1117ENGF 1iN1 LEAR1tlNG-ENERCALC.eth ONERCALC.JNC.1963-2019, BJ12.l9.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.30, S = 0.250 k/tt, Tributary Width = 1.0ft DESIGN SUMMARY 1_Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Fy : Steel Yield : E: Modulus : 36.0 ksi 29.000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.525: 1 Maximum Shear Stress Ratio = L5x3x1/4 1.739 k-ft 3.315 k-ft +D+S+H 2.500ft Span # 1 0.024 in Ratio = 0.000 in Ratio = 0.053 in Ratio = 0.000 in Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 2.507 >=360 0 <360 1126 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Design OK 0.086 : 1 L5x3x1/4 1.392 k 16.168 k +D+S+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span ff M V Summary of Moment Values Mmax + Summary of Shear Values Mmax • Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 5.00ft +D+L+H Dsgn. L = 5.00 ft +D+Lr+H Dsgn. L = 5.00 ft +D+S+H Dsgn. L = 5.00 ft +0+0.750Lr+0.7501+H Dsgn. L= 5.00ft +D+0.750L+0.750S+H Dsgn. L= 5.00ft *D+0.60W+H Dsgn. L = 5.00 ft +0+0.750Lr+0.7501+0.4501N+H Dsgn. L = 5.00 ft +0+0.750L+0.7505+0.450W+H Dsgn.L= 5.00ft +0.600+0.60W+0.60H Dsgn. L = 5.00 ft +0+0.70E+0.60H Dsgn. L = 5.00 8 +D+0.7501+0.7503+0.5250E+H Dsgn.t= 5.00ft 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.525 0.086 1.74 1.74 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.466 0.076 1.54 1.54 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5,54 3.31 1.00 1,00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.466 0.076 1.54 1.54 5.54 3.31 1.00 1.00 0.173 0.028 0.57 0.57 5.54 3.31 1.00 1.00 0.289 0.047 0.96 0.96 5.54 3.31 1.00 1.00 0.466 0.076 1.54 1.54 5.54 3.31 1.00 1.00 0.77 0.77 0.77 1.39 0.77 1.24 0.77 0.77 1.24 0.46 0.77 1.24 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 16.17 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed- 7 JAN 2020. 5:24AM Steel Beam Lic. # : KW-06007976 DESCRIPTION: New Opening Lintel Load Combination Max Stress Ratios iTOrESRVSrwedRSCPRO-112018PR-iW13A00-11CALCUL-1112ENG1-11VM LEARNING-EIERCALC.e49 . copyt gM ENERCALC INC 1933.2019, add:12.19.8.31 RIVER STONE STRUCTURAL CONCEPTS,PLLC Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ hMnax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx VnxtOmega +0.60D+0.70E+H Dsgn. L = 5.00 ft 1 0.173 0.028 0.57 0.57 5.54 3.31 1.00 1.00 0.46 27.00 16.17 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Del Location in Span +D+S+H 1 0.0533 2.514 0 0000 0.000 Vertical Reactions Support notation : Far left is 81 Values in KIPS Load Combination Support 1 Support 2 Overal MAXimum 1.392 1.392 Overal MINimum 0.460 0.460 +D+H 0.767 0.767 +D+L+H 0.767 0.767 +D+Lr+H 0.767 0.767 +D+S+H 1.392 1.392 +D+0.750L00.7501+H 0.767 0.767 +0+0.750L+0.750S+11 1.235 1.235 +0+0.60W+H 0.767 0.767 +D+0.7501r+0.750L+0.450W+H 0.767 0.767 +D+0.750L+0.750S+0.450W+H 1.235 1.235 +0.60D+0.60W+0.60H 0.460 0.460 +0+0.70E+0.60H 0.767 0.767 +0+0.750L+0.750S+0.5250E+H 1.235 1.235 +0.60D+0.70E+H 0.460 0.460 D Only 0.767 0.767 Lr Only L Only S Only 0.625 0.625 W Only E Only H Only Steel Section Properties : L5x3x114 Depth = 5.000 in I xx Sxx Leg Width = 3.000 in R xx Thickness = 0.250 in Zx Area = 1.940 in"2 I yy Weight = 6.600 p8 S yy Kdesign = 0.688 in R yy Zy Ycg 1.640 in Qs Xcg = 0.648 in iz Xp = 0.194 in Sz Yp 1.120 in Rz Tart, Eo 0.194 in 5.09 in"4 1.51 in"3 Cw 1.620 in Ro 2.680 in^3 1.4t0 in"4 0.600 in^3 0.853 in 1.050 m"3 0.804 0.825 in"4 0.491 in"3 0.652 in 0.37 deg 0.044 in"4 0.06 in"6 2.430 in Client ON at Project gip di Arcottos R I V E RSTO N E . Prepared by p [i Job No. ?r -O�G SrR,U( Tl RL CONCEPTS Date //7/20 P4 T'7 7o, J sim44 'TlAft& £ve/f. or 134-e-44 - "72 to SPACr,J (, or 13e/t e ter., /..j Fr mome, r= 72.p1° X 1,5 "rr 1r-r-_ p$ 116 r 12 i1-/1' L3k4oar = A3(0 Rl o lW /0,9 : 1,60 2.9(Q1".".)i 69.9 (5�abK').3 c� ?XRtspin 0.065f0 113 L + or ANG4ir- r (0 `"3 04401 4 1) S t = t2 2530 l" ti 6 i,1\ 11,l' l4.1+ I• U`i ti, • Ili 11,1- tf t\lit? •'n'P • f`t'\i aiti ii* .e':•wa nror+d n< n= Page Client Preiect Job No. WRIVERnONE prepared by STRuCTVRAL CONCEPTS Date 174-4.1 ARy TD 1.011)(74. '$T' X(�4.1? h G.lacr) = I `q.° 9 7(' 1 P7 2 1, To 136 4im( = 6 $4f Frz (,s'+ 251) r /0,.'o 4'v (a) - 17 /7S1t (SL R19,4 56,6 13,456; uPe,J A S D t,r- OwZ.fr on S PVT x (2 . (e7' 4. 33. 733°r) 2- z tam TV Sb4gr 1 s4S�Z ( 4 ; d:1 I kl\FHnIik L\ • -t tit IV • POI it'»I g,/7 360 4` 13,!2s-i's (st) cis.•, • I'IIt+\I- Ut!i,I. • tt,ttt (..t u. Page Client Project RIVERSTONE Job No. bRUCTLRL CONCEPTS cAlc(fr 00(5r Ai c611411571e-- R)OU Irseiptik -. 1Z4.) Fr-041 kY/ 5T, GII.1)(46-4 3, 07 ic RYA.) -rr4,44 PA-e-t-Te tee &'-t* 72P X jar- 45-6*4 RYA.1 reov ksxe slat r6401 OA, e t cr-ir Ici (2447 — 2- roora 4 r-r x 4 rr x 2.5114'3f 40k > 31.41)" 1_ 4.3+ 3.(9014- 4.0 Prepared by Date • t , 4 1492-k )47.91-14 b, tack 31, 4 /k- &e..N 444-4 Au' Trz L _ a4.as) )1/ 71 &7° X 2.?") 3/1126 145 17v + 31.4t1ez- 34,ck 01(7 \ • t IN' • ii.01!"1 1111ii0 • PI 'NE 20s ;4, • Page Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pried JAN 2020. 9:56AM General Footing Lic. # : KW06007976 DESCRIPTION: NEW FTG D.1(5 Code References iTOtESRVISheretRSCPRO-h2018PR-11R13A00-11CALCUL-1112ENGh 1WM IL EARMNG-ENERCALC.ed 3 Soft apytigtx ENERCALC, INC 1983-2019, Suitt 2.19.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = 3.0 ksi fy : Reber Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal WI for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions • 0.00180 1.0:1 • 1.0:1 Yes Yes No No Soil Design Values ,Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) SoillConcrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 2.50 ksf • No • 250.0 pcf 0.30 ft ksi ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sze Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 3.250 ft 3.250 ft 12.0 in in in in 3.0 in 4.0 # 5 4.0 # 5 n/a n/a n/a tafasanuesse P : Column Load OB : Overburden M-xx M-zz V-x V-z D 10.0 Lr L 2.940 s 14.135 W E H ksf k-ft k-fl Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnntetl: 7 JAN 2020, 9: M General Footing Lic. ii : KW.06007976 DESCRIPTION: NEW FTG D.1/5 DESIGN SUMMARY a 0AESRAShxtadlRSCPRO.112018PR-11R13A00-11CALCUL-1112ENGI-MA LEARNING&RCALC.ece ENERCALC, PIC.1983-2019, &id:12.19.831 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Min. Ratio Item Applied Capacity Design OK Governing Load Combination PASS 0.9720 Soil Bearing PASS nla Overtuming - X-X PASS nla Overtuming - Z-Z PASS nla Sliding - X-X PASS nla Sliding - Z-Z PASS nia Uplift PASS 0.3170 Z Flexure (+X) PASS 0.3170 Z Flexure (-X) PASS 0.3170 X Flexure (+Z) PASS 0.3170 X Flexure (-Z) PASS 0.3516 1-way Shear (+X) PASS 0.3516 1-way Shear (-X) PASS 0.3516 1-way Shear (+2) PASS 0.3516 1-way Shear (-Z) PASS 0.6648 2-way Punching Detailed Results 2.430 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 4.695 k-ftft 4.695 k-f lft 4.695 k-ft/ft 4.695 k-ft/ft 28.889 psi 28.889 psi 28.889 psi 28.889 psi 109.237 psi 2.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 14.810 k-ft/ft 14.810 k-ft/ft 14.810 k-ftift 14.810 k-ft/ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi +D+S+H about Z-Z axis No Overturning No Overturr9tg No Sliding No Sliding No Uplift +1.20D+L+1.60S+1.60H +1.20D+L+1.60S+1.60H +1.20D+L+1.60S+1.60H +1.20D+L+t.60S+1.60H +1.20D+L+1.60S+1.60H +1.20D+L+t-60S+1.60H +1.20D+L+t60S+1.60H +1.20D+L+t605+1.60H +1.20D+L+t60S+1.60H Soil Bearing Rotation Axis & Load Combination... X-X. +D+H X-X,+D+L+H X-X, +D+Lr+H X-X. +D+S+H X-X. +D+0.750Lr+0.750L+H X-X. +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X. +D+0.750Lr+0.750L+0.450W+H X-X. +D+0.750L+0.750S+0.450W+H X-X, +0.60D+0.60W+Q.60H X-X. +D+0.70E+Q.60H X-X. +D+0.750L+0.750S+0.5250E+H X-X. +0.60D+0.70E+H Z-Z, +D+H Z-Z. +D+L+H Z-Z. +D+Lr+H Z-Z. +D+S+H Z-Z, +0+0.7501..r+0.750L+H Z-Z. +D+0.750L+0.750S+H Z-Z. +D+0.60W+H Z-Z. +D+0.750Lr+0.750L+0.450W+H Z-Z,+D+0.750L+0.750S+0.450W+H Z-Z. +0.60D+0.60W+0.60H Z-Z, +D+0.70E+0.60H Z-Z. +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.70E+H Overturning Stability Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location Actual l Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio 2.50 nla 0.0 1.092 1.092 nla nla 0 437 2.50 Na 0.0 1.370 1.370 nla n/a U 548 2.50 n/a 0.0 1.092 1.092 nla n/a C 437 2.50 nla 0.0 2.430 2.430 n/a n/a 0 972 2.50 n/a 0.0 1.301 1.301 n/a nla 0 520 2.50 n/a 0.0 2.304 2.304 n/a nla 0 922 2.50 nla 0.0 1.092 1.092 nla n/a 0 437 2.50 n/a 0.0 1.301 1.301 n/a nla 0 520 2.50 nla 0.0 2.304 2.304 nta nla 0 922 2.50 Na 0.0 0.6550 0.6550 n/a Na 0 262 2.50 nla 0.0 1.092 1.092 n/a nla 0 437 2.50 Na 0.0 2.304 2.304 n/a nla 0.922 2.50 nla 0.0 0.6550 0.6550 n/a nla 0.262 2.50 0.0 n/a n/a n/a 1.092 1.092 0 437 2.50 0.0 n/a n/a nla 1.370 1.370 0 518 2.50 0.0 Na n/a Na 1.092 1.092 0.437 2.50 0.0 Na n/a Na 2.430 2.430 0 972 2.50 0.0 n/a n/a Na 1.301 1.301 0 52C 2.50 0.0 Na n/a nla 2.304 2.304 u 927 2.50 0.0 n/a nla n/a 1.092 1.092 0 437 2.50 0.0 n/a n/a nla 1.301 1.301 0 52t 2.50 0.0 nla nla Na 2.304 2.304 0 922 2.50 0.0 n/a nla n/a 0.6550 0.6550 G 162 2.50 0.0 nla n/a Na 1.092 1.092 0 437 2.50 0.0 n/a nta n/a 2.304 2.304 0 922 2.50 0.0 nla nla Na 0.6550 0.6550 0,62 Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination.., Footing Has NO Sliding Sliding Force Resisting Force Stability Ratio Status Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnnted 7 JAN 2020. 9 56AM General Footing lic. # : KW-06007976 DESCRIPTION: NEW FTG D.115 Footing Flexure ,TOWSRVIS1medIRSCPRO-112018PR-11R13A00-11CALCUL-1114EN61-111A1 LEARNING-EIERCALC.ed Software mpyri$e ENERCALC, INC.1903-2019, BJd:1219.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phil% k ft Surface inh2 inA2 in"2 k-ft Status X-X. +1.400+1.60H 1.750 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.40D+1.60H 1.750 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+0.501r+1.601 +1.60H 2.088 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X. +1.20D+0.501r+1.60L+1.60H 2.088 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60L+0.50S+1.60H 2.971 +2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.601+0.50S+1.60H 2.971 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60Lr+L+1.60H 1.868 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X,+1.20D+1.60Lr+L+1.60H 1.868 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.50 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.50 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.200+L+1.60S+1.60H 4.695 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+1.60S+1.60H 4.695 -2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.200+1.60S+0.50W+1.60H 4.327 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+1.603+0.50W+1.60H 4.327 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.200+0.50Lr+L+W+1.60H 1.868 +2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+0.50Lr+L+W+1.60H 1.868 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.50S+W+1.60H 2.751 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.50S+W+1.60H 2.751 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.90D+W+1.60H 1.125 +2 Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.90D+W+1.60H 1.125 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.20S+E+1.60H 2.221 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +1.20D+L+0.20S+E+1.60H 2.221 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.900+E+0.90H 1.125 +Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK X-X, +0.90D+E+0.90H 1.125 -Z Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.400+1.60H 1.750 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.400+1.60H 1.750 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+0.50Lr+1.601+1.60H 2.088 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+0.501r+1.601.+1.60H 2.088 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +120D+1.601+0.50S+1.60H 2.971 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2.971 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60Lr+L+1.60H 1.868 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60101+1.60H 1.868 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.601r+0.50W F1.60H 1.50 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+1.601r+0.50W+1.60H 1.50 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1+1.60S+1.60H 4.695 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1+1.60S+1,60H 4.695 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 4.327 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+1.60S+0.50W+1.60H 4.327 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+0.501r+L+W+1.60H 1.868 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.200+0.50Lr+L+W+1.60H 1.868 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.200+L+0.50S+W+t.60H 2.751 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.20D+L+0.50S+W+t.60H 2.751 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.90D+W+1.60H 1.125 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.900+W+1.60H 1.125 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +1.20D+1+0.20S+E+160H 2.221 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z. +1.20D+1+0.20S+E+1 60H 2.221 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.90D+E+0.90H 1.125 -X Bottom 0.2592 Min Temp % 0.3815 14.810 OK Z-Z, +0.90D+E+0.90H 1.125 +X Bottom 0.2592 Min Temp % 0.3815 14.810 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu 1 +Z Vu:Max Phi VA Vu I PhiWn Status +1.40D+1.60H 10.77 psi 10.77 psi 10.77 osi 10.77 psi 10.77 osi 82.16 osi 0.13 OK +1.20D+0.50Lr+1.60L+1.60H 12.85 psi 12.85 psi 12.85 psi 12.85 psi 12.85 psi 82.16 psi 0.16 OK +1.20D+1.60L+0.50S+1.60H 18.29 psi 18.29 psi 18.29 psi 18.29 psi 18.29 psi 82.16 psi 0.22 OK +1.200+1.60Lr+L+1.60H 11.49 psi 11.49 psi 11.49 psi 11.49 psi 11.49 psi 82.16 osi 0.14 OK +1.200+1.60Lr+0.50W+1.60H 9.23 psi 9.23 osi 9.23 psi 9.23 osi 9.23 osi 82.16 osi 0.11 OK +1.20D+L+1.60S+1.60H 28.89 osi 28.89 osi 28.89 psi 28.89 osl 28.89 osi 82.16 psi 0.35 OK +1.200+1.60S+0.50W+1.60H 26.63 psi 26.63 psi 26.63 psi 26.63 psi 26.63 psi 82.16 psi 0.32 OK +1.200+O.501r+L+W+1.60H 11.49 osi 11.49 psi 11.49 osi 11.49 psi 11.49 osi 82.16 psi 0.14 OK +1.20D+L+0.50S+W+1.60H 16.93 psi 16.93 osi 16.93 psi 16,93 osi 16.93 osi 82.16 psi 0.21 0K +0.90D+W+1.60H 6.92 osi 6.92 psi 6.92 psi 6.92 osi 6.92 osi 82.16 psi 0.08 OK +1.20D+L+0.20S+E+1.60H 13.67 psi 13.67 osi 13.67 osi 13.67 psi 13.67 osi 82.16 osi 0.17 OK Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnnted: 7 JAN 2020, 9:56AM General Footing Lic. # : KW-06007976 DESCRIPTION: NEW FTG D.1/5 One Way Shear iTOIESRV SIvraMSCPRO-112018PR-11R13A00-11CALCUL-1u2ENGF 1NM IEAWMNG-ENERCALC.et$ SotMmre oopyt (ENERCAW, INC.1963-2019, Bild:1218.8.31 . RIVERSTONE STP.UCTURAL CONCEPTS, PLLC Load Combination... +0.90D+E+0.90H Two -Way "Punching" Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / PhiVn Status 6.92 osi 6.92 psi 6.92 psi 6.92 psi 6.92 osi 8216 psi 0.08 OK A8 units k Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.505+1.60H +1.20D+1.60Lr+L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+L+W+1.60H +1.20D+L+0.50S+W+1.60H +0.90D+W+1.60H +1.20D+L+0.20S+E+1.60H +0.90D+E+0.90H Vu Ph'Vn Vu/Ph"Vn 40.72 psi 48.59 osi 69.14 psi 43.46 psi 34.90 psi 109.24 psi 100.69 psi 43.46 osi 64.01 psi 26.18 psi 51.68 psi 26.18 psi 164.32osi 164.32osi 164.32osi 164.32psi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi 164.32osi Status 0.2478 OK 0.2957 OK 0.4208 OK 0.2645 OK 0.2124 OK 0.6648 OK 0.6128 0K 0.2645 OK 0.3896 OK 0.1593 OK 0.3145 OK 0.1593 OK Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Steel Beam Lic. : KW-06007976 DESCRIPTION: w18X60 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Printed 7 JAN 2020. 5 10AM iTOfESRVSAandRSCPRD-112018PR-RR13A0D-11CALCUL-1112ENCt-11VM IEARNYIGEl&RCALC.eo3 ENERCALc, INC.1963.2019, auld 12.18.8.31 . RIVERSTONE STRUCTURAL CONCEPTS. PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D=8.20, S = 13.70 k @ 18.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.642 : 1 W18x60 197.100 k-ft 306.886 k-fl +D+S+H 18.000ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.809 in Ratio = 0.000 in Ratio = 1.295 in Ratio = 0.000 in Ratio = 5.33 >=360 0 <360 334 >=180 0 <180 Design OK 0.072:1 W18x60 10.950 k 151.060 k +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span if M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L = 36.00 ft 1 +D+L+H Dsgn. L = 36.00 ft 1 +D+Lr+H Dsgn. L = 36.00 ft 1 +D+S+H Dsgn. L = 36.00 ft 1 +0+0.750tr+0.750L+H Dsgn. L = 36.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 36.00 ft 1 +0+0.60W+H Dsgn. L = 36.00 ft 1 +0+0.7504r+0.7501+0.450W+H Dsgn. L = 36.00 ft 1 +D+0.7501.+0.750S+0.450W+H Dsgn. L = 36.00 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 36.00 ft 1 +D+0.70E+0.60H Dsgn. L = 36.00 ft 1 +D+0.7501+0.750S+0.5250E+H 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.642 0.072 197.10 197.10 512.50 306.89 1.00 1.00 10.95 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 0.144 0.016 44.28 44.28 512.50 306.89 1.00 1.00 2.46 226.59 151.06 0.240 0.027 73.80 73.80 512.50 306.89 1.00 1.00 4.10 226.59 151.06 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed- 7 JAN 2020, 6:10AM Steel Beam DESCRIPTION: w18X60 Load Combination Mao Stress Rabos iTOtESRVSfmreaRSCPRO-11201EPR-11R13A00-11CALCUL-1112ENGI-UVM LEARNING-ENERCALC.ed Software copyright DUCAL. INC. &1d:12.10.e31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxxOmega Cb Rm Va Max Vnx Vnx!Omega Dsgn. L = 36.00 ft 1 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 +0.60D+0.70E+H Dsgn. L = 36.00 ft I 0.144 0.016 44.28 44.28 512.50 306.89 1.00 1.00 2.46 226.59 151.06 Overall Maximum Deflections Load Combination Span Max.." Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 1.2945 18.000 Vertical Reactions Support notation : Far left is #1 0.0000 0.000 Values In KIPS Load Combination Support 1 Support 2 0veral MA)CKnum 10.950 10.950 Overall MINimum 2.460 2.460 +0+H 4.100 4.100 +D+L+H 4,100 4.100 +D+Lr+H 4.100 4.100 +0+S+H 10.950 10.950 +0+0.750Lr+0.7501+H 4.100 4.100 +D+0.750L+0.7506+H 9.238 9.238 +0+0.60W+H 4.100 4.100 +D+0.750Lr+0.7501.+0.450W+1-1 4.100 4.100 +D+0.750L+0.7505+0.450W+H 9.238 9.238 +0.600+0.60W+0.60H 2.460 2.460 +D+0.70E+0.60H 4.100 4.100 +D+0.750L+0.7505+0.5250E+H 9.238 9.238 +0.60D+0.70E+4 2.460 2.460 D Only 4.100 4.100 Lr Only L Only S Onty 6.850 6.850 W Only E Only H Only Steel Section Properties : W18x60 Depth = 18.200 in I xx = 984.00 in"4 J = 2.170 in"4 Web Thick - 0.415 in S xx 108.00 in"3 Cw = 3,850.00 in^6 Flange Width = 7.560 in R xx = 7.470 in Flange Midi 0.695 in Zx = 123.000 in"3 Area 17.600 in^2 lyy = 50.100 in"4 Weight = 60.000 pft S yy = 13.300 rn"3 Wno = 33.100 in"2 Kdesign = 1.100 in R yy = 1.680 in Sw = 43.500 in"4 K1 = 0.813 in Zy = 20.600 in"3 Of 21.700 in^3 its = 2.020 in Ow = 60.6001111"3 Yog = 9.100 in Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Lic, # : KW.06007976 DESCRIPTION: w18X76 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Rimed 7 JAN 2020. 6-OSAM RIVERSTONE STRUCTURAL CONCEPTS. PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29.000.0 ksi D(10 3) S(17 2) W 18x76 Span 360ft Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D=10.30, S=17.20k@18.0ft DESIGN SUMMARY L Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service Toads entered. Load Factors will be applied for calculations. 0.609: 1 Maximum Shear Stress Ratio = W18x76 247.500 k-ft 406.687 k-ft +D+S+H 18.000ft Span # 1 0.751 in Ratio = 0.000 in Ratio = 1.203 in Ratio = 0.000 in Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 5/4 >=360 0 <360 359 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Desf! n OK 0.089 W18x76 13.750 k 154.70 k +D+S+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 36.00 R 1 +D+L+H Dsgn. L = 36.00 ft 1 +D+Lr+H Dsgn. L = 36.00 ft 1 +D+S+H Dsgn.L= 36.00ft 1 +D+0,750Lr+0.750L+H Dsgn. L = 36.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 36.00 ft 1 +D+0.60W+H Dsgn.L= 36.00R 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 36.00 fl 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 36.00 fl 1 +0.60D+0.60W+0.60H Dsgn. L = 36.00 R 1 +D+0.70E+0.60H Dsgn. L = 36.00 R 1 +D+0.750L+0.750S+0.5250E+H 0.228 0.228 0.228 0.609 0.228 0.513 0.228 0.228 0.513 0.137 0.228 0.033 0.033 0.033 0.089 0.033 0.075 0.033 0.033 0.075 0.020 0.033 92.70 92.70 92.70 247.50 92.70 208.80 92.70 92.70 208.80 55.62 92.70 i 92.70 679.17 406.69 1,00 1.00 5.15 232.05 154.70 92.70 679,17 406.69 1.00 1.00 5.15 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 247.50 679.17 406.69 1.00 1.00 13.75 232.05 154.70 92.70 679.17 406.69 1,00 1.00 5.15 232.05 154.70 208.80 679.17 406.69 1,00 1.00 11.60 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 208.80 679.17 406.69 1.00 1.00 11.60 232.05 154,70 55.62 679.17 406.69 1.00 1.00 3.09 232.05 154.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Pnnted. 7 JAN 2020. 6:O5AM Steel Beam DESCRIPTION: w18X76 Load Combination Segment Length Max Stress Ratios iTONESRNSnareddRSCPRO-0201aPR-11R13WD-RCALCUL-1117ENGt-uVM LEARNING-ENERCALC.ec6 So%are cupyrgM ENERCALC. INC.1983-2019, &id:12.19.8.31 . RIVE.RSTONE STRUCTURAL CONCEPTS, PLLC Summary of Moment Values Summary of Shear Values Span A M V Mmax + Mmax . Ma Max Mnx Mnx)Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 36.00 ft 1 0.513 0.075 208.80 208.80 679.17 406.69 1.00 1.00 11.60 232.05 154.70 +0.600+0.70E+H Dsgn. L = 36.00 ft 1 0.137 0.020 55.62 55.62 679.17 406.69 1.00 1.00 3.09 232.05 154.70 Overall Maximum Deflections Load Combination Span Max.'-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +O+S+H 1 1.2027 18.000 Vertical Reactions Support flotation : Far left is #1 0.0000 0.000 Values in. KIPS Load Combination Support 1 Support 2 Overal MAXirnum 13.750 13.750 Overal MlNimum 3.090 3.090 +D+H 5.150 5.150 +D+L+H 5,150 5,150 +D+Lr+H 5.150 5.150 +D+S+H 13.750 13.750 +D+0.750Lr+0.750L+H 5.150 5.150 +D+0.750L+0.7505+H 11.600 11.600 +D+0,60W+14 5.150 5.150 +D+0.750Lr+0.750L+0.450W+111 5.150 5.150 +D+0750L+0.750S+0.450W+H 11.600 11.600 +0.60D+0.60W+0.60H 3.090 3.090 +0+0.70E+0,60H 5.150 5.150 +D+0.750L+0.750S+0.5250E+I-1 11.600 11.600 +0.60D+0.70E+H 3.090 3.090 D Only 5.150 5.150 Lr Only L 0nty S Only 8.600 8.600 W Only E Only H Only Steel Section Properties : W18x76 Depth = 18.200 in I xx = 1,330.00 inA4 J = 2.830 in^4 Web Thick = 0.425 in S xx 146.00 in^3 Cw 11700.00 in^6 Flange Width = 11.000 in R xx = 7.730 in Flange Thick = 0.680 in Zx = 163.000 inA3 Area = 22.300 in^2 I yy = 152.000 in^4 Weight = 76.000 plf S yy = 27.600 n 3 Wno = 48.200 in^2 Kdesign = 1.080 in R yy = 2.610 in Sw = 90.100 in^4 K1 = 1.063 in Zy 42.200 inA3 Qf 31.500 inA3 (Is = 3.020 in Ow - 80.600 inA3 Ycg = 9.100 in Riverstone Structural Concepts 671 E. Riverpark lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Punted- 7 JAN 2020, 6-43AM Wood Column Lie. 0 : KW06007976 DESCRIPTION: partition beam storage room column Code References iTONESRVIShe RO-112016PR-11R13A0D-11CALCUL-1112ENGF1IVM LEARNNIGENERCALC.ec9 Software wpy!igd ENERCALC, INC.19e32019, &Id:12.19.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non slender calculations Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 750.0 psi Fv Fb - 750.0 psi Ft Fc - Pril 700.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity.. Basic Minimum 11.75 fl 170.0 psi 475.0 psi 31.210 pcf x-x Bending y-y Bending 1,300.0 1,300.0 470.0 470.0 Wood Section Name Wood Graairg/Manuf. Wood Merber Type Exact Width Exact Depth Area Ix ly 4x6 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 5.250 in Cf or Cv for Bending 19.25 in"2 Cf or Cv for Compression 266.93 inM Cf or Cv for Tension 68.78 in"4 Cm :Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf Built-up columns 1,300.0 ksi Use Cr : Repetitive 7 Brace condition for deflection (budding) along columns X-X (width) axis : Unbraced Length for buddrg ABOUT Y-Y Axis =11.75 ft, K = Y-Y (depth) axis : Unbraced Length for budding ABOUT X-X Axis = 11.75 R K = Applied Loads Column self weight included : 49.023 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 11.750 ft, Xecc =1.0 in, Yecc =1.0 in, L =1.60 k DESIGN SUMMARY 1.0 1.0 1.0 1.0 1.0 1.0 1.0 VDS +s 1 f No Service loads entered- Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6462 :1 Load Combination +D+L+H Governing NDS Forumia,p + Mxx + Myy, NDS Eq. 3.9- 11.671 ft Location of max.abcve base At maximum location values are .. . Applied Axial Applied Mx Applied My Fc : Allowable 1.649 k -0.1324 k-ft -0.1324 k-ti 218.270 psi PASS Maximum Shear Stress Ratio = 0.005449 :1 Load Combination +D+L+H Location of max.above base 11.750 ft Applied Design Shear 0.9263 Psi Allowable Shear 170.0 Psi Load Combination Results Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.01135 k Bottom along Y-Y Top along X-X 0.01135 k Bottom along X-X Maximum SERVICE load Lateral Deflections ... Along Y•Y -0.005932 in at 6.861 ft above base for load combination : +D+L+H Along X-X -0.02302 in at 6.861 ft above base for load combination : +D+L+H Other Factors used to calculate allowable stresses ... Bending Compression 0.01135 k 0.01135 k Tension Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0+0.7501r+0.7501+0.450W+H +D+0.7501.+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H CD Cp 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 0.342 0.312 0.255 0.275 0.255 0.275 0.202 0.202 0.202 0.202 0.202 0.202 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.01237 0.6462 0.01197 0.01206 0.3507 0.3743 0.01178 0.30 0.30 0.007065 0.01178 0.30 'ASS PASS 'ASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 11.671 ft 0.0 ft 0.0 ft 11.671 ft 11.671 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft Maximum Shear Ratios Stress Ratio Status location 0.0 3.005449 0.0 0.0 D.003269 D.003554 0.0 0.002554 3.002554 0.0 0.0 3.002554 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS r'ASS PASS 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft Riverslone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed:: 7 JAN 2020. 6:43AM Wood Column iT01ESIMShorerrRSCPRO-11201EPR-11R13A00-iVCALCUL-1112ENGI- VM LEARMNG-ENERCALC,ec6 C, lNC.191Ei 2019, &id:12.101131 . Lic. # : KW-06007976 R1VERSTONE STRUCTURAL CONCEPTS. PLLC DESCRIPTION: partition beam storage room column Load Combination Results Load Combination +0.60D+0.70E+H Maximum Reactions Load Combination CD Cp 1.600 0.202 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.007065 PASS 0.0 ft X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base Maxmlum Shear Ratios Stress Ratio Status Location 0.0 PASS 11.750 ft Note: Ginty non -zero reactions are listed. My - End Moments k41 Mx - End Moments @ Base @ Tap @ Base @ Top +D+H 0.049 +D+L+H -0.011 0.011 -0.011 0.011 1.649 +D+Lr+H 0.049 +D+S+H 0.049 +D+0.750Lr+0.750L+H -0.009 0.009 -0.009 0.009 1.249 +D+0.750L+0.7505+H -0.009 0.009 -0.009 0.009 1.249 +D+0.60W+H 0.049 +D+0.7501r+0.750L+0.450W+11 -0.009 0.009 -0.009 0.009 1.249 +D+0.7501+0.750S+0.450W+H -0.009 0.009 -0.009 0.009 1.249 +0.600+0.60W+0.60H 0.029 +D+0.70E+0.60H 0.049 +D+0.750L+0.750S+0.5250E+11 -0.009 0.009 -0.009 0.009 1.249 +0.60D+0.70E+H 0.029 D Ony 0.049 tr Only L Onty -0.011 0.011 -0.011 0.011 1.600 S Only W Only E 0ny H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.00011 0.000 in 0.000 It +0+L+H-0.0230 in 6.861 ft -0.006 in 6.861 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H-0.0173 in 6.861 11 -0.004 in 6.861 ft +D+0.750L+0.750S+H-0.0173 in 6.861 ft -0.004 in 6.861 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.7501.+0.450W+1-1 -0.0173 in 6.861 ft -0.004 in 6.861 ft +0+0,7501+0.750S+0.450W+H-0.0173 in 6.861 ft -0.004 in 6.861 n +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +13+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7501+0.7505+0.5250E+H-0.0173 in 6.861 ft -0.004 in 6.861 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only -0.0230 in 6.861 ft -0.006 in 6.861 ft S Only 0.0000 in 0.000 ft 0,000 in 0.000 ft W Only 0.0000 i1 0.000 ft 0.000 in 0.000 ft E only 0.0000 n 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0600 ft 0.000 n 0.000 ft Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Wood Column Lie. # : KW O6007976 DESCRIPTION: partition beam storage room column Sketches 3.50 in Project Title: Engineer: Project ID: Project Descr: PnnIed. 7 JAN 2020, 6:43AM iTOWSRKSftorCdiiSCPRO-112016PR-1W13A00-11CALCUL-1112ENGI-11VM LEARNING-EFERCALC.ed Sotmere wpyrgtl ENERCALC, INC.1983,2019, Bdd:12.19.6.31 . RIVERSTONE STRUCTURAL CONCEPTS, PLLC Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Printed: 7 JAN 2020, 6:52AM Wood Column LIc.A:K- - DESCRIPTION: PSL post Code References RTONESRASharediRSCPRO-112018PR-11R13A00-11CALCUL-1112ENGf-HVM LEARNING-ENERCALC.ec$ ENERCALC, INC.19832019, Baild:12.19.8.31 RIVERSTONE STRUCTURAL CONCEPTS, PLLC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non slender rdlca,ldtrans i Wood Species Trus Joist Wood Grade Parallam PSL 1.8E Fb + 2400 psi Fv Fb - 2400 psi Ft Fc - Prll 2500 psi Density Fc - Perp 545 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Basic 1800 1800 1800 ksi Minimum 914.88 914.88 11.75 ft 190 psi 1755 psi 45.07 pof Applied Loads Column self weight included : 180.202 Ibs • Dead Load Factor AXIAL LOADS ... Axial Load at 11.750 ft, Xecc =1.0 in, Yecc =1.0 in, D = 10.0, L = 2.30, S = 14.20 k DESIGN SUMMARY Wood Section Name Wood GradinglManul. Wood Member Type Exact Width Exact Depth Area Ix ly Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Bust-up columns Use Cr : Repetitive 7 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for budding ABOUT Y-Y Axis =11.75 ft, K = Y-Y (depth) axis : Unbraced Length for budding ABOUT X-X Axis =11.75 ft. K 7x7 Trus Joist Parallam PSL 7.0 in Allow Stress Modification Factors 7.0 in 49.0 inA2 200.083 inA4 200.083 inA4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 MDS1532 No Service bads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5089 :1 Load Combination +D+S+H Governing NDS Foronlalp + Mxx + Myy, NDS Eq. 3.9- Location of max,above base 11.671 ft At maximum location values are ... Applied Axial 24.380 k Applied Mx -2.003 k-ft Applied My -2.003 k-ft Fc : Allowable 1,637.03 psi PASS Maximum Shear Stress Ratio = Load Combination Location of maxabove base Applied Design Shear Allowable Shear Load Combination Results 0.02405 :1 +D+S+H 11.750 ft 5.254 psi 218.50 psi Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.1716 k Bottom along Y-Y 0.1716 k Top along X•X 0.1716 k Bottom along X-X 0.1716 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y -0.08644 in at 6.861 ft above base for load combination : +D+S+H Along X-X -0.08644 in at 6.861 ft above base for load combination : +D+S+H Other factors used to calculate allowable stresses .. . Bending Compression Tension Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.7501.+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0,70E+0.60H +D+0.750L+0750S+0.5250E+H CO 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 CP 0.680 0.633 0.532 0.569 0.532 0.569 0.431 0.431 0.431 0.431 0.431 0.431 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.1997 0.2324 0.1461 0.5089 0.1776 0.4539 0.1206 0.1420 0.3408 0.07234 0.1206 0.3408 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 11.671 ft 11.671 ft 11.671 ft 11.671 ft 11.671 ft 11.671 ft 0.0 ft 11.671 ft 11.671 ft 0.0 ft 0.0 ft 11.671 ft 0.01270 0.01406 3.009141 0.02405 0.01072 0.02223 3.007142 3.008374 0.01598 3.004285 3.007142 0.01598 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft 11.750 ft Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Prnled- 7 JAN 2020. 6 52AM Wood Column Lie. p ' KW-06007976 DESCRIPTION: PSL post Load Combination Results iTONESRASheredRSCPRO-62018PR-M13A00-11CALCUL-1112EN01-11VM LEARMNG-ENERCALC.ec$ ENERCALC, INC.1963-2019, Buld:12.19.831 RIVERSTONE STRUCTURAL CONCEPTS. PLLC Load Combination +0.600+0.70E+H Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.7505+0.5250E+H +O.6O0+0.70E+H D Only lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Maximum Axial + Bend' g Stress Ratios Maximum Shear Ratios C D C p Stress Ratio Status Location Stress Ratio Status Location 1.600 0.431 0.07234 PASS 0.06 3.004285 PASS 11.750ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reacbon My - End Moments k41 Mx - End AMoments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top -0.071 0.071 -0.071 0.071 10.180 -0.087 0.087 -0.087 0.087 12.480 -0.071 0.071 -0.071 0.071 10.180 -0.172 0.172 -0.172 0.172 24.380 -0.083 0.083 -0.083 0.083 11.905 -0.159 0.159 -0.159 0.159 22.555 -0.071 0.071 -0.071 0.071 10.180 -0.083 0.083 -0.083 0.083 11.905 -0.159 0.159 -0.159 0.159 22.555 -0.043 0.043 -0.043 0.043 6.108 -0.071 0.071 -0.071 0.071 10.180 -0.159 0.159 -0.159 0.159 22.555 -0.043 0.043 -0.043 0.043 6.108 -0.071 0.071 -0.071 0.071 10.180 -0.016 0.016 -0.016 0.016 2.300 -0.101 0.101 -0.101 0.101 14.200 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.7501r+0.750L+H +D+0.750L+0.750S+H +0+0.60W+H +D+0.750100.750L+0.450W+1-1 +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +0+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only -0.0357 in -0.0439 in -0.0357 in -0.0864 in -0.0419 in -0.0799 in -0.0357 in -0.0419 in -0.0799 in -0.0214 in -0.0357 in -0.0799 in -0.0214 in -0.0357 in 0.0000 in -0.0082 in -0.0507 in 0.0000 in 0.0000 in 0.0000 in 6.861 ft 6.861 It 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 n 6.861 ft 6.861 ft 6.861 ft 0.000 ft 6.861 ft 6.861 ft 0.000 ft 0.000 ft 0.000 ft -0.036 in -0.044 in -0.036 in -0 086 in -0.042 in -0.080 in -0.036 in -0.042 in -0.080 in -0.021 in -0.036 in -0.080 in -0.021 in -0.036 in 0.000 in -0.008 in -0.051 in 0.000 in 0.000 in 0.000 in 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6 861 8 6.861 ft 6.861 ft 6.861 ft 6.861 ft 6.861 ft 0000 ft 6.861 R 6.861 ft 0.000 ft 0.000 ft 0.000 ft Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Project Title: Engineer: Project ID: Project Descr: Prtnted: 7 JAN 2020. 6.52AM Wood Column >TOIESRVIShoteMSCPRO-112018PR-11R13A00-11CALCUL-1112ENGF-1VM LEARNING-ENERCALCs66 Uc. #: KW06007976 RIVERSTONE STRUCTURAL CONCEPTS, PLLC ENERCALC. WC. 1963-2019, Bukt12.19.631 DESCRIPTION: PSL post Sketches PROJECT INFORMATION: PROJECT NAME: PROJECT LOCATION: RSC PROJECT #: SUBMITTAL: CLIENT INFORMATION: CLIENT NAME: CONTACT: PHONE: ADDRESS: DATE: LICENSURE STAMP: F RIVERSTONE _;TK.: CTU AL CONCEPTS Vietnamese Martyr Learning Center Tukwila, WA R18-056 Structural Plan Review Comments -Response Submittal Rev #2 Broderick Architects Mr. Sean Hill (206) 682 - 7525 55 S. Atlantic St. Suite #301, Seattle, WA 98134 2/3/2020 Table of Contents Plan Review Comment Responses Supplemental Calculations REVISI 2-13-20 Exp. 1-7-22 TIEVIIEWIE FEB 2 7 2020 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 12 2020 City of Tukwila BUILDING DIVISION 5 7 Seismic Retrofit Pictures 14 1 ,C I [M. _ E2 5 201f1 i L2 't.,o1' , a05.0451► at _ REID MIDDLETON, INC. .1";;; # �t\ - 00 8 0 150 Page 1 of 17 RIVERSTONE STRUCTURAL CONCEPTS Page 2 of 17 RIVER TONE STRUCTURAL CONCEPTS Page 3 of 17 RIVERSTONE %h._ STRUCTURAL CONCEPTS 15 Page 4 of 17 RJVERSTONE STRUCTURAL CONCEPTS Project: Church of the Vietnamese Martyrs (D19-0080) Jurisdiction: City of Tukwila, Department of Community Development Plans Examiner: Reid Middleton, Inc., Sabina Surana, P.E. Re: Church of the Vietnamese Martyrs (D19-0080) - Revision #2 Plan Review Comment Responses 1. A partition beam track connection appears to be added to Detail 042 on Sheet S0.12. The detail should be referenced on the floor plan where applicable. See IBC Sections 107.1 and 1603.1. ® Response: The detail is called out on the plans, please see attached snippet. tiq $3, 2. All the applicable gridlines should be included on Sheets S1.00 and S1.01. See IBC Sections 107.1 and 1603.1. ® Response: PLANS HAVE BEEN UPDATED ACCORDINGLY. 3. Several glulam roof beams along Grids 5, 6, and 7 appear to be removed on Sheet S1.01. However, information on existing beams and their capacities are not provided. Documentation should be provided to indicate that the existing roof framing members are adequate. See IBC Sections 107.1, 1603.1 and 1604.1. 0 Response: PLEASE SEE ATTACHED CALCULATIONS OF EX/STING GL U LAMINATED BEAM. 4. Continuing the comment immediately above, steel beams along Grids E and F on Sheet S1.01 are reduced from W30x99 to W18x60. Clarification of the reduction of beam sizes should be provided for review. See IBC Sections 107.1, 1603.1, and 1604.1. 0 Response: PLEASE SEE ATTACHED CALCULATIONS FOR REVIEW. ORIGINAL BEAMS WERE SIZED TO HAVE EXISTING BEAMS FRAMED INTO SIDE AS A FLUSH APPLICATION. Page 5 of 17 ItRIVERST©NE s r R UCTURAL C O N C E P r s REVISION 2 IS PLACING NEW BEAMS BELOW EX/STING FRAMING, THEREFORE S/ZED CAN BE REDUCED BASED ON CAPACITY, NOT GEOMETRY. 5. The revision summary states that "Upon demolition ... the existing structure has already been brought up to code for lateral connection transfers at reentrant corner...". However, the information on existing systems or the documentation indicating the adequacy of the lateral systems does not appear to be provided for review. See IBC Sections 107.1, 1603.1, 1604.1 and 1613.1. O Response: PLEASE SEE ATTACHED PICTURES. IT APPEARS THAT PREVIOUS SEISMIC UPGRADE HAS BEEN INSTALLED. UPON REVIEW, /T IS OUR PROFESSIONAL OPINION THAT THESE MODIFICATIONS TO THE SYSTEM AREADEQUATE TO TRANSFER LOAD TO THE LATERAL RESISTING SYSTEM. Page 6 of 17 RIVERSTQNE S T RI U C - U R A L CONCEPTS Supplemental Calculations Page 7 of 17 Riverstone Structural Concepts 871 E. Riverperk Lane, #150 Boise, ID 83708 208,860.0213 Wood Beam Lit R KW-Ob007976 DESCRIPTION: Exist. GLB Check CODE REFERENCES RIVERSTONER STUCTURAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: PRO-19018PR-tYt13y1:0-1C Pnn'e6 7 JAN 2020 5 16M1 -11W LLANNgq-pWRGLC.aB &bare••. . ENRlCALC,INC le6.201e,8411L10.e31 RIVLRS70NE SMRUGIURAt:PIS PLLC Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species • SP/SP Wood Grade : 20F - V5 Beam Bracing r- Fb + 2.000.0 psi Fb • 2,000.0 psi Fc•PA 1,500.0psi Fc • Pap 740.0 psi fv 300,0psi Ft 1,050.0psi Beam is Fully Braced against lateral -torsional buckling L(0 073) D(0.27} S(0 45) T • E: Modulus of Elasticity Ebend- tor 1,600.0ksi Eminbend • to 850.0ksi Ebend-yy 1,400.0ksi Eminbend - yy 740.0ksi Density 34.330pd L(0 073) D(o27)S(0 45) ti 70X29.0 Span •24750ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =18.0 ft Uniform Load : L = 0.0730 , Tributary Width =1.0 fl Load for Span Number 2 Uniform Load : D = 0,0150, S = 0.0250 ksf, Tributary Width =18.0 ft Unifomi Load : L = 0.0730 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.371: 1 7.0 X 29.0 742.05psi 2,001.86psi +D+S+H 0.000ft Span # 2 70X290 Span =2550ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span 0.081 in Ratio = 0.000 in Ratio = 0.139 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Location of maximum on span Span # where maximum occurs 3'65>=360 0 <360 2205 >=180 0 <180 Design OK 0.223 7.0 X 29.0 77.03 psi 345.00 psi +D+S+H 24.750 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fry C i Cr Moment Values Shear Values Cm C t CL M 1b F'b V he PY +D+H Length = 24.750 ft 1 0.196 0.118 Length = 25.50 ft 2 0.196 0.118 +D+L+H Length = 24.750 ft 1 0.216 0.131 Length = 25.50 ft 2 0.217 0.131 +D+Lr+H Length = 24.750 ft 1 0.141 0.085 0.90 0.90 1.00 1.00 1.25 0.873 0.870 0.870 0.873 0.870 0.870 0.873 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 25.14 25.14 30.90 30.90 25,14 0.00 307.48 1571.36 307.48 1566.67 0.00 377.98 1745.95 377.98 1740.75 0.00 307.48 2182.44 0.00 4.32 4.32 0.00 5.31 5.31 0.00 4.32 0.00 31.92 31.92 0.00 39.24 39.24 0.00 31.92 0.00 270.00 270.00 0.00 300.00 300.00 0.00 375.00 Page 8 of 17 RIVERSTONE STRILjC I'U RAL CONCEPTS Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 Wood Beam DESCRIPTION: Exist GLB Check Load Combination Max Stress Ratios Segment Length Span # M V Cd C FtV Project Title: Engineer: Project ID: Project Descr: Rimed. 7 JAN 2029. 5:46AM iTONESRVISIuredIRSCPRO-112018PR-1,103A00-%ALCUL-1112ENG1-1141 LEARNING-ENERCALC.ecb Software copyright ENERCALC, INC.1983-2019, B4.1d:1219.8.31 . RIVERSTONE STRUCTURAL CONCEPTS, PLLC CI Cr Cm C CL Moment Values Shear Values M @ Pb V fir F'v Length = 25.50 ft 2 0.141 0.085 1.25 0.870 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2175.93 4.32 31.92 375.00 +D+S+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 0 1 0.370 0.223 1.15 0.873 1.00 1.00 1.00 1.00 1.00 60.67 742.05 2007.84 10.42 77.03 345.00 Length = 25.50 ft 2 0.371 0.223 1.15 0.870 1.00 1.00 1.00 1.00 1.00 60.67 742.05 2001.86 10.42 77.03 345.00 +0+0,750Lr+0.750L+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.165 0.100 1.25 0.873 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2182.44 5.06 37.41 375.00 Length = 25.50 ft 2 0.166 0.100 1.25 0,870 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2175.93 5.06 37.41 375.00 +0+0.7501+0.7505+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.342 0.206 1.15 0.873 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2007.84 9.64 71.24 345,00 Length = 25.50 ft 2 0.343 0.206 1.15 0.870 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2001.86 9.84 71.24 345.00 +D+0.60W+H 0.870 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.110 0.066 1.60 0.873 1,00 1.00 1.00 1.00 1.00 25.14 307.48 2793.52 4.32 31.92 480.00 Length = 25.50 ft 2 0.110 0.066 1.60 0.870 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2785.20 4.32 31.92 480.00 +0+0.7501.1+0.750L+0.450W+H 0.870 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.129 0.078 1.60 0.873 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2793.52 5.06 37.41 480.00 Length = 25.50 ft 2 0.129 0.078 1.60 0.870 1.00 1.00 1.00 1.00 1.00 29.46 360.35 2785.20 5.06 37.41 480.00 +0+0.7501+0.750S+0.450W+H 0.870 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.246 0.148 1.60 0.873 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2793.52 9.64 71.24 480.00 Length = 25.50 ft 2 0.246 0.148 1.60 0.870 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2785.20 9.64 71.24 480.00 +0.600+0.60W+0.60H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.066 0.040 1.60 0.873 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2793.52 2.59 19.15 480.00 Length = 25.50 ft 2 0.066 0.040 1.60 0.870 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2785.20 2.59 19.15 480.00 +0+0.70E+0.60H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.110 0.066 1.60 0.873 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2793.52 4.32 31.92 480.00 Length = 25.50 ft 2 0.110 0.066 1.60 0.870 1.00 1.00 1.00 1.00 1.00 25.14 307.48 2785.20 4.32 31.92 480.00 +0+0.750L+0.750S+0.5250E+H 0.870 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 24.750 ft 1 0.246 0.148 1.60 0.873 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2793.52 9.64 71.24 480.00 Length = 25.50 ft 2 0.246 0.148 1.60 0.870 1.00 1.00 1.00 1.00 1.00 56.11 686.28 2785.20 9.64 71.24 480.00 +0.600+0.70E+H 0.870 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0,00 Length = 24.750 ft 1 0.066 0.040 1.60 0.873 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2793.52 2.59 19.15 480.00 Length = 25.50 ft 2 0.066 0.040 1.60 0.870 1.00 1.00 1.00 1.00 1.00 15.08 184.49 2785.20 2.59 19.15 480.00 Overall Maximum Deflections Load Combnatlon Span Max. Deft Location in Span Load Combination Max. "+'' Del Location in Span +D+S+1-1 1 0.1149 10.370 0.0000 +D+S+H 2 0.1388 14.673 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS 0.000 0.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.057 24.137 7.418 Overall MlNimum 4.133 14.135 4.344 +D+H 2.924 10.001 3.074 +D+L+H 3.595 12.294 3.778 +D+Lr+H 2.924 10.001 3.074 +D+S+H 7.057 24.137 7.418 +0+0,750L00.7501+H 3.427 11.721 3.602 +D+0.7501+0.750S+H 6.527 22.323 6.860 +0+0.60W+H 2.924 10.001 3.074 +D+0.7501r+0.750140.450W+H 3.427 11.721 3.602 +D+0.750L+0.7505+0.450W+14 6.527 22.323 6.860 +0.60D+0.60W+0.60H 1.755 6.001 1.844 +D+0.70E+0.60H 2.924 10.001 3.074 +D+0.7501.+0.750S+0.5250E+H 6.527 22.323 6.860 +0.600+0.70E+H 1.755 6.001 1.844 D Only 2.924 10.001 3.074 Lr Only L Only 0.670 2.293 0.705 S Only 4.133 14.135 4.344 W Only E Only Page 9 of 17 RiversIone Structural Concepts 871 E. Riverperk Lane, #150 Boise, ID 83706 208.860.0213 Steel Beam lh A Hw4IL007970 DESCRIPTION: w18X60 CODE REFERENCES RIVERSTCNE s T R UCTURAL CONCPTS Project Trite: Engineer, Project ID: Project Descr: Prattle(' 7 JAN 2020 6 10AM RO14011PR-10t1aAaD-1Ch4CUL-n17E1101-1W LEMINealUaRCALC d END1WIC INC.1ie}2019, 644112.10.1131 STONE SIRUCI URALCONCI-PTS PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set ASCE 7-16 Material Properties Analysis Method : Aliowabte Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional budding Bending Axis : Major Axis Bending Dte 2) Ol13 7t Fy Steel Yield E: Modulus • 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight NOT internally calculated and added Loads) for Span Number 1 Point Load: 0=8.20. S=13.70k18.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn 7 Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection W1ex80 Open • 36 0 n 0.642: 1 W18x60 197.100k-ft 306.886k-ft +D+S+H 18.000ft Span # 1 Service loads entered. Load Factors will be applied for calculations, Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.809 in Ratio = 0.000 in Ratio = 1.295 in Ratio = 0.000 in Ratio = 533 >=360 0 <360 334 >=180 0 <180 Design OK 0.072 : 1 W18x60 10.950 k 151.060 k +D+S+H 0.000 ft Span # 1 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L = 36.00 ft +D+L+H Dsgn. L= 36.00ft +D+Lai+H Dsgn. L = 36.00 ft +D+S+H Dsgn. t = 36.00 ft +0+0.750Lr+0,750L+H Dsgn. L = 36.00 ft +D+0.7501+0.750S+H Dsgn. L = 36.00 ft +D+0.60W+H Dsgn. L = 36.00 ft +D+0.7501.00, 7501+0.450W+H Dsgn. I = 36.00 ft +0+0.7501+0.7505+0.450W+11 Dsgn. L = 36.00 ft +0,60D+0.60W+0.60H Dsgn. L = 36.00 ft +D+0.70E+0.60H Dsgn. L = 36.00 ft +D+0.7501+0.7505+0.5250E+H 0.240 0.240 0.240 0.642 0.240 0.542 0.240 0.240 0.542 0.144 0.240 0.027 0.027 0.027 0.072 0.027 0.061 0.027 0.027 0.061 0.016 0.027 73.80 73.80 73.80 197.10 73.80 166.28 73.80 73.80 166.28 44.28 73.80 73.80 512.50 73.80 512.50 73.80 512.50 197.10 512.50 73.80 512.50 166.28 512.50 73.80 512.50 73.80 512.50 166.28 512.50 44.28 512.50 73.80 512.50 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 306.89 1.00 1.00 4.10 226.59 4.10 226.59 4.10 226.59 10.95 226.59 4.10 226.59 9.24 226.59 4.10 226.59 4,10 226.59 9.24 226.59 2.46 226.59 4.10 226.59 151.06 151.08 151.06 151.06 151.06 151.06 151.06 151.06 151.06 151.06 151.06 Page 10 of 17 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 RIVERSTONE STRUCTURAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: Fnnred: 7 JAN 2020, 6:10AM Steel Beam iI 2G11d4NtAr) iTONESRV\SharedJiSCPRO-112018PR-11R13A00-HCALCUL-1112ENG1-11V'd LEARNING-ENERCALC.eo6 Software oopyrI 0 ENERCALC,160,19892019, Build:12.19.8.31 . RIVERSTONE STRUCTURAL CONCEPTS, PLLC DESCRIPTION: w18X60 Load Combination Max Stress Ra8eos Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnxiomega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 36.00 ft 1 0.542 0.061 166.28 166.28 512.50 306.89 1.00 1.00 9.24 226.59 151.06 +0.60D+0.70E+H Dsgn. L = 36.00 ft 1 0.144 0A16 44.28 44.28 512.50 306.89 1.00 1.00 2.46 226.59 151.06 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+S+H Vertical Reactions 1 1.2945 18.000 Support notation : Far left is #1 00000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MA10mum 10.950 10.950 Overall MlNimum 2.460 2.460 +D+H 4.100 4.100 +D4L+H 4.100 4.100 +O+Lr+H 4.100 4,100 +D+S+H 10.950 10.950 +D+0.750Lr+0.750L+H 4.100 4.100 +D+0.750L+0.750S+H 9.238 9.238 +0+0.60W+H 4.100 4.100 +D+0.750Lr+0.750L+0.450W+H 4.100 4.100 +0+0.750L+0.750S+0.450W+H 9.238 9.238 +0.600+0.60W+0.60H 2.460 2.460 +D+0.70E+0.60H 4.100 4.100 +D+0.750L+0.750S+0.5250E+H 9.238 9.238 +0.600+0.70E+H 2.460 2.460 D Only 4.100 4.100 Lr Only L Only S Only 6.850 6.850 W Only E 0nty H Only Steel Section Properties : W18x60 Depth = 18.200 in I xx P. 984.00 in"4 J = 2.170En"4 Web Thick = 0.415 in S xx 108.00 (WI Cw 3,850.00 in"6 Flange Widlh 7.560 in R xx = 7.470 In Flange Thick 0.695 in Zx 123.000 in"3 Area = 17.800 in"2 I yy = 50.100 in"4 Weight = 60.000 pit S yy 13.300 in"3 Wno = 33.100 in"2 Kdesgn - 1.100 in R yy = 1.680 in Sw = 43.500 in"4 K1 = 0.813 in Zy - 20.600 in"3 Of - 21.700 in"3 rts = 2.020 in Ow = 60.600 En"3 Ycg = 9.100 in Page 11 of 17 Riverelone Structural Concepts 671 E. Riverperk Lane, #150 Boise, ID 83706 208,860.0213 DESCRIPTION: w18X78 CODE REFERENCES 11 R I'� E RSTO N E STRUCTURAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: Premed 7 JAN 2020. 6 OSAM lF 0Iilr' C1YC/1LAlM I11{., 11161' II , p�:iY, I=hi I RIVLRSTONE SIRUCTUNAL CONCLPTS PLLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCU 7-16 Materiel Properties Analysts Method : Allowable Strength Deelgn Beam Bracing : Bemis Fully Braced against lateral -torsional budding Bending Axis : Major Odds Bending D(10 318(17 2i Fy . Steel Yield E; Modulus : 50.0 ksl 29.000.0 kel Span • 360e Applied Loads Beam self weight NOT intemaH calculated end added Loedls) for Span Number 1 Point Load: D=10.30, S=17.20k(118.06 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.609: 1 Section used for this span W18x76 Ma : Applied 247.500 k-ft Mn 7 Omega : Allowable 406.687 k-ft Load Combination +D+S+H Location of maximum on span 18.000ft Span # wtlere maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Servke beds entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.751 in Ratio = 0.000 in Ratio = 1.203 in Ratio = 0.000 in Ratio = 574 >=360 0 <360 3:59 >=180 0 <180 Design OK 0.089 : 1 W18x76 13.750 k 154.70 k +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax Summary of Shear Values Mmax. Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxfOmoga +D+H Dsgn. L = 36.00 a +D+L+H Dsgn. L = 36.00 ft +D+Lr+H Dsgn. L = 36.00 ft +D+S+H Dsgn. L = 36.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 36.00 ft +D+0.750L+0.750S+H Dsgn. L = 36.00 ft +D+0.60W+H Dsgn. L = 36.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 36.00 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 36.00 ft +0.60D+0.60W+0.60H Dsgn. L = 36.00 ft +0+0.70E+0,60H Dsgn. L = 36.00 ft +0+0.7501+0,750S+0.5250E+H 1 0.228 0.033 92.70 92.70 679,17 406.69 1.00 1.00 5.15 232.05 1 0.228 0.033 92.70 92.70 879.17 406.69 1.00 1.00 5.15 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1,00 5.15 232.05 1 0.609 0.089 247.50 247.50 679.17 406.69 1.00 1.00 13.75 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 1 0,513 0.075 208.80 208.80 679.17 406.69 1.00 1.00 11.60 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 1 0.513 0.075 208,80 208.80 679.17 406.69 1.00 1.00 11.60 232.05 1 0.137 0.020 55.62 55.62 679.17 406.69 1.00 1.00 3.09 232.05 1 0.228 0.033 92.70 92.70 679.17 406.69 1.00 1.00 5.15 232.05 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 154.70 Page 12 of 17 Riverstone Structural Concepts 671 E. Riverpark Lane, #150 Boise, ID 83706 208.860.0213 RIVERSTONE S TRUCTI.JRAL CONCEPTS Project Title: Engineer: Project ID: Project Descr: Fainted: 7 JAN 2020. 6:05AM Steel Beam Lic. # : KW-06007976 DESCRIPTION: w18X76 Load Combination Max Stress Ratios 3TONESRVLSnatetARSCPRO-112018PR-1Yt13A0D-11CALCUL-1112ENGI-11N4 LEARNING-ENERCALC.ece Software copyright ENERCALC, INC. 10832019, B dd:12.19.8.31 . RIVERSTONE STRUCTURA Summary of Moment Values CONCEPTS, PLLC Summary of Shear Values Segment Length Span # M V Mmax + Mmax • Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Ornega Dsgn. L = 36.00 ft 1 0,513 0.075 208.80 208.80 67917 406.69 1.00 1.00 11.60 232.05 154.70 +0.60D+0.70E+H Dsgn. L = 36.00 ft 1 0.137 0.020 55.62 55.62 679.17 406.69 1.00 1.30 3.09 232.05 154.70 Overall Maximum Deflections Load Combination Span Max.' " Deft Location in Span Load Combination Max. "+" Deft Location in Span +O+S+H 1 1.2027 18.000 Vertical Reactions Support notation : Far left is #1 0 0000 0.000 Va ues in KIPS Load Combination Support 1 Support 2 0veratMAXTmum 13.750 13.750 0vera9 MlNimum 3.090 3.090 +D+H 5.150 5.150 +D+L+H 5.150 5.150 +D+Lr+H 5.150 5.150 +O+S+H 13.750 13.750 +D+0.750Lr+0.750L+H 5.150 5.150 +D+0 750L+0.750S+H 11.600 11.600 +0+0.60W+H 5.150 5.150 +D+0.7501r+0.750L+0A501Af+H 5.150 5.150 +D+0.750L+0,750S+0,450W4l 11.600 11,600 +0.600+0.60W+0.60H 3.090 3.090 +0+0.70E+0.6011 5.150 5.150 +D+0.750L+0.750S+0.5250E+H 11.600 11.600 +0.600+0.70E+H 3.090 3.090 D Only 5.150 5,150 Lr Only L Only S Only 8,600 8.600 W Only E Only H Only Steel Section Properties : W18x76 Depth = 18.200 in I xx F. 1,330.00 in"4 J = 2.830 in"4 Web Thick = 0.425 in S xx 146.00 in"3 Cw - 11700.00 in^6 Flange Width 11.000 in R xx = 7.730 in Flange Thidt = 0.680 in Zx 163.000 in"3 Area = 22.300 in^2 I yy = 152.000 in"4 Weight - 76.000 Of S yy - 27.600 in"3 Wno = 48.200 in^2 Kdesign = 1.080 in R yy = 2.610 in Sw = 90.100 in"4 K1 = 1.063 in Zy = 42.200 in"3 Of = 31.500in"3 ns = 3.020 in Ow = 80.600 in"3 Ycg - 9.100 in Page 13 of 17 R VERSTONE It STRI UCTURAL CONCEPTS Seismic Retrofit Pictures Page 14 of 17 ItRIVER TONE S T RI U C T J R A L C O N C E P T S Page 15 of 17 RIVERSTONE STR UC a RAL CQNCE F'T Page 16 of 17 RIVERSTONE STRUCTURAL CONCEPTS Page 17 of 17 BRODERICK ARCHITECTS City of Tukwila Attn: Bill Rambo Department of Community Development 6300 Southcenter Boulevard, Suite#100 Tukwila, WA 98188 January 30, 2020 RE: Revised Architectural Plan Sheets, Revised Mechanical Plan Sheets and Revised Mechanical Load Calculations Address: 6847 S 180th Street Permit #: D19-0080 Project Name: Church of the Vietnamese Martyrs — Learning Center Dear Mr. Rambo: REVISION NO..3. We have made some changes to the architectural drawings as requested by the building's owner. Most of the changes are proposed in order to reduce the cost of construction. The primary changes are the following: • Classrooms 16 and 17 have become Multipurpose Room 16. • Corridor 107 has shifted to the left to expand Multipurpose Room 16. • Some additional classroom partition walls have moved. • The Reflected Ceiling Plan has changed to show soffits for beams which will now be framed "dropped" instead of "flush". • Some roofs are now showing 6" of Rigid Insulation above the roof sheathing instead of Fiberglass Batts in the attic space. This was done to provide a warm attic for the wet sprinkler system. • A shower has been added to the Men's room and also to the Women's room. A full list of changes to the architectural drawings has been organized below by sheet number for your review. The changes have been clouded on the drawings with a revision symbol #1. A City of Tukwila Revision Submittal form has also been provided for the changes to the architectural drawings. Please see the attached additional City of Tukwila Revision Submittal form for a description of changes that have been made to the mechanical plans and mechanical load calculations. Please contact me if you have any questions or if there is any additional information I can provide. Sincerely, Sean Hill 1)19%-0080 RECEIVED CITY OF TUKWILA JAN 30 2020 55 South Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.6PIT CENTER A0.1 — TITLE SHEET • The Sheet Index has been updated to show the addition of new detail sheets • The BUILDING AREA SUMMARY has been updated to show the new Multipurpose Room 16 and the deletion of Classrooms 16 and 17. A2.0 — EXITING PLAN • Exit pathways have been updated to reflect the increased occupancy for the new Multipurpose Room 16. • Total occupants at Exit #1 and Exit #3 have been updated based on the change in occupancy of the new Multipurpose Room 16. A2.1 — DEMO PLAN • New opening shown on the North exterior wall for new window. • New opening shown next to Door E05 for new door. • Wall to be demolished between Office 01 and Office 02. • Existing east wall of Classroom 02 to remain. • Note to replace existing paving and soil in Interior Open Court with new concrete slab. • Selective demolition/prep in both existing restrooms for new accessible showers. A2.2 — FOUNDATION PLAN • Spread footings added at northeast corner to support Trash Enclosure walls, already submitted for structural revision review • Foundation added at northeast corner to support CMU veneer, already submitted for structural revision review • (2) New Footings along Column Line D.1, already submitted for structural revision review A2.3 — FLOOR PLAN • Sprinkler pipe and chase has been added • Framed wall added where operable partition was located between classrooms 4 and 5 • Corridor 107 was moved to the west and adjacent classroom partition walls were relocated • Operable partition was removed at Multipurpose Room 16 • Showers were added to Boys and Girls rooms • Enclosure added for trash storage at exterior of building • (2) Windows enlarged at southeast corner • Door 16B was added at Multipurpose Room 16 A2.4 — ROOF PLAN • Roof drain lines shown • Scupper drain lines shown • (2) roof drains eliminated and tapered insulation adjusted accordingly • Roof hatch added CLERESTORY -PLAN AND ELETIOS u. , • This Sheet has been added to show tivvi.ndow locations' in the clerestory and also to show The enclosure for the mechanicalfducts" 4 R ' 55tSouth Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 A3.1 — BUILDING ELEVATIONS • Window added to north elevation • (2) Windows enlarged on east elevation • Trash enclosure added on east elevation A4.1 — BUILDING SECTIONS & ASSEMBLIES • 6" of Rigid Insulation is above the roof sheathing instead of Fiberglass Batts in the attic space over Multipurpose Room 16 and at the sloped roof on the east side of the building. • Roof drain lines are shown on the east side at Section 3 • 6" of Rigid Insulation is shown above the roof sheathing instead of Fiberglass for roof assembly R2.1, R3 and R4. A5.1 — WALL SECTIONS • Batt insulation in attic changed to rigid Insulation above the roof sheathing • The slab has also been revised to show a turned down slab • Top of framed wall is below joist instead of joist hanging from wall (either way is acceptable to the structural engineer) A5.2 — WALL SECTIONS • Batt insulation in attic changed to rigid Insulation above the roof sheathing • The slab has also been revised to show a turned down slab A5.3 — WALL SECTIONS • Batt insulation in attic changed to rigid Insulation above the roof sheathing • Truss bearing has been raised by 24" to allow for taller windows and more natural light • The height of the vvindows has been increased from 18" to 38" • Drawings 4, 5 & 6 have been added to illustrate supporting the new CMU veneer A5.4 — WALL SECTIONS • This Sheet has been added to show the roof drain line at the west wall and to assist the contractor with window installation details A6.1 — AIR BARIER AND INSULATION DETAILS • Drawing 1 changed to show haunched slab • Drawing 2 combined with drawing 1 • Drawing 3 no change • Drawing 4 deleted, air barrier now provided by vapor barrier • Drawing 5 changed to show vapor retarder (barrier) installation • Drawing 6 changed to show vapor retarder (barrier) installation • Drawing 7 deleted, air barrier now provided by vapor barrier • Drawing 8 changed, batts at ceiling removed and rigid insulation added above roof sheathing • Notes changed, air barrier now provided by vapor retarder (barrier) 55 South Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 A6.2 — ROOF DETAILS • FG batt insulation in attic changed to rigid insulation above roof sheathing • Roof venting calculations reduced because rigid insulation above roof sheathing eliminates need to vent roof at those locations • Details added to show mechanical vent chase and roof drain line locations A6.3 — EXTERIOR WALL AND TRIM DETAILS • Sheet added to show metal transom trim, trash enclosure and metal door details A6.4 — HEAD/JAMB/SILL DETAILS • Sheet added to show window installation details A6.4 — ENLARGED PLANS, INTERIOR ELEVATIONS & DETAILS • Shower drawings added A7.4 — ENLARGED PLANS, INTERIOR ELEVATIONS & DETAILS • Windows enlarged on east wall A8.1 — REFELECTED CEILING PLAN • Gypsum soffits deleted • Gypsum soffits added in Dining Hall because beams are now "dropped" • Changes to ceiling plan because of partition walls moving • Addition of gypsum ceiling in Multipurpose Room 16 A9.1 — FINISH FLOOR PLAN • Floor finishes changed because of partition walls moving • Decorative pattern added to Multipurpose Room 16 • Epoxy floor extended into pantry A10.1 — SCHEDULES • Door types H and I were added to Multipurpose Room 16 • Various changes were made to the door schedule because of partition walls moving • Window type D was added • Height of window type E was increased • Total number of windows and area was increased to allow for more natural light • Fenestration And Wall Area Calculations were adjusted accordingly 55 South Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING January 29, 2020 File No. 262019.005/00511 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Revision #2 Dear Mr. Hight: RECEIVED JAN 31 2020 Community Development We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a structural revision to the original project submittal (Permit # D19-0080). Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The applicant should resubmit two hardcopies of revised drawings and supplemental structural calculations to Reid Middleton directly. 1. A partition beam track connection appears to be added to Detail 042 on Sheet S0.12. The detail should be referenced on the floor plan where applicable. See IBC Sections 107.1 and 1603.1. 2. All the applicable gridlines should be included on Sheets S 1.00 and S1.01. See IBC Sections 107.1 and 1603.1. 3. Several glulam roof beams along Grids 5, 6, and 7 appear to be removed on Sheet S1.01. However, information on existing beams and their capacities are not provided. Documentation should be provided to indicate that the existing roof framing members are adequate. See IBC Sections 107.1, 1603.1 and 1604.1. 4. Continuing the comment immediately above, steel beams along Grids E and F on Sheet S1.01 are reduced from W30x99 to W18x60. Clarification of the reduction of beam sizes should be provided for review. See IBC Sections 107.1, 1603.1, and 1604.1. ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 29, 2020 File No. 262019.005/00511 Page 2 5. The revision summary states that "Upon demolition ... the existing structure has already been brought up to code for lateral connection transfers at reentrant corner...". However, the information on existing systems or the documentation indicating the adequacy of the lateral systems does not appear to be provided for review. See IBC Sections 107.1, 1603.1, 1604.1 and 1613.1. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 4&-it4at )2(m/b44z- Sabina S. Surana, P.E. Corbin M. Hammer, P.E., S.E. Project Engineer Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R11.docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 22, 2020 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080— Revision #2 Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. Per an email we received Friday 1-17-2020, Sean Hill with Broderick Architects has already sent PDF's of this Revision #2 to Sabina Surana in your office to get the review started. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 26, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 — Deferred Submittal #2 (Roof Truss Manufacturer's specs) Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of documents for structural compliance with the 2015 International Building Code. Your company did the initial review of this permit for us earlier this year. As always, once all items have been reviewed and deemed correct, please provide two approved sets of documents with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, c '()1 Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING November 15, 2019 File No. 262019.005/00520 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED NOV 212019 Community Development Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #1 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the helical pile design and calculations dated September 6, 2019. The submittal should also be reviewed by the engineer -of -record for general conformance with the design drawings. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The applicant should resubmit two hardcopies of revised drawings and supplemental structural calculations to Reid Middleton directly. 1. Helical pile sketch SK-1 states that "helical piles as shown are not designed to resist lateral forces". However, Plan Note 16 on Sheet S 1.00 appears to list the required designed shear forces that helical piles should be designed for. Documentation should be provided to verify that the design of helical piles is adequate. See IBC Section 107.3.4.1. 2. Product information bulletins for D10 Series 1-3/4" RCS Helical Piles/Anchors and P35 Series 3-1/2" (Schedule 40) Helical Steel Pipe Piles are provided in the submittal package. Clarification should be provided for the proposed piles to be used for the project. See IBC Section 107.2.1. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 I 425 741-3800 I www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 15, 2019 File No. 262019.005/00520 Page 2 If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R20.docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 7, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 — Deferred Submittal #1 (Helical Pile design and calculations) Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of documents for structural compliance with the 2015 International Building Code. Your company did the initial review of this permit for us earlier this year. As always, once all items have been reviewed and deemed correct, please provide two approved sets of documents with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov J��14Lgwq �y� City of Tukwila J `� N �,�� �° Department of Community Development �I908 8/5/2019 SEAN HILL 55 SOUTH ATLANTIC STREET - SUITE 301 SEATTLE, WA 98134 RE: Permit Application No. D19-0080 CHURCH OF THE VIETNAMESE MARTYRS 6847 S 180 ST Dear SEAN HILL, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 3/6/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 9/6/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Kandace Nichols2 Permit Technician File No: D19-0080 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING July 11, 2019 File No. 262019.005/00503 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Church of the Vietnamese Martyrs (D19-0080) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated July 3, 2019. In addition to the new sets noted above, individual revised structural sheets were submitted in response to our plan review for insertion into the drawing sets. These sheets have been replaced in the enclosed drawing sets. The revised sheets are: S0.00, S-1.01, and S2.11 (dated July 3, 2019). Special Inspections, Submittals, Tests, and Structural Observation Special inspections and tests should be performed by qualified special inspectors. Requirements for special inspections and structural tests have been provided on Sheet S0.01. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. Geotechnical special inspections: Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by The Riley Group, Inc., dated February 7, 2017. Structural deferred submittals: Portions of the structural design have been deferred by the structural engineer for submittal to City of Tukwila until after issuance of'the initial EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development July 11, 2019 File No. 262019.005/00503 Page 2 building permit. The applicant has been informed that the City of Tukwila may require the issuance of additional permits. A list of required deferred submittals have been provided on Sheets S0.00 and S0.01. Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. The section of the structural general notes on Structural Observation, Sheet S0.01, specifies structural observation by the structural engineer. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as it relates they relate to the project. Enclosed are the drawings, geotechnical report, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Kandace Nicols, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R03.docx\sss Reid iddleton Sabina Surana From: Sent: To: Cc: Dana Hennis <DHennis@lochsaidaho.com> Tuesday, June 25, 2019 10:57 AM Sabina Surana 'Jerry Hight'; 'Bitl.Rambo@TukwilaWA.gov'; 'Rachelle Ripley; 'Lee Sipe'; 'rachel.bianchi@tukwilawa.gov'; 'AI.Johannessen@TukwilaWA.gov'; 'kevin@broderickarchitects.com'; Corbin Hammer; kandace.,nichols@tukwilaWA.gov; 'sean@broderickarchitects.com'; Patrick Bird (patrick@riverstonesc.com) Subject: RE: Church of the Vietnamese Martyrs (D19-0080) - First Review Attachments: VMLC Struct - SO.0 Revised 06182019.pdf; Foundation Plan Review.pdf Sabina — Thank you for reaching out for these answers. Please see the following responses: 2. The letter from geotechnical engineer is not included in the submittal package. The original comment is as follows: Section 2.0 of the geotechnical report indicates that the geotechnical recommendations are preliminary and based on "similar construction". A letter from the geotechnical engineer should be submitted indicating that the final plans for the foundation design have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. Please see attached letter from the Geotechnical Engineer. 3. The deferred submittal items are listed as Shop Drawings on Sheet S0.00. The Sheet S0.00 should be revised to include a list of deferred submittal items. The original comment is as follows: Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheets 50.00 and S0.01: Please see attached S0.00, revised to include a cloud at the deferred submittals.. a. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. b. Design drawings for helical piers. c. Design drawings for prefabricated metal -plate -connected wood trusses. d. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. 16. Page 66 of supplementary calculations indicate that the existing precast panels are 7-inch thick. Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete with %-inch diameter Simpson Titen anchors with 6-inch embedment. Please verify that the anchor embedment is adequate for thickness of the existing precast concrete panels. The original comment as follows: Sheet S1.01 and Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete. Structural calculations substantiating the design of those connections should be provided for review. See IBC Sections 107.1 and 1604.1 and ACI 318-14 Chapter 17. The documents did not specify an embedment of 6", it specified a screw that was 6 inches, therefore 6-.5"-1.5"=4", see attached capacity from report. We were designing for and had intended to have an embedment of 4". 1 en HD"Design la! Ilion — Concrete ePAT m 3 •*a r�-sa _� gags a z'tt1 .: � 3''+:' <;.4.4) Y kx a z.:.:::s` . z'^) %+C Please feel free to contact me with any further questions or comments. Sincerely, Dana M. Hennis, P.E., S.E. ( Senior Structural Project Manager ILOChSa n n O. SU 71tta4".Ci °sue L SINCE 2003 *Valued clients, team mates, colleagues, etc., please note that Lochsa Engineering will be implementing Summer Office Hours starting the week of May 315t. Our office will be officially closing at noon (MDT) on Fridays through the Labor Day Weekend. Thank you very much. * 0: (208) 342-7168 D: (208) 489-7612 Boise, Idaho dhennis(c lochsaidaho.com www.Iochsa.com NOTE: All information contained in this email and for attachments is confidential. The recipient of this information shall not copy, use, or modify this information without the prior written authorization of l.mchsa Engineering. Email transmission cannot be. guaranteed to he secure or error -free, and Lochsa Engineering accepts no liability fbr any damage caused by any nature of virus transmitted by This email. From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Thursday, June 13, 2019 6:53 PM To: Dana Hennis; 'sean@broderickarchitects.com' 2 Cc: 'Jerry Hight; 'Bill.Rambo@TukwilavvA.gov'; 'Rachelle Ripley'; 'Lee Sipe'; 'rachel.oianchi@tukwilawa.gov'; 'AI.Johannessen@TukwilaWA.gov';'kevin@broderickarchitects.com'; Corbin Hammer; kandace.nichols@tukwilaWA.gov Subject: Church of the Vietnamese Martyrs (D19-0080) - First Review Dana and Sean, We have several comments have not been fully addressed. We would like to resolve these without issuing another review letter. Please review following comments and let us know these can be addressed. Itf not, we will issue a letter. 2. The letter from geotechnical engineer is not included in the submittal package. The original comment is as follows: Section 2.0 of the geotechnical report indicates that the geotechnical recommendations are preliminary and based on "similar construction". A letter from the geotechnical engineer should be submitted indicating that the final plans for the foundation design have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. 3. The deferred submittal items are listed as Shop Drawings on Sheet S0.00. The Sheet S0.00 should be revised to include a list of deferred submittal items. The original comment is as follows: Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheets S0.00 and S0.01: a. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. b. Design drawings for helical piers. c. Design drawings for prefabricated metal -plate -connected wood trusses. d. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. 16. Page 66 of supplementary calculations indicate that the existing precast panels are 7-inch thick. Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete with -inch diameter Simpson Titen anchors with 6-inch embedment. Please verify that the anchor embedment is adequate for thickness of the existing precast concrete panels. The original comment as follows: Sheet S1.01 and Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete. Structural calculations substantiating the design of those connections should be provided for review. See IBC Sections 107.1 and 1604.1 and ACI 318-14 Chapter 17. Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers I Planners !Surveyors 728 134' Street SW Suite 2001 Everett. WA 98204 Office: 425-741-3800 Fax 425-741-3900 3 II II 11111 RILEYGROUP June 19, 2019 Mr. Kevin Broderick Broderick Architects 55 South Atlantic Street, Suite 301 Seattle, Washington 98134 Subject: Foundation Plan review VIM Learning Center 6847 South 18Oth Street Tukwila, Washington 98188 RGI Project No. 2017-012 References: Geotechnical Engineering Report prepared by The Riley Group, Inc. dated February 8, 2019 Foundation Plans for VM Learning Center (50.00 to S2.11) prepared by Riverstone Structural Concepts dated June 4, 2019 Dear Mr. Broderick: As requested, The Riley Group, Inc. (RGI) has reviewed the referenced foundation plans. Based on our review, the new foundations will be supported on helical piles. It is consistent with the recommendation in the referenced geotechnical report. RGI would be available to provide geotechnical inspection services during the construction of the project per City of Tukwila's requirements. The design to be submitted to City of Tukwila have been reviewed and conform to the recommendations of the analysis, report and follow-up design memos, and provided that the conditions and recommendations are satisfied, the construction and development will not increase the potential for soil movement or settlement.. The risk of damage to the proposed development and from the development to adjacent properties from soil instability will be minimal. We trust the information presented is sufficient for your current needs. If you have any questions regarding this letter report or require additional information, please call us at (425) 415-0551. Sincerely, THE RILEY GROUP, INC. Ricky R. Wang, PhD, PE Principal Engineer Corporate Dice 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 Fax 425.415.0311 6/19/2, www.riley-group.com Shin, John RE: Kitchen for Church of the Vietnamese Martyrs Learning Center To: Sean Hill ri Inbox - se...karchitects.com May 15, 2019 at 1:19 PM0 Siri found new contact info in this email: John Shin John.Shin@kingcounty.gov add to Contacts... Hello Sean, Thank you for your inquiry. If this is a traditional church kitchen and will be used for the congregation and members only, this facility would not be considered a retail food establishment and, as such, would be exempt from an operating permit. In some instances, your client may wish to obtain a plan approval and pursue an operating permit if they feel they are going to pursue more in regards to who they are planning to provide food or beverages for. Regards, John Shin Health and Environmental Investigator III Plan Reviewer John.Shin a@kingcounty.govI direct: 206.263.8531I main: 206.263.9566 Downtown Seattle -Chinook Office 401 5th Avenue, Suite 1100 CNK-PH-1100 Seattle, WA 98104 Check out our online services Find your favorite restaurant's food safety rating Manage your permit online Get your food worker card Environmental Health website at: www.kingcounty.gov/healthservices/health/ehs.aspx This electronic mail may contain confidential information that is being transmitted to and only for the use of the recipients named above. Reading, disclosure, discussion, dissemination, distribution or copying this information by anyone other than the intended recipients or his or her employees or agents is strictly prohibited. If you have received this electronic mail in error, please immediately discard it and contact me at 206-263-8531. CORRECTION LTR# btqco�o RECEIVED, CITY OF UtCti"4ILA JUN062019 PERMIT CENTER /l. •BRODERICK ARCHITECTS June 6, 2019 City of Tukwila — Department of Community Development Attn: Bill Rambo 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RE: Correction Letter #1 Address: 6847 S. 180`h Street Reference #: D19-0080 Project Name: Church of the Vietnamese Martyrs Dear Mr. Rambo, Thank you for sending review comments for the Vietnamese Martyrs Project. Below are our responses (in italics) to your letter from May 08, 2019. I have included the wording from your correction letter as reference. Building Department 1. Please clarify the daily operation of the kitchen and indicate how the meals are funded. Indicate how long it is in operation. The kitchen is primarily intended to prepare food for the young members of the Sunday School Program on Saturdays. Other occasional uses would be for social activities such as: coffee hours, holiday meals and priest ordination dinners. Meals would mostly be prepared on the weekends. Meals would be prepared by the church's volunteers and funded internally by the parish. The kitchen would only be used to prepare food for the congregation and not the general public. 2. All food preparation establishments must have Seattle/King County Department of Public Health (KCDPH) final approval prior to opening or doing any food processing. Application for King County Department of Public Health (KCDPH) permit shall be required prior to receiving a building permit however KCDPH permit shall not hold up building permit approval. Final building inspection and approval shall occur after KCDPH has approved their final inspections. Show application for (KCDPH). As recommended by Mr. Johannessen, 1 contacted KCDPH and asked if the kitchen would require approval according to KCDPH policy. John Shin, Health and Environmental Investigator 111, Plan Reviewer for KCDPH, informed me that KCDPH approval would not be required and the kitchen would be exempt from an operating permit because it will be used for congregation members only. A copy of Mr. Shin's email is attached for your reference. 3. FYI: The walk-in coolers shall be under a separate mechanical permit. Kitchen hood shall also have its own separate permit as well as HVAC systems. Understood. We will file for a separate mechanical permit for the walk-in coolers, a separate mechanical permit for the Kitchen hood and also a separate mechanical permit for the HVAC systems. RECEIVED b191"0060 CITY OF TUKWILA CORRECTION JUN 06 2019 PERMIT CENTER Fire Department 1) Re -locate the fire department connection (FDC) to a location directly south of the existing fire hydrant in the same planter strip. The FDC to be a distance of 15 to 50 ft from the hydrant. The FDC has been relocated to the planter strip approximately 16.5' south of the existing fire hydrant on sheet C6. 2) The southeast portion of the building exceeds fire hydrant distance requirements from the existing hydrant shown to the northwest. I was unable to locate any other fire hydrants on the drawing. There is an existing fire hydrant in front of the existing church building approximately 210 feet to the SE corner of the Learning Center building. It is shown on the bottom of sheet C6. 3) A post indicator valve (PIV) is required. There is an existing PIV on the north side of the Learning Center Building. It is labeled on sheet C6. Therefore, no new PIV is needed. 4) The retention vault lid shall be designed to meet ladder truck outrigger point loading requirements of 45,000 lbs. The proposed infiltration detention system is not a concrete vault. It's a piping system with access manholes. These manholes are standard drainage access manholes that meet fire truck loading of 45,000 lbs. Planning Department 1. Please provide soil specification/details for the planting areas on the landscape and civil plans in conformance with the requirements of TMC 18.28. Soil specification/details for the planting areas have been added as Soil/Planting Notes to sheet L1.1 of the landscape plans and sheet C5 of the civil plans in conformance with the requirements of TMC 18.28 and TMC 18.52.070. 2. As per condition of design review approval submit plans or confirm that mechanical equipment for the Learning Center is screened from the public's view. Please see the attached drawing SK.4 MECHANICAL SCREENING, which illustrates a worst case scenario of the public's view from the far lane of S. 180th Street. This drawing shows that the HVAC units are almost entirely screened from the public's view and only a small fraction of one of the eight HVAC units would be visible from the most distant lane of S. 180t" Street. PW Department 1. Provide a completed Public Works permit fee estimate sheet (PW Bulletin A2 enclosed). (For Public Works activities to include — EROSION CONTROL, LAND ALTERING, CURB CUT REPLACEMENTS, SAWCUTTING, UTILITY TRENCHING/BACKFILL, REMOVAL AND REPLACEMENT OF SIDEWALKS, DRIVEWAYS, PAVEMENT MARKING REPLACEMENT, WATER/FIRE SERVICE CONNECTIONS, FIRE HYDRANT(S), STORM DRAINAGE, DRY UTILITY CONNECTIONS, AC REMOVAL, GREASE INTERCEPTOR, TRASH ENCLOSURE, TRAFFIC CONTROL, CHANNELIZTION, STRIPPING, CURB RAMP, AND UNDERGROUNDING OF POWER. Please see the attached Public Works permit fee estimate sheet. Sheet C6 (Drainage and Utility Plan) — (1) Provide grease interceptor sizing calculations — See standard detail SS- 14 enclosed (2) The trash enclosure is required to be covered, tied into a grease interceptor, and connected into a sanitary sewer system. (See TMC 14.30.110 Trash and Waste Receptacles — enclosed) (1) The kitchen designer will be providing the grease interceptor sizing calculations prior to its installation. Would you please accept these calculations later as a deferred submittal? (2) The drawings have been revised to irsclude roof coffered trash enclosure with a drain and pipethat connects to a grease irfterceptor prior to. discharge. o the sanitary sewer system. 2 Sheet L1.00 (Ground Level Landscape Plan) — Verify that Landscape Plan matches Civil Plan Sheet(s). 1 have verified that the Landscape Plan matches the Civil Plan Sheets. Sheet L1.02 (Ground Level Irrigation Plan) — Verify that Irrigation Plan matches Civil Plan Sheet(s). 1 have verified that the Irrigation Plan matches the Civil Plan Sheets. Please contact me if there is any additional information that I can provide or if you have any questions regarding our application. Thank you for your help with this project. Sincerely,r( j I �6 L� 1. I (Sean) John J. Hill City of Tukwila Department of Community Development May 08, 2019 SEAN HILL 55 SOUTH ATLANTIC STREET SEATTLE, WA 98134 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 19-0080 CHURCH OF THE VIETNAMESE MARTYRS - 6847 S 180 ST Dear SEAN HILL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please clarify the daily operation of the kitchen and indicate how the meals are funded. Indicate how long it is in operation. 2. All food preparation establishments must have Seattle/King County Department of Public Health (KCDPH) final approval prior to opening or doing any food processing. Application for King County Department of Public Health (KCDPH) permit shall be required prior to receiving a building permit however KCDPH permit shall not hold up building permit approval. Final building inspection and approval shall occur after KCDPH has approved their final inspections. Show application for (KCDPH). 3. FYI: The walk-in coolers shall be under a separate mechanical permit. Kitchen hood shall also have its own separate permit as well as HVAC systems. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • The following corrections refer to plan sheet C6 (Drainage and Utility Plan). 1) Re -locate the fire department connection (FDC) to a location directly south of the existing fire hydrant in the same planter strip. The FDC to be a distance of 15 to 50 ft from the hydrant. 2) The southeast portion of the building exceeds fire hydrant distance requirements from the existing hydrant shown to the northwest. I was unable to locate any other fire hydrants on the drawing. 3) A post indicator valve (PIV) is required. 4) The retention vault lid shall be designed to meet ladder truck outrigger point loading requirements of 45,000 lbs. PLANNING DEPARTMENT: Minnie Dhaliwal at 206-431-3685 if you have questions regarding these comments. • 1. Please provide soil specification/details for the planting areas on the landscape and civil plans in conformance with the requirements of TMC 18.28. 2. As per condition of design review approval submit plans or confirm that mechanical equipment for the Learning Center is screened from the public's view. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Public Works permit fee estimate sheet (PW Bulletin A2 enclosed). (For Public Works activities to include — EROSION CONTROL, LAND ALTERING, CURB CUT REPLACEMENTS, SAWCUTTING, UTILITY TRENCHINGBACKFILL, REMOVAL AND REPLACEMENT OF SIDEWALKS, DRIVEWAYS, PAVEMENT MARKING REPLACEMENT, WATER/FIRE SERVICE CONNECTIONS, FIRE HYDRANT(S), STORM DRAINAGE, DRY UTILITY CONNECTIONS, AC REMOVAL, GREASE INTERCEPTOR, TRASH ENCLOSURE, TRAFFIC CONTROL, CHANNELIZTION, STRIPPING, CURB RAMP, AND UNDERGROUNDING OF POWER. Sheet C 1 (Cover Sheet and Notes) — No comments. Sheet C2 (Removal and TESC Plan) — No comments. Sheet C3 (TESC Details) — No comments. Sheet C4 (Paving and Grading Plan — 1) — No comments. Sheet C5 (Paving and Grading Plan — 2) — No comments. Sheet C6 (Drainage and Utility Plan) — (1) Provide grease interceptor sizing calculations — See standard detail SS- 14 enclosed (2) The trash enclosure is required to be covered, tied into a grease interceptor, and connected into a sanitary sewer system. (See TMC 14.30.110 Trash and Waste Receptacles — enclosed) Sheet C7 (Infiltration System Details) — No comments. Sheet C8 (Stormfilter Treatment and Standard Details) — No comments. Sheet C9 (Sections and Details - 1) — No comments. Sheet C10 (Sections and Details - 2) — No comments. Sheet C 11 (Standard Details) — No comments. Sheet L 1.00 (Ground Level Landscape Plan) — Verify that Landscape Plan matches Civil Plan Sheet(s). Sheet L1.02 (Ground Level Irrigation Plan) — Verify that Irrigation Plan matches Civil Plan Sheet(s). 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 NOTE: If you need assistai...,; in locating a backflow in the field (and/or) haves questions regarding backflow testing, please contact Todd Reedy, Water Quality Specialist, Tukwila Water Department — Minkler Shops, directly at (206) 571-6309. Todd.Reedy@TuwilaWA.gov Public Works contacts for utility information: Ryan Larson, P.E. (Senior Program Manager — Surface Water) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@tukwilawa.gov Scott Bates (Traffic Engineering Coordinator) City of Tukwila Public Works Department (206) 431-2193 scott.bates@tukwilawa.gov Public Works contact for surface water information Ryan Larson, P.E. (Senior Program Manager - Surface Water) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@tukwilawa.gov Public Works contact for sanitary sewer & water information. Pat Brodin, P.E. (Development Manager) City of Tukwila Public Works Department (206) 431-2441 pat.brodin@tukwilawa.gov Public Works contact for NPDES information. Greg Villanueva (NPDES Coordinator) 6300 Southcenter Boulevard Tukwila, WA 98188-.2544 206-431-2442 Office / 206-571-6321 Ce11 greg.villanueva@tukwilawa.gov Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0080 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton D April 12, 2019 File No. 262019.005/00501 DE O�MO N Ty Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets nET-15337.1VED submitted in place of individual new and revised sheets. CITY OF TUKWILA b. Two complete full-sized sets of updated structural drawings. APR 1 8 2019 c. Three copies of supplemental structural calculations. d. Two copies of geotechnical report. PERMIT CENTER The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, 1705.6, and 1705.9. A table of the required inspections is provided in the General Structural Notes on Sheet S0.01. The following is a summary of the required geotechnical special inspections and tests based on a review of the structural drawings and the geotechnical report. This comment does not require a response by the applicant. a. Site excavation and grading. b. Monitoring of movements of adjacent structures. c. Underpinning of adjacent structures. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Departtnent of Community Development April 12, 2019 File No. 262019.005/00501 Page 2 d. Overexcavation for placement of structural fill, where applicable. e. Groundwater monitoring and construction dewatering, where applicable. f. Installation of helical pile foundations. See also IBC Section 1705.9. g. Placement of structural fill and soil compaction at the slab -on -grade floors. h. Verification of soil -bearing capacity at the building footings. i. Installation of underslab drainage system, where applicable. j. Installation of perimeter subsurface drainage system. k. Placement and compaction of perimeter backfill. 2. Section 2.0 of -the geotechnical report indicates that the geotechnical recommendations are preliminary and based on "similar construction". A letter from the geotechnical engineer should be submitted indicating that the final plans for the foundation design have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. Structural General 1. Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705. A table of the required inspections is provided in the General Structural Notes on Sheet S0.01. This comment does not require a response by the applicant. 2. The Concrete Fabrication table on Sheet S0.00 specifies a concrete strength of 3,000 psi. The project appears to have concrete elements exposed to freezing and thawing cycles, which qualifies as Class F2 concrete per ACI 318-14 Table 19.3.1.1. Per ACI 318-14 Table 19.3.2.1, the minimum concrete strength for Class F2 concrete is 4,500 psi. The minimum concrete strength on Sheet S0.00 should be revised. See IBC Section 1901.2 3. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheets S0.00 and S0.01: a. Design drawings for hold-down systems at wood -framed shear walls. b. Design drawings for attachment of mechanical and electrical components to Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 3 the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. c. Design drawings for helical piers. d. Design drawings for prefabricated metal -plate -connected wood trusses. e. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. Loads: 4. The snow load design data in the section of the structural notes on design loads, Sheet S0.00, should be revised by also specifying the ground snow load, Pg; flat - roof snow load, Pi; snow exposure factor, Ce; thermal factor, Cr; snow importance factor, IS; drift surcharge loads(s), Pd; and width of snow drift(s), w. See IBC Section 1603.1.3. Concrete: 5. The specified compressive strength, f',, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member, and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S0.00, should be revised by specifying f', for structural strength and the exposure classes for durability. We recommend a table listing f', and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and ACI 318-14 Sections 19.2.1.1 and 19.3.1.1. See www.nrmca.org/P2P for further information. Note that ACI 318-14 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." 6. For structures assigned to Seismic Design Category D, E, or F, a statement shall be included in the construction documents if slab on grade is designed as a structural diaphragm. See IBC Section 1901.5, Note 11. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 4 Wood: 7. A note should be added to the section of the structural notes on wood, Sheet S0.00, stating that fasteners installed for preservative -treated wood shall be hot - dip zinc -coated galvanized with a minimum coating weight complying with ASTM A 153. Fasteners other than nails, wood screws, and lag screws are permitted to be mechanically deposited zinc -coated with coating weights complying with ASTM B 695, Class 55 minimum. Plain carbon steel fasteners in wood preservative -treated with SBX/DOT or zinc borate are not required to be galvanized. See IBC Sections 2304.10.5 and 2304.10.5.1. 8. Special inspection is required for the fabrication of metal -plate -connected wood trusses on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on metal -plate -connected wood trusses, Sheet S0.00, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the trusses at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.1, 2303.4.6, and 2303.4.7. Foundation 9. Structural calculations provided for footings on pages 38 through 44 indicate that the footings are designed with allowable bearing pressure of 2,500 psf. However, geotechnical report page 12 indicates that "the bearing capacity may only be used for retaining walls not associated with the building." Clarification should be provided for the design of the footings. The design of footings may need to be revised. See IBC Sections 1604.1, 1613.1, 1808.1 and 18010.1. 10. The loadings for the design of the grade beams should be clarified. See IBC Sections 1604.1, 1808.1, and 1906.1. 11. Structural calculations for the design of foundations for the wood shear walls do not appear to be provided. Structural design substantiating the design of grade beams and piles along the shear walls should be provided for review. See IBC Sections 1604.1, 1613.1, and 1810.1. 12. Structural calculations for the design of slab on grade as shown on Sheet S 1.00 should be provided for review. See IBC Sections 1604.1 and 1810.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 5 13. Structural calculations for the design of foundations PF4.0 and PF 3.0, as shown on Sheet S1.00 and Details 102, 103 and 105 on Sheet S2.00, do not appear to be provided for review. Structural calculations substantiating the design of the foundation should be provided for review. See IBC Sections 1604.1, 1613.1, and 1810.1. 14. Continuing the comment immediately above, footings marked "PF3.0" along Grid 8 appear to be doweled into existing footings per Detail 105/S2.00. However, the design intent of the footings is unclear. Substantiating data should be provided to clarify the design of these footings should be provided for review. See IBC Sections 1604.1, 1613.1, and 1810.1. Vertical 15. Sheet A2.1 indicates columns along Grids 6/E and 6/F are being demolished. Substantiating documentation should be provided that the removal of the columns do not weaken the capacity of the gravity systems of the building. See IBC Section 107.1 and IEBC Chapters 30.1.1. 16. Sheet S 1.01 and Details 208 and 209 on Sheet S2.10 indicate pre-engineered wood trusses connected to the existing precast concrete. Structural calculations substantiating the design of those connections should be provided for review. See IBC Sections 107.1 and 1604.1 and ACI 318-14 Chapter 17. 17. Page 10 of the structural calculations appears to indicate that the wind design is based on wind speed of 68 mph. Per Figure 26.5-1B of ASCE 7-10, the basic wind speed for Risk Category III building should be designed for wind speed of 115 mph. Clarification for the derivation of wind loading on the building should be provided. See IBC Sections 1604.1 and 1609.1 and ASCE 7-10 Chapter 26.1.1. 18. The structural calculations do not appear to include sufficient documentation for the gravity analysis. See IBC Sections 1604.1, 1604.2, and 1604.4. Additional documentation substantiating the gravity design should be submitted for review. The documentation should include, but not be limited to: a. Header 01 on structural calculations pages 18 and 19 should be identified on the key plan shown on page 1. b. Provide calculations for the glulam beams between Grid D to E and 4 to 8 on Sheet 1.01. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 6 c. Provide calculations for header beams identified as H 1, H2, H3, and H4 on Sheet S 1.01. d. Provide calculations for the beams supporting pre-engineered trusses along Grid 8. e. Provide calculations for the beams supporting roof top mechanical units. f. Provide calculations for the columns along Grids 5 and 7. g. Provide structural calculations for the design of wood beam to existing concrete connection as shown on Detail 214/S2.11. 19. Calculations should be provided substantiating the wind load used for the out -of - plane wall forces for the exterior stud walls. See IBC section 1604.4 and 1609.1.1. Lateral 20. The addition to the existing building should comply with IEC 301.1. The compliance method selected for the project should be specified in the General Notes Sheet S0.00. See IEBC Chapters 301.1.1, 301.1.2, and 301.1.3. 21. Sheet S0.00 and pages 55 through 70 of the structural calculations indicate that the lateral -force -resisting systems (LFRS) of the addition is designed with response modification factors, R, of 3.5, 4.0 and 6.5 for building systems with intermediate concrete masonry unit (CMU) walls, intermediate precast concrete walls and light -frame wood shear walls, respectively. The following comments should be addressed: a. A key plan should be submitted clarifying the use of R along each principal direction of the LFRS. See IBC Section 107.1 and 1613.1. b. Substantiating documentation should be provided to demonstrate that the existing precast concrete walls are designed and reinforcement details comply with the requirements of ACI 318-14 Section 18.10. c. Substantiating documentation should be provided to demonstrate that the existing CMU walls are designed and reinforcement details comply with the requirements of MSJC-13 Chapters 7.4.3 and 7.4.4. 22. The structure addition is attached to the existing building, and the portion of lateral force from the addition appears to be resisted by the existing LFRS. For example, CMU walls along Grids B, C, and 5 and precast concrete walls along Grid D. Substantiating data such as additional structural calculations should be provided to demonstrate that the LFRS of the existing building has adequate Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 7 capacity to resist additional loading from the added structure. See IBC Sections 107.1 and 1613.1. 23. Sheets A2.1, S1.0, and Detail 034/SO.10 appear to indicate that several existing precast concrete walls and CMU walls are saw cut to make new openings. For example, walls along Grids B, D, G, 1, and 8. These precast concrete walls and CMU walls appear to be a part of the LFRS of the existing building. Supplementary LFRSs do not appear to be provided along the precast walls that are altered. Substantiating documentation should be provided to demonstrate that the alteration of the existing precast concrete walls does not create a substantial alteration of the existing building's LFRS. See IBC Section 107.1 and IEBC Chapter 301.1.4. 24. The LFRS for the high roof over framing shown on Sheet S 1.01 and 3/S2.10 is unclear. Substantiating structural calculations and drawings for the design of the LFRS of the high roof should be provided for review. See IBC Sections 107.1, 1604.1, and 1613.1. 25. The structural calculations do not appear to include documentation for the design of the wood diaphragms per IBC Section 2305 and AF&PA SDPWS-08 Section 4.2.5. Documentation substantiating the design of the diaphragms should be submitted for review. The documentation should include, but not be limited to, diaphragm forces along each line of shear wall, lengths of diaphragm attachments to collectors and lateral -force -resisting elements, resulting diaphragm stress demands, and collector design and collector force transfer to wood shear walls below. Provide additional information as needed to substantiate the design. 26. Continuing the comment immediately above, Sheet S1.01 indicates diaphragm blocking at a portion of the existing building. Structural calculations substantiating the design of the existing diaphragm strengthening analysis should be provided for review. See IBC Section 107.1, 1604.1, and 1613.1. The structural design appears to be substantially incomplete and to contain multiple deficiencies. A thorough review of the submittal documents has been performed to assist the applicant in completing the design. Additional comments may be provided pending review of resubmittal documents. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 12, 2019 File No. 262019.005/00501 Page 8 complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as it relates they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. vt-o1 )2ttivavcc, Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R01.docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director March 7, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 Church of the Vietnamese Martyrs — 6847 S 180 St Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0055 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 01/13/21 PROJECT NAME: Church of the Vietnamese Martyrs SITE ADDRESS: 6847 S 180th St Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 to X Revision # 4 after Permit Issued DEPARTMENTS: ,Ls L Building Division Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/14/21 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 03/11/21 n Fire Fees Apply Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 12/14/2020 PROJECT NAME: Church of the Vietnamese Mart rs SITE ADDRESS: 6847 S 180th St Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 4 after Permit Issued DEPARTMENTS: 5 CoM \ - 0.0 e-6 Building Division Public Works p & /7/d2l 112 Fire Prevention Structural oi Planning Division [ i ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 12/15/20 Structural Review Required DATE: 111 APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required 111 (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 02/09/21 Fire Fees Apply Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 03/12/2020 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Deferred Submittal # 3 after Permit Issued DEPARTMENTS: WA\ 401A3 ui ding Division Public Works n PRELIMINARY REVIEW: Not Applicable (no approval/review required) Fire Prevention Planning Division Permit Coordinator DATE: 03/17/2020 n r Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Denied (ie: Zoning Issues) (corrections entered in Reviews) Approved with Conditions DUE DATE: 04/28/2020 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 • PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 01/30/2€, 20 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 5180 ST Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Apo 00 AtigimM �fl '1� ) Building Division Fire Prevention Planning Division ta Public Works Structural n �20 Permit Coordinator go PRELIMINARY REVIEW: DATE: 02/04/20 Not Applicable n Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) DUE DATE: 03/17/_20 Approved with Conditions n Fire Fees Apply Denied (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 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 01/08/2020 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: ui ung i usion Public Works n Fire Prevention Structural IIP Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 01/09/2020 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 02/20/2020 Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT GCM) COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 11/21/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Deferred Submittal # 2 after Permit Issued DEPARTMENTS: Building Division • Public Works Fire Prevention Plift Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 11/26/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/24/19 Approved Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 ?ERM!T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 11/14/2019 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180TH ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division ❑ 10% Works Fire Prevention Structural PIanning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/19/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/17/2019 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (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 PERRI COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 11/06/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180TH ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Deferred Submittal # 1 after Permit Issued DEPARTMENTS: A-3- AY Building Division Public Works Fire Prevention ❑ Planning Division AT i - , Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/07/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/05/2019 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (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 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 06/06/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: trio-17 Building Division rrt MA) c. Public Works 4-141 Fire Prevention Structural GoCLS'-( \roc) p,x, Planning Division ir Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 06/11/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 07/09/19 Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0080 DATE: 03/06/19 PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS SITE ADDRESS: 6847 S 180 ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: �-T Coy Building Division kri‘ Cori Public Works Structural Cif 14'�'! iI ire Prevention : s-3'!7 Planning Division Permit Coordinator AN PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 03/07/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/04/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: vie Departments issued corrections: Bldg Fire Ping PW Staff Initials: 12/18/2013 110 PROJECT NAME: attecLet&ifEALs_Kviii3PERMIT NO: b1-00 80 SITE ADDRESS: (o Oh S l 'o Sq- ORIGINAL ISSUE DATE: 94.1. 9 DEFERRED SUBMITTAL LOG SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 ll-lo-49 F-A- Sum ry of Revision: .1,12 v 6461,1 j 1p b Culw j o-h Received by: a D 1.tn. %1 (please print SUBMITTAL NO. DATE RECEIVED STAFF INITIIALS ISSUED DATE STAFF INITIALS 2 I 1 Summary of Revision: ,g "Tv \dS 14A4V V Sped P(41- j thi. Received by: G /t ' u-/CI1V (please p ht) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE 3 1)-2.0 Summary of Revision: p d; 4-i ay* roe.!- --w41 020 4PSi �+^ vWe' vrii9V4-44) Received by: MID - I°1 (please print) STAFF IN�I�jIALS I�IL- :. SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1/ /d1/I0P0 •4.0 Summary of Revision: �� , � �(� �i�ti S!�'cc S -t— r 4X e - --Wu' F/ er strtp Received by: , (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: • Recei'ved by: (please print) PROJECT NAME: SITE ADDRESS: (D0147 C (00 S t- PERMIT NO: bi,q,00 go 3 ORIGINAL ISSUE DATE: -- (p-1 y' REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS !— H--l/4 FA-L- !11D-7lIy l,r,) Summary of Revision: 0 Et/S Ld Q s' w.— L i ,, Received by: ing REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIS Summary of Revision: `%�-, iv coye, r i_. , Received by: C L7 ' Y /NI k.E iN I (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE 3 -Z0- 20 ?-0 STAFF INITIALS Summary of Re ision: INtrY $yNs 'IG4A- retti.)1 , at Received by: (please print) REVISION NO. DATE RECEIVED 3 STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: . l Received by: (please print) wq� City of Tukwila yi Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: ci.tukwila.wa.us VISION SUBMITTA Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01/13/21 Plan Check/Permit Number: D 19-0080 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 to Revision # 4 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S 180th St Contact Person: Sean Hill Phone Number: 206-682-7525 RECEIVED CITY OF TUKWILA JAN 1 3 2021 PERMIT CENTER Summary of Revision: No formal corrections submitted. Applicant spoke with Lee Sipe and Lee approved plan. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ® Entered in TRAKiT on 01/22/21 LW \applications\forms-applications on Tine\revision submittal Created: 8-13-2004 Revised: 7-2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 12/10/20 Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # V Response to Correction Letter # Revision # LI after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S. 180th St. Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: ALL TO SHEET C4 - PAVING AND GRADING PLAN: Relocated ADA Parking Spaces and Reduced number of ADA Spaces from 6 to 5 Increased width of Planter Strip by Approx. 2' Increased planter width at tree to protect roots and eliminated 2 parking spaces there Sheet Number(s): C4 CPAIS V2 J $ Zo "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: IN.14 ) Entered in TRAKiT on la l 0001-6 W:\Permit Center\ Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on Date: 3/12/20 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 11115 Deferred Submittal # Project Name: Church of the Vietnamese Martyrs Project Address: Contact Person: 6847 S. 180th St. Sean Hill Phone Number: 206 682 7525 Summary of Revision: This deferred submittal is to provide additional information for roof truss design only. RECEIVED CITY OF TUKWILA MAR 12 2020 PERMIT CENTER (2) 11" x 17" drawings, no clouds Sheet Number(s): (2) Sets of 8 1/2" x 11" drawings, 38 pages each set, no clouds "Cloud" or highlight all areas of revision including date of revision vpif, W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 1/3012020 Date: Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # v❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Church of the Vietnamese Martyrs - Learning Center RECEIVED CITY OF TUKWILA JAN 30 2020 PERMIT CENTER Project Address: Contact Person: 6847 S. 180th St. Sean Hill Phone Number: 206 682 7525 Summary of Revision: ARCHITECTURAL DRAWINGS Changes have been made to the architectural drawings as requested by the buildings owner. Most of the changes are proposed in order to reduce the cost of construction. The primary changes are the following: •EClassrooms 16 and 17 have become Multipurpose Room 16. •lCorridor 107' has shifted to the left to expand Multipurpose Room 16. 'Some additional classroom partition walls have moved •IThe Reflected Ceiling Plan has changed to show soffits for beams which will now be framed "dropped" instead of "flush". 'Some roofs are now showing 6" of Rigid Insulation above the roof sheathing instead of Fiberglass Batts in the attic space. Please see the attached letter for a full list of the changes that have been made. The changes have been clouded on the drawings with a revision marker #1. The sheets with changes have been dated 1/29/20. Sheet Number(s)• A0.1, A2.0, A2.1, A2.2, A2.3, A2.4, A2.5, A3.1, A4.1, A5.1, A5.2, A5.3, A5.4, A6.1, A6.2, A6.3, A6.4, A7.4, A8.1, A9.1, A10. "Cloud" or highlight all areas of revision including date of reviion Received at the City of Tukwila Permit Center by: --Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Date: 1/8/2020 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # v❑ Response to Correction Letter # Revision # Z. after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # RECEIVED CITY OF TUKWILA JAN 0 0 2020 PERMIT CENTER Project Name: Church of the Vietnamese Martyrs - Learning Center Project Address: 6847 S. 180 St. Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: Value engineering changes to the Structural Drawings, primarily lowering the (2) steel beams along grid lines E and F so that they are "dropped" rather than "flush" framing conditions. Existing footings will be used along gridlines E and F with approval of the geotechnical engineer. Details were adjusted according to the above mentioned changes. A complete summary of the changes has been provided by the structural engineer in the attached narrative. Included: (2) Sets of Structural Drawings (2) Sets of Calculations Sheet Number(s): S0.10, S0.12, S1.00, S1.01, S2.00, S2.11 "Cloud" or highlight all areas of revision including date of r �viis�io�;nn Received at the City of Tukwila Permit Center by: /V U/ J(i ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 •" City of Tukwila Department of Community Development January 12, 2021 SEAN HILL 55 SOUTH ATLANTIC STREET - SUITE 301 SEATTLE, WA 98134 RE: Correction Letter # 1 to Revision #4 DEVELOPMENT Permit Application Number D 19-0080 CHURCH OF THE VIETNAMESE MARTYRS - 6847 S 180TH ST Dear SEAN HILL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Lee Sipe at (206)-431-3656 if you have questions regarding these comments. • Accessible parking requires 1 per 25 regular space. Total 127 space require 6 accessible spaces, minimum. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7184. Sincerely, Laurie Werle Permit Technician File No. D19-0080 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING March 23, 2020 File No. 262019.005/00522 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #3 RECEIVED MAR 2 6 2020 Community Development Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the manufacturer's Roof Truss calculations and drawing dated March 10, 2020. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. We have no comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 41-,14.p( )21,/twtz- Sabina S. Surana, P.E. Corbin M. Hammer, P.E., S.E. Project Engineer Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R22.docx\sss ALASKA CALIFORNIA WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 425 741-3800 1 www.reidmiddleton.com City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director March 18, 2020 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0080 — Deferred Submittal #3 (Roof Truss Design) Church of the Vietnamese Martyrs — 6847 S 180th St Dear Mr. Swanson, Please review the enclosed set of documents for structural compliance with the 2015 International Building Code. Your company did the initial review of this permit for us earlier this year. As always, once all items have been reviewed and deemed correct, please provide two approved sets of documents with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0080 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING February 27, 2020 File No. 262019.005/00511 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Church of the Vietnamese Martyrs (D19-0080) — Revision #2 Dear Mr. Hight: RECEIVED FEB 2 81020 Community Development We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. This is a structural revision to the original project submittal (Permit # D19-0080). Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. r-il"4 VIA )2(miliwt.&_ Sabina S. Surana, P.E. Project Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R11a.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer ALASKA I CALIFORNIA WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 1 425 741-3800 1 www.reidmiddleton.com Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING December 5, 2019 File No. 262019.005/00521 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED DEC 09 2019 Community Development Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #2 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the manufacturer's Roof Truss calculations dated November 8, 2019. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. We have no comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R21.docx\sss ALASKA 1 CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 1 425 741-3800 1 www.reidmiddleton.com Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING December 5, 2019 File No. 262019.005/00520 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED DEC 09 2019 Community Development Subject: Building Permit Plan Review — First Submittal Church of the Vietnamese Martyrs (D19-0080) — Deferred Submittal #1 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D19-0080). Our work consisted of the review of the helical pile design and calculations dated September 6, 2019. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. The permit applicant has responded successfully to our comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Kra Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Sean Hill, Broderick Architects (by e-mail) Dana Hennis, Lochsa Engineering (by e-mail) Kevin Broderick, Broderick Architects (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19 005R20.docx\sss ALASKA CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 I 425 741-3800 I www.reidmiddleton.com City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11 /21 /19 Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner V Deferred Submittal # 2. Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S. 180 St. Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: There is no change to original design or permit drawings. This deferred submittal is to provide additional information for roof truss design. REC CITY OF TUKWILA PERMIT CENTER Sheet Number(s): (2) Sets of 8 1/2 x 11 drawings, 10 pages each set, no clouds "Cloud" or highlight all areas of revision includi date of rev'si Received at the City of Tukwila Permit Center by: [Entered in TRAKiT on 11-1 "( 7 W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /// ev/t ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Plan Check/Permit Number: Revision # / after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: bl 9'-QOgo I// S , 4t 14Mg- A4P- ien 7,6•42 ` % -- Project Address: C e / Contact Person: !—�^ j' C! Phone Number: etQ6;› 1/44. Summary of Revision: 4F A cO A16-0 5/`Csf g'Gv66 e,iV-6 • *-An/De o A- c.Qc.c_-DU i " /+ '_ /lei-7l09 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision j\\\E\e MO. 0\\06\i\ I V1 W:\Permit Center\Templates \Forrs\Revision Submittal Forr.:.doc Revised: August 2015 Date: 11/5/19 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0080 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued V❑ Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # I Project Name: Church of the Vietnamese Martyrs Project Address: 6847 S. 180 St. RECEIVED CITY OFTUKWILA NOV 0 5 2019 PERMIT CENTER Contact Person: Sean Hill Phone Number: 206 682 7525 Summary of Revision: There is no change to original design or permit drawings. This deferred submittal is to provide additional information for helical pile design and calculations. Sheet Number(s): 2 sets submitted (cover page and 9 additional pages) "Cloud" or highlight all areas of revision including date of reev�is�io Received at the City of Tukwila Permit Center by:P(147 ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Received at the City of Tukwila Permit Center by: Entered in TRAKiT on City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6/6/19 Plan Check/Permit Number: D 19-0080 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1. ❑ Revision # after Permit is Issued RECEIVED ❑ Revision requested by a City Building inspector or Plans Examiner CITY OF TUKWILA ❑ Deferred Submittal # JUN 0 6 2019 Project Name: Church of the Vietnamese Martyrs Project Address: 5847 S 180 St Contact Person: Sean Hill PERMIT CENTER Phone Number: 206 682 7525 Summary of Revision: Sheet C2 - Sawcutting is shown for Trash Enclosure Drain and New FDC Location Sheet C4 - New Concrete and Pavement is shown for Trash Enclosure Drain and New FDC Location Sheet C5 - Soil/Planting Notes Added Sheet C6 - FDC Relocated, Trash Enclosure Notes Added Sheet L1.1 - Soil/Planting and Irrigation Notes Added Also Enclosed: Email from Health Department, SK.4 Mechanical Equipment Screening Drawing Public Works Estimate Sheet, Response Letter from Broderick Architects Please see the attached letter from Broderick Architects for more information about Revisions. Mr. Dave McPherson informed us that he does not require the drawings to be clouded. Sheet Number(s): C2, C4, C5, C6, L1.1, SK.4 "Cloud" or highlight all areas of revision includin date of ev''ion (17.-\ C'Users%..bill-rd)esktop'Revision Submittal Form doc Revised August 2015 Non -Residential Sewei Jse Certification Sewage Treatment Capacity Charge To be completed for all new sewer connections, reconnections or change of use of existing connections. Please Print or Type 6847 S. 180th Street Property Street Address Tukwila WA 98188 City State ZIP Vietnamese Martyrs Parish Owner's Name 6841 S. 180th Street Owner's Mailing Address Tukwila WA 98188 City 253 951 6449 State ZIP Owner's Phone Number including Area Code 206 682 7525 Property Contact Phone Number including Area Code Party to be Billed (if different from owner) Address City State ZIP A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtub and Shower 4 4 Shower, per head 2 2 Dishwasher 2 2 1 2 Drinking fountain (each head) 1 .5 Hose bibb (interior) 2.5 2.5 3 7.5 Clothes washer or laundry tub 4 2 Sink, bar or lavatory 2 1 4 4 Sink, Clinic flushing 8 8 Sink, kitchen 3 2 2 4 Sink, other (service) 3 1.5 1 1.5 Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 Urinal, flush valve, >1 GPF 6 2 Water closet, tank or valve, 1.6 GPF 6 3 2 6 Water closet, tank or valve, >1.6 GPF 8 4 Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total Fixture Units 20 1.25 RCE 25 1141 King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate Property Tax ID # 362304-9079 Subdivision Name Subdiv. # Building Name (if applicable) City or Sewer District Date of Connection Side Sewer Permit # Lot # Block # Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ® Yes 0 No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date Type of structure demolishedINTERIOR WALLS AND PLUMBING Request to apply demolition credit to multiple structures? ❑ Yes ❑ No B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility/Process: KITCHEN STEAMER RECEIVED CITY OF TUKWILA Estimated Wastewater Discharge: 2 Gallons/days Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE PERMIT CENTEF MAR 06 2019 Total Discharge (gal/day) _ 01 RCE 187 C. Total Residential Customer Equivalents: (add A & B) A 1.25 +B .01 1.26 Total RCE Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206-477-5516. I understand that the information given is correct. I understand that the capacity charge levied will be based on this information. I understand that any deviation may result in a revised capacity charge. 6 L,9/i. Z) Date 3/4/2019 Signature of Owner/Representative Print Name of Owner/Representative (Sean) John J. Hill SewC 0(R816) 1610_6969w_nonres_sewer_cap_chg_105e.indd White — King County Yellow — Local Sewer Agency CITY OF TUKWILA, Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplan@ci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: D(g-00E-0 STATE OF WASHINGTON') ) ss. COUNTY OF KING T-{-1 ,4 lV - j 1)4 ro , states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number /3, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner/Owner's Agent* Signed and sworn to before me this (r,' day of J10)(2St- , 20/ / cd'i-2 NODARY PUBLIC }n and for the State of Washington I?( Residing at , County Name as commissioned: My commission expires: 05h-c1I 9_2 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; > 1. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; , , , ' 18. An entity who holds'a valid electricalrcontiactor's license under chapter 108RCW that'employs a:certified journeyman electrician, a cer ified'resideritial specialty electrician, or an electrical trainee meeting the requirements of chapter i9:28 RCW to perform plumbing work that is incidentally, directly; arid immediately appropriate to the like-in-kirid,feplacemerit of a household appliance or other small householdiitilization equipment that requires limited electric power'and limited waste and/or water connections. An'�eleetrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. These plans have been reviewed by the Public 127 SPACES TOTAL Works Department for conformance with current City standards. Acceptance is subject to errors 5 ACCESSIBLE SPACES omissions mii.crds h do net authorize violations of I� \ adopted scan or ordinances. The responsibility for the sdeqcy of the design rests totally with the --- - 1 \ designer. Additions; deletions or revisions to these drawings after this date will void this acceptance -� and will require a\resubmittal of revised drawings _ - \ for subsequent approval - \ Final acceptance is siiblect to field inspection by F- \ the Public Works utilities inspector. CENTERLWE OF SOUTH 180TH ST''- -^ ---'-- - - - -` `\Date: (Z i� \\ By _ C( _ YELLOW TRAFFIC TURTLES \\ - - W ' - �J - - - ASPH ' S. 180TH S'T,REET z _- WHITE TRr?FPCTUPTLES `, 12' x 12' ASE ENT UTILITY �+-L \ \ R C. No. 7509120404 -tom I ASPH `, - R NAL z \ w ( _ S OP B7�R _..... -_ . c __� =ar = _ -_ --��\i --i .�'� _ �• i - `' _ -- - _ -- _ _ _ _ _ ._,--G- - d _- \, \ CONE. BRIDGE \ -- -- ----- -?' c �_ _-`--�°.%-- �-���------ RocKERr---'t,A1aD;raw`----------------�-'_-_ -----� RIVER PROTECTION- �' 1- r an - di --a _�__ L, (( `� -� - - -- - - EASEMENT REC. #5769890 ".� I R-7-3:5' ,� , Y \ EC_ �:ONC.�\ CA8INE.YI jC1/SL'� cA� bV CONE SIDNALK m 8.5' \; ) i'„�1t Se 12 cP s - SD � / - -i- -- -- -- - - - I I / - - o}' i4..DE� FILE COPY Ih 1 I so W'� ;sn r<..:.,= ss �; a - 7 SD - So 6 CP SD -sl / ': a' \ i a 1� i �, + Pdo. fl } I -o so - SD sD- n -1» - sD -- s -C� 1 I Q.. G. o p `, i 1 ' - 9,r-.^ - ,1 - y 1 approval is subyeet ------ to errors o - I' 4:-'--.-r- kt' ' ASPH CANOPY N/ 1.;' Plan revow .'.I . . �"..ST, ?l Nt W Y/ - Y ("1 i r ;r. y .: L�1Cf CFiLiY-'INS I `, 'I , omisarona Approval of construction _ Ecc - W1.T- t { - R) w / 1, :;r-r s el , \ I m I I not outhorize the vloiaaon otuannyy atiop� or I DEC r a .' - 1� -- _--�-',-- w n ' , , 1 ordinance- Receipt of avorovetl Fielo Cop and r' PLANTER-- vr I . W - 1 1 ' , 0 4 .1 r W o lM1 ° .,. - _----- ------ 9 ..==__� Y - - - 4r -- it - - - :.1 '� t I WntliUpns K aCknpY/1@tlQap: r -- A BUILDING I/ z FD m t O \ I _ I' etO: d j I I -) O' �1 ACCESS WFlLL MOUNTED PIV 2:q p -4, C ,VC . (/ '+,,t Sy..'Cii ofT W $EL1Ti1;•IT-Y-- SEME` TW - n' '1yJ. ,+I;-("('YP,) BUILDING HEIGHT 13.8' jv �M�rm,.m� I C: .:I` 2FIj \I 'I' I', , ' I'I 'il BUILDING DIVISION RECr O. 7 10806, 9 I FN Q ;i /� AT THIS LOCATION m`� M'PQI _-� I� ) �I V PLANTER t' 1 f r5LANFER `� ; ACCESS �' I 1. o BUILDING l, " �Ec ' i ���J ARD� 125' LEVEE w I L� j I S a v ER }- ( (Tyf,� BUFFER LINE .:l 4.,U CSP J. I+ a �1° x � 1 i GAPE 6647 SOUTH 180TH sr �' 8j'UEC 4 L�" PARCEL NO.:362J04-9079 `S` D a I 3L�sTER 1 i i STRIP LEARNING CENTER ROOF -COVERED ASPH ,tt ~ �,\'' 1 T� ASPH { ) \i 1 V TRASH/RECYCLING p ......... I° EX. BUILDING TO REMAIN ENCLOSURE a \';`' BRfC)( COLUMNS (TYP.)', COVERt' CONCRETE PAD -_ ° it \'• ` A FFE=30.00'afd wgfiE, t1 i 18"DE wI CU TER oil. V✓ALKWAY BUILDING I � i. r-""" I o I I ACCESS 17.5 C ' S .1�,. I I � � a 'i: ,'1�': '- ❑ 1-1 (AI .. ..... .. - _... - ' � {-�P� � \10b RRGP`E�,1�ur, It�N6' 11 of I I 25vcXL25FQFzgUND W4 DF_C f �I 101CAP" COrJC ? ci c� 't T ' P I ) r5 , ELErJYSTEfvp,EA}SEMEN f / / / y > \ LISTER 18"DEC REG.-N0-80-12020782- nPIANTER i 1 ❑ ❑ ❑ ❑ ❑ n -� }I LEARNING �ENTE T A$DtTi V, o v •.aE' `5`' ,�`,'' `+v �w1rlS i N I {TYP) ECC I- I FG=29.96 FG=29.5i11 FG=219.41 / TIFG-29.49 FG=29.46 / FG=29.23 FG=29.70 I I RB FLUSH E-. I q I ;'^ FG=29.45 - FG=29.5 1 FF'' c Q o ` FG-29.29 i .:;.1' f \-FG=293 I i , FG=29.85 FG=29.09 _ n w / I 1 JPAVEMENT x7 LAI DSChPErISLAN 1 FG-30.00 \, ° I F. 4 l` I FGr-r29.391 31. 26' 11 m c I, r - i J�J / t P"c�^s 7 ' + 1 h FG=29.21 J;;:;`:f TYP � ' 23 10 } ) [(� ( ) TOC=29 8 FG= .47 ° �'' l I FG=29.20 FG=29.36 (TYP) , , \' i M t< 29.72 FG=29.38 I i jl o` ''+,,`,', o =29.27 FG=29.38 1 \I µ ` 1 , 1. - o i "LOW LIItITED �t , , c_ _ - „� I : .. .. :..'... �)->'so ,.; �..',a'� s•:.- a:-J o'.. ,ti.',-._ `:rft;c 1 ,� n R, 1 `+,+` s"•rs'n', �j -- 1 b ; Fi OC 29.67 .. i T J r z ( a I i Mi FG-29.22 E Q." I - 1 l ''Q r 'o /. i - 2 / 4 , ` r ry Q FG=29.10- _ G=29.07-\ 100+0 f �I of M SPERRY141�+91.66 ~ , PARKINS oyTt-100+Ob ( FG=29.00- FG=29.00 30"DECo I , , OC=29.43 o i xl 1 IFG=28.9350.Q0e 1 / l (TYP) s "e s / ® .Ir NEAT S C T LINE si p� LEGI•.�I D PROPERTY LINE -------- RIGHTOFWAYLINE - - RIGHT OF WAY CENTERLINE --------- - ------------ REFERENCE SHEET NO, C4 SHEET 4 OF SHEETS EXISTING EASEMENT LINE --------- ADJACENT PROPERTY LINE - -- - - LEVEE SETBACK LINE Wz,/ --------- ROOF OVERHANG < �-- SAWCUT LINE LW 00 4" CONCRETE PAVEMENT M OVER 3" CSBC ? - i PROPOSED BUILDING STRUCTURE t Q V Q Z 0 2" GRIND & OVERLAY V0 LJ U J 3" CLASS B ASPHALT PAVEMENT I j� /� OVER 6" CSBC V ~ CONCRETE PAVEMENT (PAVER) z CO > W < AI PROPERTY CORNER > ONSTRUCTION NOTES 10' WIDE PEDESTRIAN PATH CROSS WALK STRIPING p11 1T A WASNINcr PER DETAIL 14 ON SHEET C9�p4 2 SINGLE DIRECTION CURB RAMP PER DETAIL 10 ON SHEET C10 03 6' WIDE PEDESTRIAN PATH CROSS WALK (PAVER) 2-08- A� �e42815Q0 �Q PER DETAIL 17 ON SHEET C10 ® CEMENT CONCRETE CURB AND GUTTER PER DETAIL 2 ON SHEET C9 O ASPHALT PAVEMENT PER DETAIL 1 ON SHEET C9 Q CEMENT CONCRETE TRAFFIC CURB PER DETAIL 3 ON SHEET C9 'L v O7 2" GRIND AND OVERLAY PER DETAIL 4 ON SHEET C9 m ® TPU FFIC ARROW PER DETAIL 15 ON SHEET C900 w 1 c U HA:DICAP PARKING STALLS AND PAINTED ISLAND STRIPING - N PER DETAIL 7 ON SHEET C9 E ® 6" VERTICAL CONCRETE CURB INTEGRAL < < -a° N WITH CONCRETE SIDEWALK SEPARATE PERMIT REO IRED FOR: PER DETAIL 8 ON SHEET C9 [Mechanical1011 > o N m C5 m V 6' WIDE CONCRETE SIDEWALK Elumbin l 9 U) ul) ~ 0 OVER 3" CSBC t y 9 © PARKING STALL STRIPING, 4" PAINTED WHITE CityGas Piping ofTukwila w N - DIVISION O Q N z z ©BUILDING LANDSCAPE ISLAND UJ oo o z z << SEE LANDCAPE ARCHITECTURAL DRAWINGS v' ;5 Z a a ® PARALLEL CURB RAMP PER DETAIL 11 ON SHEET C10 0 d _ _ ® EXTRUDED CEMENT CONCRETE CURB PER DETAIL 6 ON SHEET C9 0 0 SAWCUT & PAVEMENT PATCHING C) 00 a r m (MATCH EXISTING PAVEMENT SECTION) Z z Y "S 2,000 GALLON GREASE INTERCEPTOR REVIEWED FOR o UJ a PER CITY OF TUKWILA DETAIL SS-14 CODE COMPLIANCE c=> PPROVED SWACUT &PAVEMENT PATCHING PER DETAIL 16 ON SHEET C9 JAN 13 2021 D CONCRETE PAVER PER DETAIL 17 ON SHEET C9 City of Tukwila BUILDING DIVISION 4" V11DE WHITE PAINTED STRIPE F -- - z J z o Elm RECEIVED 0 CITY > 1 t i iKWiLA 4fJ: cnariges ahetl be mao2 to tP� ° S of work without prior approvat of U ro TukwtbDudding Division, DEC 1 4 2020 CO wo i zO •,�.G NME. RCWl;tdna tEd1}t tQ$ti�a 0 subriUMN and maymstuda z W cs w PERMIT CENTER w � O z I=- H U W z = O 0 w REVISION NOr. W O J W fn � WN C i- W a - al `irk if `w Know what's below. ¢ a m Call before you dig. Lu A a2 o NTAL HORIZONTAL 1SCAL 2 O00 BUILDING PERMIT SET 7-31-2019 o a - C 1 inch = 20 ft. CONSTRUCTION SET 5-01-2020 0 1. 2, 3. 4. 5. 6. 7 8 9 14 ALL GENERAL NOTES GIVEN HEREIN APPLY TO ALL ALLIED TRADES FOR THE PROJECT AMENDED ELSEWHERE TO INCLUDE ISOLATED CONDITIONS THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTLY DIAGRAMMATIC THEY ARE NOT INTENDED TO BE SCALED, ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, CONDITIONS, AND DIMENSIONS AT THE JOB SITE AND AS SHOWN ON THE DRAWINGS. THEY SHALL REPORT ANY ERRORS OR INCONSISTENCIES IN THE ABOVE TO THE ARCHITECT BEFORE COMMENCING WORK. CONTRACTOR AND SUBCONTRACTORS SHALL OUT THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LIINES, ELEVATIONS AND MEASUREMENTS IN CONNECTION WITH THEIR OWN. 9 Tiltxogloli!••••••. A. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE REQUIREMENTS OF THE BUILDING CODE HAVING JURISDICTION AND ALL LOCAL,STATE, AND FEDERAL LAWS, B. PROVIDE ALL SHORING AND BRACING AS REQUIRED FOR THE PROPER EXECUTION OF THE WORK. REMOVE WHEN WORK IS COMPLETED. C. PROVIDE AND MAINTAIN GUARD LIGHTS AND BARRICADES AT ALLAREAS OF WORK ADJACENT TO PUBLIC WAYS OR PUBLIC SPACES. D. AT ALL TIMES PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS, OR HEAT) SO AS TO MAINTAIN ALL WORK, MATERIALS, APPARATUS AND FIXTURES FREE FROM DAMAGE. E. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT STRUCTURES, SIDEWALKS AND TO STREETS OR OTHER PUBLIC PROPERTY OR TO ANY PUBLIC UTILITIES. ENERGY NOTES CONTRACTOR AGREES THAT HE WILL HOLD THE OWNER, ARCHITECT AND/OR ANY OF THEIR EMPLOYEES OR AGENTS HARMLESS FROM ANY AND ALL DAMAGE CLAIMS WHICH MAY ARISE BY ENERGY CODE: 2015 WSEC REASON OF ANY NEGLIGENCE ON PART OF THE CONTRACTOR, ANY OF HIS SUBCONTRACTORS AND/ OR SUBCONTRACTOR'S MATERIALS AND EQUIPMENT SUPPLIERS AND/OR ANY OF THEIR EMPLOYEES OR AGENTS, IN PERFORMANCE OF THIS CONTRACT; AND IN CASE ANY ACTION IS CLIMATE ZONE: MARINE 4 BROUGHT BEFORE THEREOF AGAINST THE OWNER, ARCHITECT AND/OR ANY OF THEIR EMPLOYEES OR AGENTS, CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEFENSE THEREOF, AND COMPLIANCE PATH: PRESCRIPTIVE. FULLY CONDITIONED COMMERCIALADDITION(S). MINIMUM UPON HIS FAILURE TO DO SO ON PROPER NOTICE, OWNER, ARCHITECTAND/OR ANY OF THEIR INSULATION REQUIREMENTS PER R-VALUE METHOD EMPLOYEES OR AGENTS RESERVE THE RIGHT TO DEFEND SUCH ACTION AND CHARGE ALL COSTS THEREOF TO CONTRACTOR. ADDITIONS: NEW PORTIONS OF THE BUILDING ENVELOPE MUST COMPLY WITH THE IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS OR OTHER PROVISIONS OF THE ENERGY CODE AS THEY RELATE TO NEW DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IN WRITING OF SUCH OMISSIONS CONSTRUCTION WITHOUT REQUIRING THE UNALTERED PORTION TO O0 ERRORS PRIOR TO PROCEEDING WITH ANY WORK WHICH APPEARS IN QUESTION. IN THE EVENT COMPLY WITH THE (CURRENT] CODE. F THE CONTRACTOR'S FAILING TO GIVE SUCH NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. THE CONTRACTOR SHALL HAVE ALL ITEMS OR DETAILS CLARIFIED WITH THE ARCHITECT PRIOR TO ALTERATIONS: EXPOSED FRAMING CAVITIES EXPOSED DURING CONSTRUCTION ARE TO BE SUBMITTING A BID; OTHERWISE THE ARCHITECT'S INTERPRETATION SHALL BE FINAL. FILLED TO FULL DEPTH WITH INSULATION HAVING A MIN. NOM. VALUE OF R-3.0 PER INCH, THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLETS, BOLT SETTING, SLEEVES, INSULATION DIMENSIONS, ETC: POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE ARCHITECT BEFORE (MIN.R-VALUE): ROOF -ABOVE DECK R-38cj PROCEEDING WITH THE WORK. ROOF - METAL BLDG R-25 + R-11 LS ALL WOOD WALL DIMENSIONS GIVEN ARE TO EXTERIOR FACE OF FRAMING. LIGHT GA STEEL WALLS ROOF -ATTIC & OTHER R-49 ARE DIMENSIONED TO CL OF FRAMING. WALLS - MASS R-9.5 ci WALLS - METAL BLDG R-19 ci SOME CONNECTIONS INDICATED ON THE DRAWINGS ARE SCHEMATIC. SECURE ALL COMPONENTS WALLS - STEEL FRAMED R-13 + R-10 ci RIGIDLY TO STRUCTURE AND EACH OTHER. USE FASTENERS DESIGNED FOR EACH INSERVICE WALLS - WOOD FRAMED & OTHER R-21 CONNECTION. NOTE: BELOW GRADE WALLS - SAME AS ABOVE GRADE WALL OBTAIN CLARIFICATION AND INTERPRETATION OF DRAWINGS AND SPECIFICATIONS. INCLUDE FLOOR - MASS R-30 ci ADDITIONAL DETAIL, DIRECTLY FROM ARCHITECT. FLOOR -WOOD FRAMING R-30 FLOOR - STEEL JOISTS R-+ R-10 ci WASTE MATERIALAND RUBBISH FROM DEMOLITION AND ALTERATION OPERATIONS SHALL BE UNHEATED SLAB R-10 PERIMETER, EXTEND 2' DOWNWARD REMOVED FROM SITE AS RAPIDLY AS POSSIBLE AND SHALL NOT BE ALLOWED TO ACCUMULATE ON PREMISES. DISPOSAL OF MATERIALS WILL BEAT THE DISCRETION OF THE CONTRACTOR. OPEN OR HORIZONTALLY. NOT RED D TO FIRES WILL NOT BE PERMITTED FOR DISPOSAL OF WASTE. CONTRACTOR SHALL PROVIDE AN EXTEND BELOW TOP OF FOOTING. EXTERIOR AREA TO COLLECT ALL DEMOLISHED NOT TO BE REUSED. THIS AREA SHALL BE SAFE AND HEATED SLAB R-10 UNDER ENTIRE SLAB & PERIMETER UN -OBSTRUCTING THE BUILDING FUNCTION AND THE OWNER'S DAILY BUSINESS OPERATIONS. EXISTING UTILITY LINES INDICATED OR NOTED ON THE DRAWINGSARE SHOWN AS OBTAINED FROM ALL CAVITIES IN THE THERMAL ENVELOPE SHALL BE FILLED WITH EXISTING INFORMATION AND ARE PROBABLY INCOMPLETEAND ONLY APPROXIMATE IN LOCATION. INSULATION, INCLUDING CORNERS, HEADERS, RIM JOISTS, AND THE THE CONTRACTOR SHALL TAKE EXTREME CAUTION TO AVOID DAMAGE TO EXISTING UTILITY LINES JUNCTION OF FOUNDATION TO SILL PLATE. AND/OR HARM TO PERSONNEL ENGAGED IN WORKING IN THE AREA. ACONTINUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE @ AT FF FINISH FLOOR PNL PANEL & AND FOC FACE OF CONCRETE PROP PROPERTY ° DEGREE FOF FACE OF FINISH PT PRESSURE TREATED 0 DIAMETER FOS FACE OF STUD PTO PAINTED # POUNDS FTG FOOTING FT FOOT OR FEET R RISER OR RADIUS AS ANCHOR BOLT FURN FURNITURE RA RETURNAIR ABV ABOVE RAD RADIUS ACT ACOUSTICAL TILE GA GAUGE OR GAGE RCP REFLECTED CEILING A/E ARCHITECT/ENGINEER GALV GALVANIZED PLAN AFF ALUM ABOVE FINISH FLOOR ALUMINUM GL GLASS REINF REINFORCING ALT ALTERNATE GLB GLZ GLUEHATED BEAM GLAZING READ REQUIRED ANSI AMERICAN NATIONAL GYP GYPSUM RM ROOM STANDARD INSTITUTE GWB GYPSUM WALL BOARD RO ROUGH OPENING ARCH ARCHITECTOR ARCHITECTURAL HB HOSEBIB S SOUTH HC HOLLOW CORE SA SUPPLY AIR BD BOARD HDWD HARDWOOD SC SOLID CORE BD BLOCKING HDR HEADER SCHED SCHEDULE BLDG BUILDING HOW HARDWARE SO STORM DRAIN BM BEAM HF HEM -FIR SECT SECTION BTU BRITISH THERMAL UNIT HGT HEIGHT SF SQUARE FEET BUR BUILT ROOF HM HOLLOW METAL SIM SIMILAR HR HOUR SPEC SPECIFIED OR CB CATCH BASIN HW HOTWATER SPECIFICATION CJ CONSTRUCTION JOINT SST STAINLESS STEEL CL CENTERLINE IBC INTERNATIONAL STC SOUND TRANSMISSION CLG CEILING BUILDING CODE COEFFICIENT CLR CLEAR ID INSIDE DIAMETER STD STANDARD CMU CONCRETE MASONRY IFC INTERNATIONAL FIRE STL STEEL UNIT CODE STOR STORAGE CO CLEAN OUT IN INCHES STRUCT STRUCTURAL COL COLUMN INSUL INSULATION SUSP SUSPENDED CONF CONFERENCE INT INTERIOR SYS SYSTEM CONC CONCRETE IPC INTERNATIONAL CONT CONTINUOUS PLUMBING CODE T TREAD OR TEMPERED COORD COORDINATE IRC INTERNATIONAL T&G TOUNGUEAND CPT CARPET RESIDENTIALCODE GROOVE CT CERAMIC TILE TB TOWEL BAR CW COLD WATER LAM LAMINATE TOW TOP OF WALL LAV LAVATORY TEMP TEMPERED d PENNY LB POUNDS THK THICK OR THICKNESS DBL DOUBLR LF LINEAR FEET THRU THROUGH DEG DEGREE LT LIGHT TOPO TOPOGRAPHIC MAP DEMO DEMOLISH OR LWC LIGHTWEIGHT TPD TOILET PAPER DEMOLITION CONCRETE DISPENSER DF DOUGLAS FIR TYP TYPICAL DIAM DIAMETER MATL MATERIAL DIAG DIAGONAL MAX MAXIMUM ONO UNLESS NOTED DIM DIMENSION MECH MECHANICAL OTHERWISE DN DOWN MFR MANUFACTURER UTIL UTILITY DG DOUBLE GLAZING MIN MINIMUM DTL DETAIL MIR MIRROR VCT VINYL COMPOSITION DS DOWNSPOUT MISC MISCELLANEOUS TILE DIN DISH WASHER VERT VERTICLE NEC NATIONAL ELECTRICAL VEST VESTIBULE (E) EXISTING CODE VTR VENT THROUGH ROOF E EAST OR EXISTING (N) NEW VTO VENT TO OUTSIDE EA EACH N NORTH OR NEW EIFS EXTERIOR INSULATION NIC NOT IN CONTRACT W WEST FINISH SYSTEM NO. NUMBER W/ WITH ELECT ELECTRICAL NOM NOMINAL WC WATER CLOSET EXT EXTERIOR NRC NOISE REDUCTION WD WOOD ELEV ELEVATION COEFFICIENT WOW WINDOW EQUIP EQUIPMENT NTS NOT TO SCALE WF WIDE FLANGE EQ EQUAL WG WIRE GLASS EW EACH WAY OC ON CENTER WH WATER HEATER EXIST EXISTING OPNG OPENING W/O WITHOUT WP WATERPROOF FD FLOOR DRAIN PL PROPERTY LINE OR WSEC WASHINGTON STATE FDN FOUNDATION PLATE WT ENERGY CODE WEIGHT FEC FIRE EXTINGUISHER P LAM PLASTIC LAMINATE WWF WELDED WIRE FABRIC CABINET C PLYWD PLYWOOD WWM WELDED WIRE MESH YD YARD BUILDING'S THERMAL ENVELOPE. EXTERIOR DOORS: NOTE: DOORS HAVING 50% OR MORE OPAQUE GLASS ARE CONSIDERED VERTICAL FENESTRATION SWINGING DOORS U 0.37 MAX. U-FACTOR ROLL -UP OR SLIDING DOORS R-4.75 MAX. U-FACTOR VERTICAL FENESTRATION: TO COMPLY WITH DEFAULT PRESCRIPTIVE REQUIREMENTS, TOTAL BUILDING'S VERTICAL FENESTRATION MUST BE 30/ OR LESS OF GROSS ABOVE -GRADE WALLAREA. MAX U-FACTORS: WOOD FRAMED - FIXED OR OPERABLE 0.30 MAX. U-FACTOR METAL FRAMED - FIXED WINDOW 0.38 MAX. U-FACTOR METAL FRAMED - OPERABLE WINDOW 0.40 MAX. U-FACTOR METAL FRAMED - ENTRANCE DOORS 0.60 MAX. U-FACTOR SHGC: UNLESS SHADING ELEMENTS OR ROOF OVERHANGS ARE PROVIDED, USE MAX. SHGC VALUE OF 0.40 S,E,W AND 0.53 N (WORST CASE). WHERE SHADING IS PROVIDED, CALCULATE PF VALUE (PROJECTION FACTOR) PER WINDOW AS FOLLOWS: PF =A/B, WHERE 'A' = HORIZ. DIST. FROM VERTICAL GLAZING TO FURTHEST EXTREMITY OF OF SHADING DEVICE AND 'B' = VERT. DIST. FROM BOTTOM OF GLAZING TO UNDERSIDE OF SHADING DEVICE. MAX. SHGC IS THEN DETERMINED FROM TABLE BELOW: ORIENTATION: SEW N PF <0.2 0.40 SHGC 0.53 SHGC T5PF<0.5 0.48SHGC 0.58SHGC PF >0.5 0.64 SHGC 0.64 SHGC SKYLIGHTS: SKYLIGHTS 0.50 MAX. U-FACTOR 0.35 MAX. SHGC NOTE: MIN. SKYLIGHT FENESTRATION AREA REQ'D FOR CERTAIN SINGLE STORY BUILDINGS OVER 2,500 SF WITH 15' OR GREATER CEILING HEIGHTS IN 75 % OR MORE OF THE BUILDING. (SOME EXCEPTIONS) AIR LEAKAGE: TESTING REQUIRED: LIGHTING FIXTURES: CLOSEOUT DOCUMENTS: LEARNING CENTER 6847 S 180TH STREET o TUKWILA, WA 98188 -- REVIs�oNs No c'� PrICes Snail be made to the scone of work wdnout o,o' aporoval of the Tukwila Building Division. NOTE: Revisions will require a new clan submittal and may include additional plan rOVIM - PLANNING NOTES CHANGE OF USE: B TOA-3 ZONING: TUC-WP LOT AREA: 1.51 AC HEIGHTALLOWED: 45' FRONT YARD REQUIRED: 15, SIDE YARD REQUIRED: 5' REAR YARD REQUIRED: 5' SEE CITY OF TUKWILA DCD PROJECT FILE NUMBER #08.0026 AND #L18-0027 51 r II a r a a r If ROOM NAME OCCUPANCY AREA SFIOCC OCCUPANTS 01 CLASSROOM A-3 Class Rm. 545.7 20 28 02 CLASSROOM A-3 Class Rm. 513.5 20 26 03 CLASSROOM A-3 Class Rm. 513.5 20 26 04 CLASSROOM A-3 Class Rm. 513.5 20 26 05 CLASSROOM A-3 Class Rm. 513.5 20 26 06 CLASSROOM A-3 Class Rm. 518.1 20 26 07 CLASSROOM A-3 Class Rm. 542.3 20 28 08 CLASSROOM A-3 Class Rm. 296.8 20 22 09 CLASSROOM A-3 Class Rm. 327.8 20 16 10 CLASSROOM A-3 Class Rm. 287.2 20 15 11 CLASSROOM A-3 Class Rnr 282.4 20 15 12 CLASSROOM A-3(Accessory) 198.5 100 2 13 CLASSROOM A-3 Class Rm. TOM 20 36 14 CLASSROOM A-3 Class Rm. 20 20 1 SS 00 A-3 a 0 6 I 18 CLASSROOM A-3 Class Rm. 20 22 19 CLASSROOM A-3 Class Rm. M403.9 20 22 20 CLASSROOM A-3 Class Rm. 20 22 21 CLASSROOM A-3 Class Rm. 20 22 22 OFFICE A-3 Accesso 100 1 23 UNISEX NIA .0 24 COPY/DOC N/A 134.7 0 25 UNISEX NIA 61.6 0 26 TEL. S-2 59.0 0 27 ELECT. S-2 59.0 0 28 NURSE A-3 Class Rm. 190.9 100 2 29 OFFICE A-3(Accessory) 1910 100 2 30 OFFICE A-3(Accessory) 126.5 100 2 31 OFFICE A-3(Accessory) 128.4 100 2 32 MECH. ROOM S-2 193.0 300 1 33 BOYS NIA 157.1 10 34 UNISEX NIA 548 0 35 GIRLS N/A NO 0 36 CLOSET S-2 29.6 0 37A WALK-IN COOLER N/A 196.2 0 37B WALK-IN FREEZER N/A 66.8 0 38 PANTRY S-2 220.3 300 1 39 ELECT. N/A 99.9 0 40 KITCHEN A-3(Accessory) 1116.2 200 6 41 DINING A-3 ClassRm. 5771.1 15 385 100 VESTIBULE N/A 182.2 0 101A ENTRY N/A 789.9 0 101E RECEPTION A-3(Accessory) 143.6 100 2 102 CORR NIA 678.1 0 103 CORR NIA 260.8 0 104 CORR N/A 12572 0 105 CORR NIA 440.0 0 106 CORR NIA 530.8 0 107 CORR NIA 144.2 0 108 CORR N/A 570.7 0 mum EXISTING BUILDING AREA 15,120.9 NEWBUILDINGAREA 8,417.6 NEW GROSS BUILDING AREA 8,565 ACCESSORY FLOORAREA 'i- 1925/23724-8! IN A CONTINUOUS AIR BARRIER MUST BE INSTALLED IN THE BUILDING I{ - °) ENVELOPE. ALL BREAKS OR JOINTS IN THE AIR BARRIER WILL BE SEALED. BUILDING AREA 23,723.4 TESTING IS REQUIRED TO ENSURE LEAKAGE RATE OF NOT MORE THAN AO CFM/FT2 AT PRESSURE DIFFERENTIAL OF 0.3 INCHES WATER GUAGE (2.OL/ GROSS FLOOR AREA 23,723.4 S M2 AT 75PA) IN ACCORDANCE WITH ASTM E779... RECESSED LIGHTING FIXTURES INSTALLED IN THE BUILDING THERMAL NOTES: ENVELOPE SHALL BE AIR TIGHT, IC RATED IN ACCORDANCE WITH ASTM E283 WITH NO MORE THAN 2.0 CU FT PER MINUTE AIR MOVEMENT FROM 1, NIA INDICATES CORRIDORS, TOILET ROOMS, MECHANICAL SPACES, ETC. THE CONDITIONED SPACE TO THE CEILING CAVITY, AT 1.57 PSF PRESSURE 2 'GROSS FLOOR AREA'IS MEASURED FROM INSIDE SURFACE OF EXTERIOR WALLSAND INCLUDES (75 Pa) DIFFERENCE AND SHALL BE LABELED. ALL RECESSED LUMINARIES CORRIDORS, TOILET ROOMS, MECHANICAL SPACES, WALLS, ETC.; INCLUDES OCCUPIABLE SPACE SHALL BE SEALED WITH A GASKET OR CAULK BETWEEN HOUSING AND UNDER ROOFS OR PROJECTIONS WHERE THEREARE NO EXTERIOR WALLS. INTERIOR WALL OR CEILING COVERAGE. 3.'BUILDING AREA'ISMEASURED FROM INSIDE SURFACE OFEXTERIOR WALLS, PROJECT CLOSEOUT DOCUMENTATION IS REQUIRED, INCLUDING EXCLUDING SHAFTS OPEN TO OUTSIDEAT TOP. APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, 4. 'GROSS BUILDINGAREA'IS MEASURED FROM OUTSIDE FACE OF EXTERIOR WALLS AND IS USED AND FENESTRATION NFRC RATING CERTIFICATES FOR VALUATION. & AREA MEASUREMENTS ARE IN SQUARE FEET DIMENSION NOTES 14 N FROM FACE OF STUDS OR CONCRETE FROM FINISHED WALL/SURFACE ON r • FIRE SPRINKLER FIRE ALARM PLUMBING KITCHEN VENTILATION HOODS FILE P®mttt No., " Plan review approval is subject to errors and omissions. Approval of construction documents does nor authorize the violation of any noodled code Or ordinance Receipt of approved F,ela CODY and conditionsis; a nowieagec: BY. Date: �4 - of Tukwila BUILDING DIVISION PROJECT NOTES SHEET INDEX A0 I _ TITLE SHEET PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS LEARNING CENTER _AIA SITE PLAN PROJECTADDRESS: 6847 S 180TH STREET LANDSCAPE DRAWINGS TUKWILA, WA 98188 L1.1 DEMO LANDSCAPE PLAN PROJECT DESCRIPTION: EXPANSION AND RENOVATION OF EXISTING 15,121 SF WELLS FARGO OFFICE L1.2 LANDSCAPE PLAN BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF L1.3 IRRIGATION PAN CLASSROOMS, A KITCHEN, AND DINING AREA CIVIL DRAWINGS OWNER: CHURCH OFTHEVIETNAMESE MARTYRS Cl COVER SHEET AND NOTES 6801 S. 180TH STREET C2 REMOVALAND TESC PLAN TUKWILA WA 9B188 253.951,6449 C3 TESC DETAILS C4 PAVING AND GRADING PLAN-1 CONTACT: Fr. THAN DAD thanxudao2014@gmail.com C5 PAVING AND GRADING PLAN-2 KIEN NGUYEN kienkham@gmail.com C6 DRAINAGE AND UTILITY PLAN TRUC VU vhtmc@hotmaii.com C7 INFILTRATION SYSTEM DETAILS ARCHITECT: BRODERICK ARCHITECTS C8 STORMFILTERTREATMENT AND STANDARD DETAILS 55 S. ATLANTIC STREET, SUITE 301 C9 SECTIONSAND DETAILS -1 SEATTLE, WA96134 206.682.7525 C10 SECTIONS AND DETAILS-2 .682.7 C11 STANDARD DETAILS CONTACT: SEAN HILL sean@brodedckarchitects.com ARCHITECTURAL DRAWINGS STRUCTURAL ENGINEER: RIVERSTONE STRUCTURAL CONCEPTS A2.0 EXITING PLAN 671 E. RIVERPARK LN., STE #150 A2.1 DEMO PLAN ID 208.343.2092 A2.2 FOUNDATION PLAN 208.3492 A2.3 FLOOR PLAN CONTACT: PATRICK BIRD patrick@dverstonesc.com P1 AN LEGAL DESCRIPTION: FOR OF GOV LOT4IN NW 114 OF SECTION 36-23-04 - BEGIN NW CORNER OF A2.5 RAISED HIP ROOF PLAN & ELEVATIONS NEW SHEET 1 NW 114 OF NW 114 TH S 01.19.01 W 1320.01 FT TO NW CORNER OF GOV LOT 4 AJA BUILDING ELEVAI IONS TH S 88.04.53E ALONG C/L OF S 180TH ST 431.81 FT TH S OI- 55-07 W 36 FT TO SLY MGN OF S 180TH ST TH S 88-04.53E 257.94 FT TH S 11.05.55E 25 FT TH N 70-51-27 W 82.26 FT TAP ON SLY MGN OF S 180TH ST TO POB TH N 88.04-53 W 185 FT TH SWLY ALG CURVE TO LEFT RAD OF 50 FT ARC DISTANCE 79.41 FT TH S 00.55-04 W 155 FT TH S 89.04-50 E 348.46 FT TH NLY ALONG BANK OF RIVER THE FOLLOWING COURSES - N 15-06-12 W 33.74 FT TH N 09-22-49 W 50.02 FT TH N 07-39-54 W 50.09 FT TH N 11-05.55E 45.89 FT TH N 70-51.27 W 82.26 FT TAP ON SLY MGN OF S 180TH ST & POB - TGW UND INTEREST IN PRIVATE ROAD ADJ FOR ASSESSMENT PURPOSES PARCEL NUMBER: 362304-9079 BUILDING NOTES A8.1 REFLECTED CEILING PLAN ALLOWABLE STORIES: 2 STORIES (IBC) A9.1 FINISH FLOOR PLAN PROPOSED STORIES: 1 STORY A10.1 SCHEDULES ALLOWABLE HEIGHT 60' ((IBC , 45' (TMC) SEPARATE PERMIT STRUCTURAL DRAWINGS PROPOSED HEIGHT: 22't0 �OR OF ROOF RE UIRED FOR: S0.00 GENERAL STRUCTURAL NOTES Mechanical 50.01 GENERAL STRUCTURAL NOTES GROSS SF: 23,724 GSF (PROPOSED) Electrical S0.10 TYPICAL DETAILS APPROVED TYPE OF CONSTRUCTION: VB Plumbing S0.11 TYR SHEAR DETAILS Gas Piping SO.12 TYR WOOD FRAMING DETAILS OCCUPANCY TYPE: A-3 City of Tukwila $1.00 FOUNDATION - FLOOR FRAMING PLAN BUILDING DIVISION 51.01 _ROOF FRAMING PLAN SPRINKLERS: YES, NFPA 13 S2.00 FOUNDATION DETAILS uItY Ot Fulkwila AREA FACTOR INCREASE: W=30 (Ail Minimum Frontage Distances Exceed 30') $2.10 WOOD FRAMING DETAILS DIVISI S2.11 WOOD FRAMING DETAILS FRONTAGE INCREASE: If = [FIR -0.251 W/30 MECHANICAL DRAWINGS A7.3 INTERIOR ELEVATIONS A7.4 INTERIOR ELEVATIONS F = 697', P = 697', W = 30 M0.0 - --_- -__-- - ND &NOTES LEGEND - If =.75 MO.1 ____ MECHANICAL SCHEDULES umil '•' M1.0 DEMOLITION FLOOR PLAN Kh V 9VIVI M I ljvs-..e..- ALLOWABLE AREA: Aa = [At+ INS x If)] M2.0 HVAC FLOOR PLAN Aa 0 + (6,000 x .75)] = 28,50 Aa = 28500 SF M2.1 HVAC ROOF PLAN M3.0 DETAILSEI�/EI ELECTRICAL DRAWINGS CITY ©F TtI1:L41!_A BLDG AREA SUMMARY: EXIST. NEW PROPOSED GROUND FLOOR: 15,121 SF 8,418 SF 23,539 SF E1 ONE LINE DIAGRAM TOTAL BUILDING 15121 SF 8,418 SF 23 539 SF E2 ELECTRICAL POWER PLAN LAN H-LM E3 ELECTRICAL LIGHTING PLAN RISK CATEGORY: III E4 ELECTRICAL DETAILS E5 ELECTRICAL PANELS PERMIT CENTER— SE1 ELECTRICAL SITE PLAN APPLICABLE CODES: 2015 IBC W/ WASHINGTON STATEAMENDMENTS 20151MC WI WASHINGTON STATE AMENDMENTS 20151FC WI WASHINGTON STATEAMENDMENTS 2015 UPC W/ WASHINGTON STATE AMENDMENTS t) I 1-,- 0 0 2015 WSEC PLUMBING FIXTURE ANALYSIS PLUMBING FIXTURE CALCULATIONS PER 2015 IBC CHAPTER 29 OCCUPANCY: E- EDUCATIONAL(ACTUALUSEFORPLUMBINGANALYSIS) GROSS BUILDING AREA23724 SF 1100 = 238 OCCUPANTS (2015 IBC WA 2902.1, a.) OCCUPANT LOAD: 238 / 2 =119 EACH SEX OCCUPANT RATIO: 119 WOMEN & 119 MEN REQUIRED FIXTURES: FIXTURE MEN WOMEN TOTAL (2015 IBC WA TABLE 2902.1) WATER CLOSET 1 PER 35:119/35 = 4 1 PER 25:119/25 = 5 9 LAVATORY 1 PER 85: 119185 = 2 1 PER 50: 119/50 = 3 5 (2015 IBC 2902.5A) DRINKING FOUNTAIN 1 FOR FIRST 150, THEN 1 FOR ADD, 500 2 PROVIDED FIXTURES: FIXTURE MEN WOMEN TOTAL WATER CLOSET 4 6 10 LAVATORY 4 7 11 DRINKING FOUNTAIN 2 VICINITY MAP N.T.S. v LPL LLJ r O LU 4 I M W H w zWLn ~ WU U -- Z t'Y w / Z Z = w Z J J U- �0 t�L.. Z U 07 _co co t31 Q J 0 I- W W cf I- O 00 d- co 1-0 (_ N I- Un 00 N W O N LL.. O M LU LU M co U L O z U ~n Z W U a: Z Q ( } -ine ty L/ F- Ln to to 91 BUILDING PERMIT SET 3-4-2019 TITLE SHEET AO.1 19.5" WIDTH REQD (34" CLR PROVIDED) CLASSROOM 07 S42 S1= 28O, ----------------- CLASSROOM ob 578 SF zb occ CLASSROOM o1 s 14 sF 26 OCC CLASSROOM oa `S74SF zb o`cc MAX TRAVEL DIST 100---- MAX TRAVEL DIST 94' CLASSROOM Ul 514 SF 6 OCC ?G �—---------------- CLASSROOM 02 514 SF 6 OCC CLASSROOM 01 S46 SF za occ 0 I �I I I I I 1 I I I COR 678 10 F I I �I 1 FEC 0am ; I W-, k i'ffi + i,,i • 1 - - t 32.25" WIDTH READ 1 (40" CLR PROVIDED) WALK-IR If4XTRAVEL DIST145' MECH. ROOM FREEZWALK-IN COOLER I CLASSROOM OFFICE OFFICE OFFICE sz 376 37A ( i2 24 30 31 - 193 SF 67 SF1965F- CLASSROOM CLASSROOM 199 SF- 93 sF z6 sF 1zo SF tote OII 09 2 OCC 2 OCC 2 OCC 2 OCC ( 297 SF 328 SF ( 5 occ occ PANTRY ELECT. ( CORR ------ 215 zzo sF oo sF -------------------------�--------- -- ( i 257 SF FEC CORK -------------- ----------I I I sa9sF — BOYS e fI, i / n 7573SF i _ CLASSROOM CLASSROOM I NURSE CORR MULTIPURPOSE ROOM SOCC i 44 SF 1 S OCC i 2 OCC 187 OCC I I I GIRLS I MAX TRAVEL DIST., 164' I 93 94 1s z73 5F X 4a C,J I I ---- —I CORK Ufr I----°°----------- FEC CLASSROOM ELECT. 3 27 7065E 59SF I III 36 occ I CLASSROOM II CLASSROOM I 78 409 SF 404 5r- TE I zr occ 26 59 SF 7 --I SIGN INDICATING: OCCUPANCY LIMITED TO 506 PERSONS I I I CLASSROOM CLASSROOM I I — — 4 386 SF 2°°`C 5 383 SF ACCESS TO MAIN EXIT II I I 253 ------------------------------------------ CCdRR u�a� 5711IF 38" WIDTH REQD li (140" CLR PROVIDED) 1 IF7UN 1 UNISEX COPY/DOC SE OFFICE 744 sr RECEPTION loin 22.._ 2 OCC ENTRY (519 = 50% OF BUILDING'S TOTAL OCCUPANT LOAD) 78" WIC ® 140" CLR UI 10T lwio 1EXIT #1 —MAIN EXIT G O ACCESSIBLE ROUTE TO PUBLIC WAY ID LI_. _IJ Ij I FEC \\\� CLASSROOM CLASSROOM 1RA 400 20 OCC ICI 395 rSF 1�I 20 OCC li I MAX TRAVEL DIS'L 185' a — I — — — — — — 85 0S DINING 41 b1,77SF 5OCC WHEN FULLY OPEN: 7,583 SF 506 OCC u I I I I � I i I I I KITCHEN 40 I 1,nbsr- G OCC — J FE J MAX TRAVEL DIST 215' -------------- FEC EXITING NOTES 1. CONSTRUCTION TYPE: V-B - - - 2. SPRINKLERS: Yes, NFPA 13 3. REQUIRED EXIT DOOR WIDTH: 0.15 inches per occupant (IBC 1005.3.2.1). Minimum door width 32 inches. (IBC 1010.1A) 4. MAXIMUM EXIT ACCESS TRAVEL DISTANCE: 215 FT from SE comer of dining area. (250 FT allowed per IBC table 1017.2) 5. REQUIRED CORRIDOR WIDTH: Minimum 44 inches Clear Corridor Width Required (IBC 1020.2) Minimum .15 inches per Occupant (IBC 1005.3.2.1)) 6. Thresholds at doorways shall not exceed .5" above the finished floor or landing. (IBC 1010A.7) 7. Egress doors shall be readily openable from the egress side without the use of a key or any special knowledge or effort. (IBC 1010.1.9) 8. Door handles, pulls, latches, locks, and other operating devices required to be accessible by Chapter 11 shall be installed between 34" and 48" above the floor surface and shall not require tight grasping, pinching or twisting of the wrist to operate. (IBC 1010.1.9.1 and 1010.1.9.2) 9. Exit and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Exit sign placement shall be such that no point in an exit access corridor is more than 100' or the listed viewing distance for the sign, whichever is less. (IBC 1013.1); Exit signs shall be intemally or externally illuminated. 10, Atactile, sign stating EXIT in raised characters and Braille and complying with ICC A117.1 shall be provided adjacent to each door leading to the exit discharge. (IBC XIT # 1013.4). 13.5" WIDTH READ 11. The means of egress, including the exit discharge, shall be illuminated at all times (34" CLR PROVIDED) the building space served by the means of egress is occupied. The illumination level shall not be less than 1 foot-candle at the walking surface level. (IBC 1008.2 AND 1008.2.1) 12, Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle and a minimum at any point of 0.1 foot-candle. (IBC 1008.3.5). 13. In the event of a power failure an emergency electrical system shall automatically illuminate the following areas (IBC 1008.3.1): Aisles -Corridors Vestibules and areas on the level of discharge used for exit discharge -Electrical Equipment Rooms -Fire Pump Rooms 14. Length of dead end in corridor shall not exceed 50 feet. (IBC 1020.4.2) ' xIT # 12.75" WIDTH REQD (34" CLR PROVIDED) INDICATES THE NUMBER C OCCUPANTS AT EACH EXIT ® ®� EXIT SIGN IDIRECTIONAL EXIT SIGN EMERGENCY LIGHTING EMERGENCY LIGHTING ---- PATH OF EGRESS FOR TRAVEL DISTANCE FEC FIRE EXTINGUISHER CABINET FE FIRE EXTINGUISHER RECEIVED CITY OF TUKWILA JAN 30 2020 PERMIT CENTER EXITING PLAN 1/8" = 1'-01. 0 4' e. 1s• REVIEWED FOR CODE COMPLIANCE, APPROVED MAR 30 2020 City of Tukwila BUILDING DIVISION A 00 00 m LLI ¢ o LU r CC m G LU —I W Z W U LLJ U • Z I-- `' > Z w t1 U =LZ Q ~ o LL_ 00 on O — d' U 0' Iry Z U V) ur7 N U) UN W CO I— 1.0 O T N rLo ro L. F F-_ M Ln00 M U LU z O U Z LU U z: P: 4 Z > O � W re r MM h— W r) 1n fi (( BUILDING PERMIT SET 3-4-2019 EXITING PLAN A2.O EXISTING DOOR INVENTORY (E) ID I (N) ID I LOCATION I FUNCTION I SWING NOTES DEMO EON MAIN ENTRY STOREFRONT DEL E02 ENTRYVESTIBULE STOREFRONT DBL E07 WAITING RM 01 EXIT EXT, SWING RH E13 CORRIDOR01 INT. SWING LHR E18 BREAK ROOM EXIT EXT. SWING LHR E25 OFFICE 08 INT. SWING LH E36 CLASSROOM 05 EAST INT. SWING RHR 0 SSROOM05EXIT EXT. SWING RHR 'S E39 CLASSROOM 06 EAST INT. SWING RHR E40 CLASSROOM 06 WEST INT SWING RHR "I EL41 CORRIDOR 04 WEST EGRESS EXT. SWING LHR EILI INT. COURTYARD SOUTH EXT. SWING RH 10 KtMAIN E03 13 CLA SROOM01 INT. SWING RHR E09 12 01 INT. SWING LH ADD CLOSER EIO 29 OFRCE03 INT. SWING LH ADOCLOSER Ell 30 OFFICE 04 INT. SWING LH AODCLOSER E12 31 OFFICE 05 INT SWING LH ADOCLOSER E14 32 MECMNICALRM INT. SUNG RH NEWADALEVER FOR (E) CYLINDER LOCK EIS 105 CORRIDOR 02 ENTRY EXT. SWING RHR I (E) TRANSOM & SIDELITE EK) 34 ADARESTROOM tNT. SWING Ili ADOCLOSER e20 33 MEWS RESTROOM INT. SWING RH E21 36 JANITORCLOSET INT SWING LHR REPLACE MADALEVER & PROADE NEW STOREROOM HARDWARE E22 35 WOMEN'S RESTROOM INT. SWING RH E32 41 D CLASSROOM 03 EXIT EXT. SWING RHR E43 16A INT COURTYARD NORTH I EXT. SWING LH KLLUt I t E04 09 CLASSROOM 02 SOUTH INT. SWING RHR NEW CLASSROOM HARDWARE CLOSER E05 OB CLASSROOM 02 NORTH INT. SWING RHR NEW CLASSROOM HARDWARE CLOSER E06 10 CONFERENCE RM 01 INT, SWING RHR NEW CLASSROOM HARDWARE CLOSER E08 22 OFFICE 01 INT. SWING LH ADD CLOSER E16 27 ELECTRICAL/ TELECOM INT SWING LH E17 26 MAILROOM INT SWING RH NEW STOREROOM HARDWARE E23 U OFFICE 06 MIT SWING LH NEW CLASSROOM HARDWARE .CLOSER E24 39 ELECTRICAL INT SWING RH NEW STOREROOM HARDWARE E26 20 WAITING RM 02 INT. SWING RH ADD CLASSROOM LOCK E27 23 OFFICE09 INT. SWING RH E28 25 OFFICE 10 INT. SWING LH E29 41C CORRIDOR 04 EAST EXT SWING RHR E30 01 CLASSROOM 03 EAST INT. SUNG RHR MODIFY TO CLASSROOM LOCK E31 05 CLASSROOM 03 WEST INT. SWING LHR MODIFY TO CLASSROOM LOCK E33 02 CLASSROOM 04 EAST INT. SWING RHR MODIFY TO CLASSROOM LOCK E34 L 6 CLASSROOM 04 WEST INT. SWING LHR MODIFY TO CLASSROOM LOCK — E35 03 CONFERENCE RM 02 INT. SWING RHR MODIFY TO CLASSROOM LOCK E37 07 CLASSROOM 05 WEST INT SWING — MODIFY TO CLASSROOM LOCK Q9 VERIFY WIDTH OF I MASONRY OPENING PRIOR TO PURCHASING WINDOWS DEMO OFFICE , S L Iii ifi t WAITING AREA 011 !1 OFFICE 01 OFFICE 02 OFFICE 03 OFFICE 04 192 SF i26 SF N 1 2 CONFERENCE 01 DEMO DOOR: it 05 DEMO WALL FOR NEW OPENING CLASSROOM 02 =9955F Rio OFFICE 05 D2a z CORRIDOR 01 En E1z REMOVE EXISTING CONCRETE PAVING AND SOILAS REQUIRED FOR NEW CONCRETE SLAB INTERIOR OPEN COURT 1,300 SF DEMO WINDOW FOR (N) SF DR IN -PLACE CF'Xi r_11) LEGEND EXISTING WALL TO REMAIN EXISTING WALL TO BE DEMOLISHED ------------------ EXISTING ITEM TO BE DEMOLISHED (CASEWORK, EQUIPMENT, DOOR, I ETC) DEMO COVERED WALKWAY- ' COLUMNS TO REMAIN MECH. ROOM 1192SFI r777777--_777A( CORRIDOR 02 ELECTRICAL/TELEPHONE or) PREP FOR SHOWER = xx xx E20 zC ' ADA4)MAIL ROOM LU BREAK ROOM LLJ 7M71- - 1474 $F REMOVE AND FILL IN WINDOWS WITH REINFORCED CONCRETE._03 Z PAINT EXTERIOR TO MATCH nUl WOMEN'S DEMO WALLS, TYR — PREP FOR SHOWER x - x x q m) nc) OFFICE 06 I I ZZZZZZFLzzZ� 1 1423 5F D I CORRIDOR 03 It it i 40 ............ CLASSROOM 01 I ENTRY f OFFICE 10 OFFICE 07 1354 SF DEMO WALLS, TYR it CLASSROOMI06 it it it CONFERENCE 02 it S : WAITING AREA 02 it L ......................... .......... I marl E01DEM COLUMN OFFICE 08 it E26 :1 it P it It -33 OFFICE-09 DEMO COLUMN it it---------------- ----- ------------------ ------------------------------------------- ----------------------- ............... DEMO ENTRY VESTIBULE ........................ DEMO (2) BEAMS DEMO CONIC. WALKWAY AT ROOF FRAMING CORRIDOR DEMO COLUMNS .. . ............... . .............. --- ------- 'T -- — --------- DEMO COLUMN DEMO COLUMN it it it it it DEMO WALLS, TYR it CLASSROOM 05 i CLASSROOM 04 CLASSROOM 03 [1—,418—SF it N DEMO COLUMN it 1��DEMO COLUMN it it it it E32 it REMOVE WOOD FRAMING it Li INFILL AND REPLACE w/ SITE CAST CONCRETE A RECEIVED CITY OF TUKWILA JAN 30 2020 PERMIT CENTER DEMO PLAN 0 4' IF 16, 1/8" = V-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION I V) Lr) N Lr) U_j 00 "R O c,q N LLJ rn 00 V) U1� z Uj E., W U LI) U-j U Z: z < P' < it LU LC) BUILDING PERMIT SET 3.4-2019 DEMO PLAN A2.1 11 1/2' ;/�D �} l c 0� E 4 \� ! I ( ! I I 37'-8" I I I I 30'-7" 7'-1" (N) FOOTING FOR ) FOOTING FOR{ FOC MASONRYVENEER 1 I I MASONRY V NEER 1 )COLU I I ! I ! (N) 51/2"WIDE GRADE BEAM BETWEEN (E) COLUMNS, ! 1 , 1 DOWELANDEPDXY INTO ADJACENT FOUNDATIONS _ ° FOR CMUVENEER SUPPORT (1 OF 5); i _(TYR) 6" STEM WALL @ I � o I ! ! I I I I ! i SEE STRUTURAL DRAWINGS EXTERIOR/PERIMETER I o -- - I ------ - -__- - �t---==_--` -- _ __------_---------_-- --- i (I EXISTING FOUNDATION °y I i I I (E) SLAB I � I I Lill ! I 11 I ! -- 6" STEM WALL @ ZIOR/PERIMETER I I I I (TYR) GRADE BEAM. I /—SEE: STRUCT. DRWGS. I I I i I FOC 29'-8 3/4" I (TYR) T STEM WALL @ il—EXTERIOR/PERIMETER I I (TYR) T STEM WALL @ EXTERIOR/ PERIMETER I NOTE: GRID LINE 1/2" INSIDE FROM FACE OF CONCRETE e i Imp" ! I L -_ r I (N) 911T WIDE GRADE BEAM BETWEEN (E) COLUMN AND (E) WALL FTG., i i i f (E) FOUNDATION I d �. o DOWEL AND EPDXY INTO ADJACENT FOUNDATIONS FOR CMU VENEER AND FRAMED WALL SUPPORT; I 1 1 - - - - - - ° 1 ( I I I SEE N STRUTURALD— DRAWINGS �� o --------i- -- ,-;i ---- --I I _ __�.__.�.,,__—__._ _ _ __ �� 1_®_ 1_[ _ _ - _�__ _. _m_. _� �__ _ � - � � _ m __� z � ! Z m II _ _ m _ a _ _ _r _ _ _ I _ _ _ _ ® ®® _ _ i .tea _ �oZ .__ --1 — t—I ( I LL 8" FOUNDATION STEM WALL (1 OF 2) FOR TRASH ENCLOSURE; SEESTRUCTURALDRAWINGS I I Idl i i t PII i - II t x 'II i I I dl,- - - - - - I,,I Ild!II ! ! � IIIII II I I �I I I [ICI i r I Ildl II I I !I I I --- ---�- ---,;1 I I tLi I 1 I I 11 CENTER BOTTOM, I PLATE OF WALLS ' I I _ _ _ . l i i C---------� `-------� =----I E- A OVE ON CL OF ---- I! I ( dl FROM CONC, WALL � i I I ! ! ! I I ! GRADE BEAMS, Tyf �- - - -- - -- I I �_(GRIOLINEpQESNOT¢LI"GN J WITH FACE OF WALL) ._ _ ....,._. _ _ .-_. _ _ ..,..." 1 1 I II �1 I t i I di 111 I'Il y ! i 1 �I EXISTING FOUNDATION --,,,I I I I I -f !IL -- ---I-' t------- -- - I I Ll-J `---I I I III I I t i t I I I I I � III I I i I I II I 1 a i I d1 6'-8"iI- 7-10" ' -61/4"OC -2; WALL I( I I I I I I I NEW FOOTING I cti (I OF2THISAREA); -r--�--------T-- ;I SEE STRUCTURAL PLANS FOR DETAILS t I 1 _ I�-I_ __ _ ___ __ Ilmi � i ! (N) 70" WIDE CONC. STEM WALL I I i t 1 OR WD. FRAMING AND CMU VENEER I o j1 1 51/2" STEM WALL I I I �N} CONC. FTG. DOWEL TO EXISITING; ! i EXISTING FOUNDATION ! ' SEE STRUCTURAL DRAWINGS ' I (1 EXISTING FOOTING @INTERIOR o - ALIGN FdC to --" - _�F —---- e - - - - " ' � �( FACE OF CONC. WALL 8'-10 314" t 8'-10 314" 8'-10 314" 12'-5 3/8" ------: - - - _ 3 ! 2-5114" 2�5114" 2'-51/4" 2'-51/4" nECEIVED CITY OF TUIWILA JAN 3 0 2020 PERMIT CENTER �L6'-9" TO FACE OF CONCRETE ' 23'-7" t z zo FO U N DAT I Q N P LA N TO FACE OF CONCRETE 10 0 0 DIMENSION NOTE: I B , I I I - t 1� ' ° t to 1/8 1 0 D REVIEWED FOR 6 TO FACE OF CONCRETE (FOC) IS TO L j a L S L , I LL 1 1 t 1 „oa_ FACE OF CONCRETE STEM WALL, i I 1 — CODE COMPLIANCE TYPICAL; SEE DETAIL 1/A6.1 13'-�l8" 13'•718" ! 26'-0" 24'-10" 2T-0" 33'-10" APPROVED MAR 30 2020 City of Tukwila BUILDING DIVISION W I I- w un Lu U Z_ r) J m L.L CQ G LJJ 1C1.t G � LLJ U. C.J `Llj Qj w w J IL 0 �_ LL U r� waa 00 DO (7) Q J H W w H cn Z 1- O cc d N n N 00 110 0 N O m *a LLJ m �co a) Z w 0:: U V U � Q -G > J U. QJ cri to w � Sn (� BUILDING PERMIT SET 3-4-2019 FOUNDATION PLAN A2.2 l � a 36' 8„ t 6 I t ' I 3 A5.2 W t L------- I-J -- L—+-- ^i ------ —-- _ C--------Q— }- 111F2' 102 I I 29'-111/2" 6'-2318" r 1T-61N' 3V J CLASSoROOM (H LD) ` CLASSROOM 2 - 5. I r 542 SF N F_ +� 297 SF w1 I 2a occ � 1 s occ I 1 I 1 I I 5^ \ N 0 I i fiYlTi➢1 p � 11� I _ N SPRINKLER o - W9 PIPE 1 u TOLEXISTING `� I METAL FURRING FOR SOUND ATTENUATION, THIS SIDE I I T I I I W6 I I CLASSROOM os s1a sF t 26 OCC I I ( I ( 1 I I I ws I CLASSROOM 04 M - Si4 SF I I r 26 OCC - METAL FURRING FOR SOUND I I I ATTENUATION, THIS SIDE o O I I N � OI I I ws CLASSROOM - 03 5145E o I I 26 OCC 3 I I OPERABLE PARTITO A5.3 ABV. TYP. ' CLASSROOM 574 SF I 26 OCC wt ( METAL FURRING FOR SOUND F ATTENUATION, THIS SIDE I I 111/2" ws 1 30'-51I I I CLASSR t o, Wi S46 $ I28 OC I t I I I I _ 1 wt t p W7 W9 13' " IT-2' t 1 I I i 1 I I I 1 , 1 N 4 t t A3.1 2 A5.4 1 ( 4.1 I I d OFFICE OFFICE 143 F, ER CC 2 OCC., 12 29 A9 a CLASSROOM CLASSROOM NURSE CORR' MI 287 SF 282 SF 191 SF to7 744 SF I stocc slocc 2 occ 1 _ If ws ws j 13_10314" 3112` a 13'-8" 3112' t13'-11 3/0 ' tsc URPOSE ROOM 16 i 303 SF 87 OCC ism a6w�6 D. CORR D. 06 537 SF F --, jI 27-0i - 33-10 ' 1 26'-112" 6'-10" I I 1 I 3 SIMILAR) F I �i NEW GAS LINE 6 2 LOW PRESSURE OFFICE 37 tza sF 2 OCC ALK-IN _ MECH. ROOM t`, - - - FREEZER WALK-IN COOLER 32 378 37A .- M 3z �( 15 I PANTRY LJ( TRAN LECT. - �- --- --J A7.1 + ( 38 39 EXISTING DOOR I 2zo sF too SF LA OYS I I I 33 157 SF `jFt �....._.,1 UNISEX CORK I I., o- - 55 SF 440 SF I -_ I ._ }i s E I---- COVERED - TRASH, 1 Id C OSET I I ( ENCLOSRE 36 [� I --� GIRLS I i - - - 2735E (H11 ( �� i�llI r� --------- CLEAR KITCHEN ( m I 40 I ( L716SF I I A7.2 1 4tg ( i 60CC J. U i NEWDOORAT �WJND0NL0PENING_ ® a } o-VI CLASSROOM, ELECT. wt0 / - / 27 7o65F +, 59ft SF ,� 36occ T KN Nr1lCLASSROOM CLASSROOM I 8 19 R t +•_, Y N t 409 5� jj 404 SF �I i f 41 21 OCC j 27 OCC II EXISTING MASONRY , i= Tea O � ICI STRUCTURE (TYP.) s9 sF t + OPERABLE PARTITON - - -- - - - - - / 1 z _...� ( 24'-10^ F NEW COLUMN I NEW COLUMN I NEW COLUMN t1T-65/16^ 39116' 1T-6" 31/2' /8" 741/2 1 I 1 FOG CLASSROOM CLASSROOM 1 I DINjNG `-� 14 i5 I 41 20 OCC 20 occ 6 1 t W6 W9 v 1 385 OCC I A7 3 7 � I_402_ WHEN FULLY OPEN: �. e 1 7,583SF__.._.__..-..s.__..._.__.._._.._.,..__ 6-SIM +i 506OCC I CORR j ' 3 ( I NEW WINDOWAT t 1 1 t EXISTING OPENING ( 8'-4" t18'-718" 311Z '-4" 311Z' -- ( UNISEX1/2" COPY/DOC Wy tUNISE O - z3 z4 ,;s _ t NEW COLUMN I NEW COLUMN I NEW COLUMN K OOM ENTRY w9 1 COUNTER ® 1a1A 402 2 1 F ° 905E C - BUILT-IN SEATING V i I 1 3 _Is- - - - - - - - - - - 1 W8 1 W //0. STIBU --- C yI--I w1 100 -/� C VELE W7 1-31 9'4 I i 26'-8" wt 23'-7 ,45.2 L__------_�__-_---- --- - - J 1 ROOF ABOVE I 36'-8" 29'4" �B i C j I I i 24'-10" 1 GWB ON f �I I I I EXISTING DOOR �l 1112mF.URRING,_... _ ..,___._.,___ �_ _ ..__ ___- - _ � »T ____ __® _ _ __� _ __ _ __ _ _ _ _®s CLASSROOM \\P CLASSROOM t i 400 SF [ 39515E I I 1 I SiS 20 OCC � 20 OCC III I i 3 61 t109'-41/4" 19�tl�C , EXISTING WALL TO REMAIN NEW WALL FE FIRE EXTINGUISHER ODOOR TAG OWINDOW TAG ELEVATION MARKER SECTION MARKER # ENLARGED PLAN MARKER Wt WALLASSEMBLYTAG v / 5Q `7J 00 00 LU V) W > 4 ::E tY J LU ~ ZZ F_ f U F- W U 0 Z H ''' % Z w Q.. U =Z LU V) 00 � O c- 00 cn `t`/ mot' 1./ ..I.. U NOTES 1, CONTRACTOR SHALL DIVERT AS MUCH h OF THE DEMOLISHED MATERIALS FROM THE LANDFILLAS POSSIBLE BY U MEANS OF RECYCLING, DONATION, � ETC. W 2. DIMENSIONS GIVEN ARE TO FACE OF I— 0 (E) FINISHED WALLS & FACE OF FRAMING OF (N) WALLS, UNO. _ 3. REFER TO ENLARGED PLANS ON SHEETS A7.1 THRU A7.2 FOR DIMENSIONS NOT SHOWN HERE. ^' O 4. TOP OF NEW PARTITION WALLS SHALL ryoo n'1 EXTEND MINIMUM 3" ABOVE BOTTOM w M OF CEILING TILE co Z $ Z e L.IJ U = Q H Q /1 n U v 1�j1 J w a Mt.V400 Lr) Q W U) EXISTING TILT -UP Layi _j I I a- — — — — — — — — CONCRETE WALLS _ - _ _ _ _ _ _ _ _ _ _ RECEIVED -� NEW WINDOWS AT-/ I I TILT -UP WALLS ' NEW CONTINUOUS 1{VATER TABLE, TYPICAL i D I NEWWINDOWAT "' ! }z a EXISTING OPENING 8 CITY OF i iil"VZLA I W4 I A A A I I JAN 30 2020 -------- ------ --------~L__—__ ____—�'-- ---- --- -----J t PERMIT CENTER W4 I A6.2 �'--- ----"- ----- ---�'� FLOOR PLAN ' 1 7!8" 1'-0" 0 4' V 15 3T-1" 1 11'4" ( 1V-4" 19'-4" t 27'-0" 1. 33'-10" F , TG 4 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION BUILDING PERMIT SET 3-4-2019 FLOOR PLAN A2.3 I I i 24'-10" 1 GWB ON f �I I I I EXISTING DOOR �l 1112mF.URRING,_... _ ..,___._.,___ �_ _ ..__ ___- - _ � »T ____ __® _ _ __� _ __ _ __ _ _ _ _®s CLASSROOM \\P CLASSROOM t i 400 SF [ 39515E I I 1 I SiS 20 OCC � 20 OCC III I i 3 61 t109'-41/4" 19�tl�C , EXISTING WALL TO REMAIN NEW WALL FE FIRE EXTINGUISHER ODOOR TAG OWINDOW TAG ELEVATION MARKER SECTION MARKER # ENLARGED PLAN MARKER Wt WALLASSEMBLYTAG v / 5Q `7J 00 00 LU V) W > 4 ::E tY J LU ~ ZZ F_ f U F- W U 0 Z H ''' % Z w Q.. U =Z LU V) 00 � O c- 00 cn `t`/ mot' 1./ ..I.. U NOTES 1, CONTRACTOR SHALL DIVERT AS MUCH h OF THE DEMOLISHED MATERIALS FROM THE LANDFILLAS POSSIBLE BY U MEANS OF RECYCLING, DONATION, � ETC. W 2. DIMENSIONS GIVEN ARE TO FACE OF I— 0 (E) FINISHED WALLS & FACE OF FRAMING OF (N) WALLS, UNO. _ 3. REFER TO ENLARGED PLANS ON SHEETS A7.1 THRU A7.2 FOR DIMENSIONS NOT SHOWN HERE. ^' O 4. TOP OF NEW PARTITION WALLS SHALL ryoo n'1 EXTEND MINIMUM 3" ABOVE BOTTOM w M OF CEILING TILE co Z $ Z e L.IJ U = Q H Q /1 n U v 1�j1 J w a Mt.V400 Lr) Q W U) EXISTING TILT -UP Layi _j I I a- — — — — — — — — CONCRETE WALLS _ - _ _ _ _ _ _ _ _ _ _ RECEIVED -� NEW WINDOWS AT-/ I I TILT -UP WALLS ' NEW CONTINUOUS 1{VATER TABLE, TYPICAL i D I NEWWINDOWAT "' ! }z a EXISTING OPENING 8 CITY OF i iil"VZLA I W4 I A A A I I JAN 30 2020 -------- ------ --------~L__—__ ____—�'-- ---- --- -----J t PERMIT CENTER W4 I A6.2 �'--- ----"- ----- ---�'� FLOOR PLAN ' 1 7!8" 1'-0" 0 4' V 15 3T-1" 1 11'4" ( 1V-4" 19'-4" t 27'-0" 1. 33'-10" F , TG 4 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION BUILDING PERMIT SET 3-4-2019 FLOOR PLAN A2.3 v / 5Q `7J 00 00 LU V) W > 4 ::E tY J LU ~ ZZ F_ f U F- W U 0 Z H ''' % Z w Q.. U =Z LU V) 00 � O c- 00 cn `t`/ mot' 1./ ..I.. U NOTES 1, CONTRACTOR SHALL DIVERT AS MUCH h OF THE DEMOLISHED MATERIALS FROM THE LANDFILLAS POSSIBLE BY U MEANS OF RECYCLING, DONATION, � ETC. W 2. DIMENSIONS GIVEN ARE TO FACE OF I— 0 (E) FINISHED WALLS & FACE OF FRAMING OF (N) WALLS, UNO. _ 3. REFER TO ENLARGED PLANS ON SHEETS A7.1 THRU A7.2 FOR DIMENSIONS NOT SHOWN HERE. ^' O 4. TOP OF NEW PARTITION WALLS SHALL ryoo n'1 EXTEND MINIMUM 3" ABOVE BOTTOM w M OF CEILING TILE co Z $ Z e L.IJ U = Q H Q /1 n U v 1�j1 J w a Mt.V400 Lr) Q W U) EXISTING TILT -UP Layi _j I I a- — — — — — — — — CONCRETE WALLS _ - _ _ _ _ _ _ _ _ _ _ RECEIVED -� NEW WINDOWS AT-/ I I TILT -UP WALLS ' NEW CONTINUOUS 1{VATER TABLE, TYPICAL i D I NEWWINDOWAT "' ! }z a EXISTING OPENING 8 CITY OF i iil"VZLA I W4 I A A A I I JAN 30 2020 -------- ------ --------~L__—__ ____—�'-- ---- --- -----J t PERMIT CENTER W4 I A6.2 �'--- ----"- ----- ---�'� FLOOR PLAN ' 1 7!8" 1'-0" 0 4' V 15 3T-1" 1 11'4" ( 1V-4" 19'-4" t 27'-0" 1. 33'-10" F , TG 4 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION BUILDING PERMIT SET 3-4-2019 FLOOR PLAN A2.3 EXISTING TILT -UP Layi _j I I a- — — — — — — — — CONCRETE WALLS _ - _ _ _ _ _ _ _ _ _ _ RECEIVED -� NEW WINDOWS AT-/ I I TILT -UP WALLS ' NEW CONTINUOUS 1{VATER TABLE, TYPICAL i D I NEWWINDOWAT "' ! }z a EXISTING OPENING 8 CITY OF i iil"VZLA I W4 I A A A I I JAN 30 2020 -------- ------ --------~L__—__ ____—�'-- ---- --- -----J t PERMIT CENTER W4 I A6.2 �'--- ----"- ----- ---�'� FLOOR PLAN ' 1 7!8" 1'-0" 0 4' V 15 3T-1" 1 11'4" ( 1V-4" 19'-4" t 27'-0" 1. 33'-10" F , TG 4 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION BUILDING PERMIT SET 3-4-2019 FLOOR PLAN A2.3 q mII= B1 + e + 1 ! ! 1 1 I A3.1 ! I 1 I 1 ! I 1 1 a NEW GUTTER, TYR A5 1 3 ! 1 KEEP EXIST 1 1 � KEEP EXIST. KEEP EXIST. DS r-- t —„ DS I DS , i —+ DS �1 I L0. RF MEMBRANE EXISTING SCUPPER RELOCATED HP -' EXISTING SCUPPER TO REMAIN ! ®_ ® R .�'' TO REMAIN / TO.RFMEMBRANE 297112// 1,J .12 j / 1144: / . DRAIN LINE DSBMJOISTS / j / 13'-6" SECONDARY SCUPPER DRAIN LINE TO DS / T.O. PARAPET ,NOT CONNECTED TO PRIMARY SYSTEM W/ABOVE GRADE DISCHARGE NEW GAS UNIT; / / / HIGH CURB SO / UNIT IS ABOVE / TO.PARAPET w RTU 3 DRAINLINETODS BENEATH JOISTS 1/4.12 / ,/,/MIN/�% /N127 �7j MI 13,-6" DRAIN LINE TO T0. PARAPETI / DS B/W JOISTS EXISTING SCUPPER TO REMAIN; (N) PVC DOWNSPOUT AT EXISTING DOWNSPOUT LOCATION TPA 27-2" / / / / / / / / 29 3 / / / / / / 14 1" / ,SECONDARY SCUPPER DRAIN LINE TO DS NEW TAPERED / NOT CONNECTED TO PRIMARY SYSTEM 1 / 1 / / / / / / / ROOF INSULATION / W1ABOVE GRADE DISCHARGE / /// NEW GAS UNIT T0. RF MEMBRANE / / / / / / / / TO. RF MEMBRANE RTU 4 DRAIN LINE TO DS BAN JOISTS / DRAIN LINE TO DS BENEATH JOISTS / 701-51/ DS DS ccccccccccaEccccccccccc�i�[�il�:�c ���is: Irrrrrrrrrr: rrrrrrrrrrr �rrrrrrrr���� caaaaaaaaa aaaaaaaaaaaaaaaa aaaal Irrrr>•r�rsc rr:usrr rrr c,c_acacccc [aaaaaaccaaa �r�nonnsommion (�(a`aaa••c�aQaa}}�: cacaac,cace cccacr•��caaticact"c"+licccacc,BUILDING FOOTPRINT BELOW rrrr rrr rrrr rrrrrrrrrr rr• %c�iiccg caccacccaaaac�i�••�'ccc, + + ±14'-7" / \\\_EXISTING SCUPPER TO. RF MEMBRANE \ TO REWAIN rrlmvrw EXISTING �� ROOFS) 1 NEW 36" X 36" ROOF HATCH F( NG ROOF SLOPE 1 w Niy z0 ±12-4 112" 1' TO. RF MEMBRANE �r HOOD MAKE-UP AIR UNIT lI AND KITCHEN EXHAUSTS T.B.D.; RTU 5 ` DEFERRED SUBMITTAL, LOCATION MAY VARY TO. PARAPET 960 LB (r NEW GAS UNIT TO BE REMOVED EXISTING HP TO REMAIN HP 2 SEE STRUCTURAL DRAWINGS FOR BLOCKING AND DRAG STRAPS, ETC. tssLas REQUIRED AT ROOF FRAMING EXISTING UNIFORM ROOF INSUL. / � a � o in w0 1 T-0' TO. PARAPET z NEW GAS UNIT +14'-7" 10. RF MEMBRANE EXISTING EXISTING ROOF RTU 2 EXISTING ROOF SLOPE �\ oasts —TO BE REMOVED —TO BE REMOVED / —TO BE REMOVED I LOW POINT OF ROOF TO. BEAM 14'•0" 8:12 20.5 8:12 1T.0' HIGH POINT TO. PARAPET OFMTLROOF EXISTING SCUPPER 4 TO REMAIN a.1 DS 3 A3.t / NEW GAS UNIT RTU 1 ,.taste. �C EXISTING ROOF TO REMAIN NEW MEMBRANE ROOF WITH TAPERED INSULATION; 4 SEE ASSEMBLY R1 & R5, SHEET A4.1 NEW METAL ROOFING (McELROY MET -TILE OR SIMILAR) O DS NEW DOWNSPOUT � KEEP EXIST. NEW DOWNSPOUTAT LOCATION DS OF EXISTING DOWNSPOUT ® RD ROOF DRAIN (SEE NOTE #7) RIDGE VENTILATION DS 0 T UMVILA 30 CENTER FIEOR NCE r 0 A3.1 City of Tukwila BUILDING DIVISION ROOFING NOTES 18:12 2015IBC SECTION 1203 1203.2 ATTIC SPACES. ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF FRAMING MEMBERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATION OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN AND SNOW, BLOCKING AND BRIDGING SHALL BE ARRANGED 60 AS NOT TO INTERFERE WITH THE MOVEMENT OF AIR, AN AIRSPACE OF NOT LESS THAN 1 INCH (25 MM) SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING. THE NET FREE VENTILATION AREA SHALL BE NOT LESS THAN 1/150 OF THE AREA OF THE SPACES VENTILATED, VENTILATORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS. EXCEPTION: THE NET FREE CROSS -VENTILATION AREA SHALL BE PERMITTED TO BE REDUCED TO 1/300 PROVIDED BOTH OF THE FOLLOWING CONDITIONS ARE MET: 1) A CLASS I OR II VAPOR RETARDER IS INSTALLED ON THE WARM -IN -WINTER SIDE OF THE CEILING. 2) AT LEAST 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NOT MORE THAN 3 FEET T14 MM) BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION MORE THAN 3 FEET (914 MM) BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED. 1. 40 % - 50/ OF READ NFVA WILL BE PROVIDED BY RIDGE VENTS IN THE UPPER PORTION OF RAFTER SPACES, WITH THE BALANCE OF THE VENTILATION PROVIDED BY SOFFIT PANELS AND WALL VENTS, TO SATISFY CONDITION 1203.2.2, FOR 1:300 REQUIREMENT.' 2. DETAILS SHOW MINIMUM REQUIREMENTS. ANY MANUFACTURER REQUIREMENTS WHICH EXCEED THAT SHOWN SHALLALSO BE PROVIDED. 3. SEE A6.2 FOR REQUIRED ROOF VENTILATION CALCULATIONS. 4. SEE STRUCTURAL PLAN FOR LOCATION OF ROOF WORK. PATCH INSULATION AND ROOF SYSTEM AS REQUIRED. 5. SITE VERIFY EXISTING DRAINAGEAT ROOF. 6. EXISTING DOWNSPOUTS TO BE REPLACED SHALLTIE INTO LINE. ALL NEW DOWNSPOUTS TO TIE INTONEW SEXISTING STORM TORMSYSTEM. DED BY 2020 7 SCUPPEDRS (ARY3EE PLAN FOR )LOOCATIOOF NS) WITH SEPARATE INAGE IPIAG TO DOWNSPOUTS. SCUPPER SIZE, PIPING, AND DISCHARGE SHALL COMPLY WITH UPC 1101.12.2. 17' 0" TO. PARAPET 4'-0 - ! 1 MOWED CrTY OF JA PERP+9 Ll g >j �` O .7, w 2 V) rill 5Q co 00 00 Q LcU J ZW U F- W U 0 _ F- Uj Z w =w J I— F- 00 �'- `Ocn ..L.. 00 U U V) m (_ [-- N I n L) 1' N W co I 0 O N U= L^/ L O m Q Lx M co UWo s.rvoo Lu F- u.J � Z U = Q f- Q Z J ui �w-- m Ln ul) N BUILDING PERMIT SET 3-4-2019 ROOF PLAN ���.... � dk Aft, �, ROOF PLAN MAN, 'r B.O. HEADER — Tl'�MHEATHING- 18'7 1/8' TOP PLATE 16,-6 518" 8.0. HEADER 4— 111'"T.O. SHEATHING r2--,\ NORTH CLERESTORY ELEVATION 1/4" = 1'-0" r4-,\ SOUTH CLERESTORY ELEVATION 1/4" = V-O" N NAILING BETWEEN roRy WALLS TYP. TA30 STRAPS ON CH END CONNECTED — - — - — - — - — - — - — - — - HARDIE PANEL, TYPICAL — - — - — - — - — - — - — - — - ROOF MEMBRANE ROOF INSULATION ING BETWEEN WALLS TYR 'SON MSTA30 STRAPS ON LL AT EACH END CONNECTED )W. — - — - — - — - — - -- - HARDIE PANEL, TYPICAL I \ F-1 1 r KII,,JkJF - L-LENED I kJN T VV I IN UkJVV 3 r LtAIN 1/8" = V-w � EAST CLERESTORY ELEVATION 1/4" = 1'-0" r5--\ WEST CLERESTORY ELEVATION I 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION NAILING BETWEEN DRY WALLS TYR IPSON MSTA30 INSIDE OF :H END 1 TO BEAM BELOW. 4EL, TYPICAL JAN 30 2020 PERMIT CENTER V) < 00 0,0 co (') cr, LLJ C\I 4 < LU LU Z V) Z LU U U-1 U z LU LU z W a. z 7 LIJ V) q --I j 5 U— 00 cc O C—j) r-1 00 V) Lr) C'4 UC'4 Lij 00 C) L) 0 Uj re) 00 F V) Uz 1-� U.1 0 j R ce L) U-j Z U z < C) Ire LLI vi r Ca Ln Ln V) BUILDING PERMIT SET 3-4-2019 CLERESTORY PLAN & ELEVATIONS . .......... A, WALL PACK LIGHT, TYP EXISTING COVERED WALKWAY ENCLOSED w/ NEW ROOF (E) MASONRY COLUMNS FRAMING NEW ENCLOSED COOLER NORTH ELEVATION A3.1 1/8" - � �-0" Y T.O. ROOF METAL ROOF B.C. SOFFIT FRAMING - "' -® (N) CONC. INFILL — 1 COLUMN (BEYOND) ------- BLENDED Q a, BLENDED SPLIT FACE CMU c o" - FINISHED FLOOR NEW ENTRY BEYOND 2 EAST ELEVATION A3.1 118° = V -1)" 7 A5.2 METAL ROOF, TYP. —� 22 - - T.O.ROOF -- \------- ------------ \\\ STOREFRONT WINDOWS AND DOORS -- - - ,` 24" DIAM. FIBERGLASS COLUMN 1 7 yftmCd JpTu GRA-0 D'vc t01t COMPOSITE WINDOW TRIM, TYP.— 10'-71/2" J,B.0.S_OFF�IT 54 ... ",,,• - FRY AMING �,... 8..i,.- -.. --. 1I4 Y R.O. HEAD HARDIEPANEL--,.__� G O Y R.O. SILL 0" FINISHED FL OR/ BLENDED SPLIT FACE CMU —/ 3 SOUTH ELEVATION A3.1 va° = 1'-0„ NEW METAL ROOF LOCATION OF FUTURE SCULPTURE/MURAL 10'-7112" B.O.SOFFIT R-9' 0, HDR . RY 0. SILL BLENDED SPLIT FACE CMU 4 WEST ELEVATION A3.1 1/8" = 1'-0" B 3 A5.1 I - - I'll I ' - -1 L> ffl- - I - WALL SCONCE Wl Ell CAST DOWNLIGHTAND UPLIGHT (E) STOREFRONT DOOR W/ SIDE LIGHT AND TRANSOM EXISTING MASONRY WALLS NEW METAL ROOF AT EXISTING TILT -UP WALLS 1 0 t (E) TILT -UP WALLS TO BE PAINTED SURFACE MOUNTED OR RECESSED STRIP LIGHTING SURFACE MOUNTED SIGN LIGHT W124" STEM 4 A5.1 '1�� ` imill,lffz�i��FIL'---'Ag�-.�'llI "I NEW DOWNSPOUT LOCATION WALL SCONCE W/CAST DOWNLIGHTAND UPLIGHT � (N) STOREFRONT DOOR W/ SIDE LIGHT AND TRANSOM ( 101 ) NEW (E) PARKING SPACES NEW TRASH ENCLOSURE ..6 ENCLOSED ( 3� EXISTING COVERED ENTRY ®i WALL SCONCE W!_ CAST DOWNLIGHTAND UPLIGHT EXISTING CONCRETE TILT -UP WALLS HARDIEPANEL ' ---- METAL ROOF -- f—HARDIEPANEL JQ — — — - —'- 8 R.O. HDR i R.O. SILL ''-- COMPOSITE WINDOW TRIM, TYPICAL BLENDED SPLIT FACE CMU NEW GROUND FLOOR ON NEW FOUNDATION , 4$ A5.2 A5.2 NEW METAL ROOF AT EXISTING TILT -UP WALLS METALROOF L.G.. co 00 CD 6� r 0 W I— QLU LU U.I z w N V w_v Z i-- LLJ Z w 0. U = Q Lf) Z ,J ~ o LL- 00 0 00 U U Cn Ln N EXISTING COVERED WALKWAY h NM BEYOND W I- 0 O N T .UL.• �1 M U c0 UF-Z'o R $ LU � Z_ W U S Q>¢ ? B J LLJ ~ J rvoo nECFiVEC CITY CF TUMVILA LLr) n JAN 30 2020 PER671T CENTER Y INN 01111111i11111i BUILDING ELEVATIONS ' PLAN 1 2020 KEY � 21'-71/4" — — — — — — — — — — — -------------- — TOP OF(N)HIPROOF TOP OF (E) PARAPET J t14'-4118"- Y TOP OF (E) ROOF SHTG I '� 4 CLASSROOM.' Sim I I 21 BUILDING SECTION 1 - LOOKING WEST 1/w = 1,4„ (EJ ROOF I I ( ( (E) ROOF \\ 13'-6" TOP OF (E) PARAPET 1 /8" = 1.4, 5 R3 { ROOF DRAIN: e. SEE: ROOF PLAN R1:.: ..._ ._._ _,. .._,_... ,� _„_—.-.-^••-.. El 0 AS.� -- CLASSROOM CORR RR COPY / DOC RR CORR I CLASSROOM CLASSROOM 1 22 23 24 25 108 18 19 I I _ 4"ROOF DRAIN LINE SHOWN AT 1!8" .,—C ' ', i � ( PER FOOT SLOPE YJ.0G"ROUNDFLOOR.INVERT. ELEV. 9'-5 - _w -.. _ __ .-._._- ,' ,. � _.•.._ _ _ ....,.,:-.. .._ �... .. - .�..._... .,. G e 8" OF DROP AVAILABLE 1 (6T RUN AVAILABLE @ 118" PER FOOT) BUILDING SECTION 3 - LOOKING NORTH 1/8" = 1'-0" 8 WALL, FLOOR, AND ROOF ASSEMBLIES N EXTERIOR WALLS INTERIOR WALLS ROOFS _ 1 W1 TYPICAL EXTERIOR WALLS Wg - R1 NEW ROOF ROOF TRUSSES OVER JOISTS TYPICAL INTERIORSOUNDATTENUATED RS-MEMBRANEROOFCOVERING R3 5116' FIBER CEMENT BOARD METAL ROOFING W2 CLASSROOM WALLS 114" COVERBOARD - DRAINABLE WATER RESISTIVE BARRIER R4 - 30# FELT - 518" GYPSUM WALL BOARD - 8" R-40 CONT INSULATION - PLYWOOD SHEATHING PER STRUCTURAL -15/8" GENIECLIP w17/8" FURRING PER -11T PLYWOOD o VAPOR RETARDER /AIR BARRIER o - 2X6 WOOD STUDS w/ R-21 BATT INSULATION - R-38 MIN CONTINUOUS RIGID INSULATION MANUFACTURER'S SPEC - SHEATHING PER STRUCTURAL = o _ VAPOR RETARDER SHEET 2X4 WOOD STUDS w/ BATT INSULATION SELF ADHERED VAPOR/AIR BARRIER 18" JOISTS PER STRUCTURAL g 5/8" GYPSUM WALLBOARD • 518" GYPSUM WALL BOARD -ROOF SHEATHING PER STRUCTURAL !i }� (� -ROOFTRUSS $ W2 SAMEAS W7 BUT WITH NO INSULATION R5 SAMEAS R1 BUT WITH 117/8" JOISTS - SHEATHING PER STRUCTURAL -18" JOISTS PER STRUCTURAL TYPICAL EXTERIOR WALLS INTERIOR WALLS R2 �� PERIMETER ROOFS R4 ROOF TRUSSES W3 5116" FIBER CEMENT BOARD Wi 5/8" GYPSUM WALL BOARD METAL ROOFING SIMILAR BUT CEILING SHALL BE VV4 • DRAINABLE WATER RESISTIVE BARRIER W$ • 2X6 WOOD STUDS w/BATT INSULATION - UNDERLAYMENT PER ROOF 1/2"GWBAND NO JOIST UNDER PLYWOOD SHEATHING PER STRUCTURAL 5/8" GYPSUM BOARD MANUFACTURER ROOF TRUSS 2X6 WOOD STUDS SHEATHING PER STRUCTURAL W8 SAMEAS W7 BUT WITH NO INSULATION ROOF TRUSS W4 SAMEAS W3 BUT WITH 2X4 STUDS W5 TYPICAL EXTERIOR WALL BASE W9 R2.1 -4" NOMINAL SLIT FACE CMU W/ GALVANIZED W10 INTERIOR WALLS HIP ROOF WITH UNVENTED ATTIC) WALL TIES @ IT HORIZONTALAND (3) VERT • 518" GYPSUM WALL BOARD - METAL ROOFING CEILINGS -+1- 2" AIR GAP - 2X4 WOOD STUDS w/ BATT INSULATION • 30# ROOFING FELT - 518" GYPSUM WALL BOARD -1/2" PLYWOOD - DRAINABLE WATER RESISTIVE BARRIER C1 TYPiCALACTCEILING - R38 MIN. CONTINUOUS RIGID INSULATION - PLYWOOD SHEATHING PER STRUCTURAL - SUSPENDED ACOUSTICAL TILE CEILING 2X6 WOOD STUDS w/ BATT INSULATION W10 SAMEAS W9 BUTWITH NOINSULAiION SELFADHERED VAPOR AIR BARRIER SYSTEM PER MANUFACTURER'S SPEC -VAPOR RETARDER SHEET) ''t� -ROOF SHEATHING PER STRUCTURAL -ACOUSTICAL CEILING TILES 5/8" GYPSUM BOARD TOP CHORD OF WOOD TRUSS W11 FURRING AND SOFFIT WALLS C2 SUSPENDED GYPSUM BOARD CEILING W12 5/8" GYPSUM WALL BOARD A SUSPENDED CEILING SYSTEM 2X6 WOOD STUDS 112" GYPSUM CEILING BOARD W12 SAMEAS W11 BUTWITH2X4 STUDS 1 C3 1 ■ a r qq o o- vil, 3 ' — — i 3 r --. 17'-0" TO_ E) PARAPET 14'Y. (E) OOF -4 118.SHOTG - ' TOP OF (E) PARAPET TOP OF (E) ROOF �- 1 I 10' 7112 -- - ROOF SOFFIT 1 V) n. Q co 00 00 o SW 4 � J M QH W ZZ c1) V p LU U Z_ L>J Z w a. U Uj = w Z_ � -' o LL 00 m0 00 �t U TD ..lam U DINING ROOM 1 I—O N i A5.1 U) 35' SIM LU � O TRUSS SUSPENDED CEILING • ROOF TRUSSES PER STRUCTURAL SUSPENDED ACOUSTICAL TILE CEILING C4 EXTERIOR SOFFIT 2X4 WOOD STUDS HARDIESOFFITVENTED PANEL C5 GYPSUM BOARD CEILING - JOIST PER SUM CEILING AL -112" GYPSUM CEILING BOARD CONCRETE SLAB ON GRADE FLOORING PER FINISH SCHEDULE CONCRETE SLAB PER STRUCTURAL -VAPOR BARRIER -4" WASHED CRUSHED ROCK U - M &� < LU M 5 co UWo INSULATION NOTESLU Z LJJ V = n Z Q 1) INSULATION SHALL BE INSTALLED SUCH THAT IDENTIFICATION MARK IS READILY `= OBSERVABLE DURING INSPECTION O J W INSULATION SHALL O INSTALLED SEMBLI S THICKNESSES AND R-VALUES AS INDICATED BY WALL, FLOOR, AND ROOF ASSEMBLIES DRAWINGS. s J 3) INSULATION SHALL BE INSTALLED PER MANUFACTURERS INSTRUCTIONS. NOTIFY THE ARCHITECT a '' N IMMEDIATELY IF THERE IS ANY CONFLICT BETWEEN THE MANUFACTURER'S INSTRUCTIONS AND THE - ARCHITECTURAL DRAWINGS. 4) STAGGER EDGE JOINTS WHERE TWO OR MORE LAYERS OF RIGID INSULATION ARE INSTALLED. 5) STANDARD WOOD FRAMING IN ACCORDANCE WITH WSEC A103.2 6) IF EXISTING CAVITIES AT EXTERIOR WALLS ARE EXPOSED DURING CONSTRUCTION, CAVITIES SHALL BE INSULATED TO FULL DEPTH WITH R-3 PER INCH OR SETTR INSULATION. 7) VAPOR RETARDER SHEET PLACED ON INTERIOR SIDE OF INSULATION SHALL BE: CLASS 11- LESS THAN 1 PERM VAPOR PERMEANCE „ kc � RECFIVED CITY OF i UK ILA JAN 30 2020 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION BUILDING PERMIT SET 3-4-2019 BUILDING SECTIONS & ASSEMBLIES A4.1 12 METALROOFING 6 30# FELT PLYWD SHTG -ROOF RIGID INSULATION r T( VAPOR BARRIER PLYWD SHTG w/VAPOR BARRIER 'j WOOD TRUSSES EJ(ifi) 1 BATT INSULATION (R-21) SHEATHING PER STRUCTURAL RING .. � f <, --"-"-"-"--- 18"JOIST PER STRUCTURAL ---"--"---"-- rFR-A ING - -- " �J VENTILATED > S'-6 IT" FIBER CEMENT SOFFIT - BOTY TOM OF JOIST (N) DECORATIVE TRIM 3 FIBER CEMENT TRIM "` 8✓° FIBER CEMENT TRIM I BOY TTOM OF CEILING )UGH OPENING I - I 1 ---- SUSPENDED ACT CEILING O 3 MA CASTSTONE _ WATERTABLE r/ ^�) ROUGH OPENING I I I 7 >r SPLIT FACE CMU VENEER I > 2"AIR SPACE I 6" CONC. SLAB R-101NSUL. @ STEM WALL. VAPOR BARRIER i pi I 4" GRAVEL IVA { b SEE STRUCTURAL DRAWINGS I a FOR FOUNDATION, TYPICAL -A6.1 °w Q TYPICAL EXTERIOR WALL 3/4" = 1'-O" FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWD SHTG PER STUCTURAL WOOD FRAMING GABLE TRUSS CORROSION RESISTANT METAL FLASHING (COLOR TO ROOF) METAL ROOFING PLYWD SHTG PER STUCTURAL— ROOFTRUSS 12 VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM FIBER CEMENT _ TRIM FIREBLOCKING - FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWD SHTG PER STUCTURAL 2x6 PER STRUCTURAL W1 R-21 FG BATT INSUL GWB CASTSTONE WATERTABLE —\ METAL ROOFING VAPOR BARRIER PLYWD SHTG PER STUCTURAL--� (N)ROOF TRUSS FIRE RETARDANT TREATED WOOD \� R-21 BATT INSULATION kND GALVANIZED CONNECTORS AT PENT ROOFS, TYPICAL GABLE TRUSS; SEE STRUCTURAL DRAWINGS AND TRUSS DRAWINGS SHEATHING PER STRUCTURAL �I18_JOIST PER STRUCTURAL - - 8'-4" BOTTOM OF CEILING SUSPENDED ACT CEILING CONC.SLABPERSTRUCTURAL — VAPOR BARRIER 4" GRAVEL 2 EXTERIOR WALL AT MURAL A5.1 3/4" = 1�4' (N)GUTTER (N) VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM (N) FIBER CEMENT TRIM (N) DOWNSPOUT TO _ EXISTING SCUPPER (E) CMU WALL (E) FURRING AND F.G INSULATION (N)CASTSTONE WATERTABLE (N) BOOT WITH CLEANOUT TO STORMWATER SYSTEM 12 18 F 3 ROOF AT EXISTING CMU WALL 5.1 3/4" = 1'-0" FIREBLOCKING NOTE 1. FIREBLOCKINGSHALL BEINSTALLED BETWEEN ATOP STORY AND ANATTIC, CONCEALED SPACES OF STUD WALLS, INCLUDING FURRED SPACES, AT CEILING LEVELS, AND HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. FIREBLOCKING SHALL BE PROVIDED AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES, TYPICAL. (IBC 718) METAL ROOFING (N) INTERMITTENT PLYWD SHTG PER STUCTURAL BLOCKING ROOF TRUSS AT FLASHING FOR VENTILATION; INSTALL INSECT FIRE RETARDANT TREATED WOOD SCREEN OR SIMILAR AND GALVANIZED CONNECTORS AT PENT ROOFS, TYPICAL (E)SCUPPER 12 18 (E) ROOF (E) - BEAMM BEYOND sBOo '-" TTOM OF CEILING (N)INTERMITTENT BLOCKING TO ALLOW FOR VENTILATION; INSTALL COR-A-VENT OR SIMILAR /// / I p -1"�— RE AURAS REQUIRED 1;, g'-6" BY OTTOM OF CEILING (N) VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM (E) 7" CONCRETE_ 314" AIRSPACE 5112" WOOD FRAMING & BATT INSUL. 5/8" GWB FILL EXISTING OPENING: SEE FLOOR PLANS AND STRUCTURAL DETAILS SPLIT FACE CMU VENEER 2" AIR SPAC R-101NSUL. @ STEM WALL (�:) ROOF AT EXISTING CONC. WALL A5.1 3/4" = 1'-0" 3 u 2 u Cq e 0 a- 4 .ram nECER 1 CITY OF T L r_T- -T . JAN 30 n REVIEWtVP CODE COMPLIANCE APPROVED KEY PLAN MAR 30 2020 City of Tukwila BUILDING DIVISION V) t..G co co co 6l LI.J Q V) } � j > 4 G. e -, M Q Lij W zw U LUU o Z I w Z w CL U =W V) Z J q J_ Li.. CO pCJ) co o U^, L.G. Z U Ln - I N u) U W co o 0 N Z LL M - LLJ M 00 UWo ' a. w I- U W Z L� U S Z¢ c Q > O I-'-1 s F— t QLn te Ln V) BUILDING PERMIT SET 3-4-2019 WALL SECTIONS A5.1 I R >� ENLARGED PLAN - VESTIBULE 1/4" = l'-O" (N) DECORATIVE TRIM FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWD SHTG PER STRUCTURAL WOOD FRAMING CORROSION RESISTANT METALFLASHING (COLOR TO ROOF) 12 6 -T-RUSS- BEARING IZ-0" B.O. SOFFIT -FRAMING VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM ROUND PLYWID BLOCKING AT TOP OF COL. WOOD COLUMN w/ WRAP BLOCKING PER MANUR INSTRUCTIONS ROUND FIBERGLASS ' COL WRAP, INSTALL PER MANUR INSTRUCTIONS ROUND PLYND BLOCKING AT BASE OF COL i � ENLARGED PLAN - SOUTH FACADE BUILT-UP 1/4" = 1'4' FIBERGLASS COL. TABLE (ABV) SPLIT FACE CMULamy BLOCKINGPER— - T AIR SPACE x ", V,/ MANUR REGMTS. WRB COL. SEE: SHEATHING2" STRUCT. DRWGS.. PT FRAMING WATER TABLE + TREATED SILL /,y (BELOW) PLATE & STUDS PROVIDE CIRCULAR L — — — — — - BLOCKING AT COL.—/ BASE & TOP PER BASE MANUR INSTRUCTIONS COLUMN COLUMN WRAP \A �-2 1/2" = 1 4' PLAN DETAIL (E) CONC. WALL -6"STEM WALL &TREATED BOT PLATE (BELOW) EXTERIOR WALL. SEE:ASSEMBUES TRACE OF WATER TABLE (BELOW) TRACE OF STONE PILASTER -MID 1/2" = 1'-0" (E) CONC. WALL COMPACTED FILL & 4'SLAB i6"STEM WALL &TREATED BOT. PLATE (BELOW) DRAINABLE WRB EXTERIOR WALL. SEE: ASSEMBLIES TRACE OF STONE WATER TABLE (BELOW) TRACE OF STONE VENEER(BELOW) S EE:ASSASSEMBLIESI —1 PILASTER -END PLAN DETAIL \A�.2 1/2" = 1'-O` dii i FLASHING W/ fil I LIT, E (N) INTERMITTENT BLOCKING AT FLASHING FOR VENTILATION INSTALL INSECT SCREEN OR SIMILAR 2X6 FRAMED TO (E) NAILER TO SUPPORT FIRE RETARDANT TREATED WOOD TRUSS. SEE: STRUCT. Z- AND GALVANIZED CONNECTORS AT DRWGS VAPOR BARRIER WOOD TRUSSES @ ENTRY. PENT ROOFS, TYPICAL 0 SEE: STRUCT. DRWGS. 17'-0" ROOF MEMBRANE tj 11 10. (E) CONC. WALL - - - - - - - - - - - OVER SHEATHING WOOD TRUSSES 9 ENTRY VESTIBULE. SEE: STRUCT. DRWGS. BATT INSULATION (R-21 CANT BLOCK WOODFRAMING HARDIESOFFIT PANEL 1214�0' 11 1 -1 -ITT I I I I TRUSS BEARING HT. ENTRY v (R BATT INSULATION-30) @ ENTRY B.C. CLG 15 1 Li TO, WALLIGLB (BEYOND) GWB SOFFIT Wl SOFFIT FRMG HT.- - - - - k (E) 4X14 BEAM - BATT INSULATION (R-21 R-49 ATTIC INSULATION VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM 17,1 5 ENTRYVESTIBULE GWB B.C. CLG -WOOD FRAMING & BATT INSUL, - B.'-OW. SOFFIT - - - - - - - - - - - - - - - GWB IDROP FRAME SOFFIT DAEICORATIVE FIBER CEMENT BOARD PANEL DRAINABLE WATER RESISTIVE BARRIER A.C.T. CEILING 1-7 (BEYOND) PLYWD SHT'G - EXTRA WALL WD FRAMING & BATT INSULATION -VAPOR RETARDER SHEET GWB LAIRSFACE� ENTRY ENTRY DINING1 FVIES"Wu� EXTERIOR 101 41 PORCH 1 100 (N)CASTSTONE WATERTABLE WINDOW(BEYOND) WATERTABLE ���I'� III'' CASTSTONE SPLIT FACE CMU WATERTABLE SPLIT FACE CIMU VENEER I COL. BASE /STANDOFF. -R-10 2"AIR SPACE SEE: STRUCT. DRWGS. INSUL. @ STEM WALL TREATED WOOD STUDS Ap WRB CONCRETE SLAB & SILL PLATE AT CMU--------, 11 W, rI jj VENEERWALL 0. I-ST-EM -WALU�' T fie VON / �� ♦ O O . ♦ O♦ O♦ O♦ Ot O♦ O ♦♦ O 0 _ - - - - - - - - - - - 4' SLAB OVER COMPACTED FILL SIDEWALK 6' ll� ITEM WALL+ SIDEWALK 1 (N) FOOTING ATTACHED TO (E). SEE: STRUCT. DRWGS. ®� ---- ---- --- SECTION AT PILASTER PLAN DETAIL Em NORTH EXIT 1/4" = 1 '4' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 1 0f Tukwila BUILDING DIVISION. FIRE RETARDANT TREATED WOOD AND GALVANIZED CONNECTORS AT eti PENT ROOFS, TYPICAL FLASHINGWI DRIP EDGE (N) INTERMITTENT BLOCKING AT FLASHING FOR VENTILATION; INSTALL INSECT SCREEN OR SIMILAR 2X6 FRAMED TO (E) NAILER TO SUPPORT TRUSS, SEE: STRUCT. DRWGS ROOF MEMBRANE -,/'-OVER SHEATHING BLOCK 12 Ir k-CANT , HT. (E) 4XI4 BEAM - VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM AIRSPACE - - - - - - - - - - - - - - L L9-2 314" HIGH CONC. OPENING 7 DROP FRAME SOFFIT ROUGH OPENING REINFORCEMENT. SEE: STRUCT. DRWGS. EXTERIOR DINING 41 nn AIRSPACE(VENT) yI 4"SLAB VAPORBARRIER- COMPACTED FILL SIDEWALK T-1. STEM WALL I$'-SL6jpff-- OR 6" 4' 4 na (N) FO )TING ATTACHED TO 6 nECEIV :0 (E). SEE: I STRUCT. DRWGS.. CITY OF TU �W'LA - - - - - - JAN 30 2020 PERMIT CENTER n SECTION AT WINDOW V) < Co Co Cr Co m LU 0 V) < N 4 M Lu Lu Lu z Z :D u z uj z Lu < z 7 w q 7 Lco co m 7 r1l D 7 u Ln Ln L.0 corq O —7 LU co Z) F V) 7 Lu 0 Z Lu u M r) < r oar C) _j LIS re C.0 Lf) <'. Lr) BUILDING PERMIT SET 3-4-2019 L-w WALL SECTIONS A5.2 1/2" = l'-O" 1/2" = l'-O" A5 1/2" = l'-O" CLERESTORY - NORTH WALL CLERESTORY - SECTION EAST WEST 1/2" = V-0" GLULAM BEAM PER STRUC ELCO EZG 670 HANGERMATE BY NWAP OR APPROVED E( 00 A'. � PARTITION HANGER VA-5.3) 3" --1 (N) FIBER CEMENT PANEL OVER DRAINABLE WRB, PUND. SHTG., P.T. 2X4 ON FLAT (N) 4"CMU VENEER; SEE 1/A6.1 (SIMILAR) (N) FLOATING CONCRETE SLAB I I d. —(N) FOOTING MASONRY WALL _0 151 (E) FOOTING (2) CMU VENEER \,A5.3/ 1/2,, = 1,-0, AT NW EXIT (N) FIBER CEMENT PANEL OVER DRAINABLE WRB, PLWD. SHTG., 2X4 FRAMING ALLOW PILASTER (N) SEE IIA6.1 FOR_j DETAILS (SIMILAR) J, 6' 01 CONCRETE PIER TO SUPPORT WOOD FRAMING (N) FOOTING; SEE STRUCTURAL DRAWINGS 7r' (N) GRADE BEAM;SEE STRUCTURAL DRAWINGS CMU VENEER 1/2" = V-0" AT NW EXIT 5.3 1/2" = V-0" (N) FIBER CEMENT PANEL TO EXTEND BEHIND COLUMN (N) CMU VENEER (E) SPLIT -FACE CMU COLUMN BEYOND (N) GRADE BEAM FOR CMU VENEER SUPPORT; SEE STRUCTURAL DRAWINGS EPDXY AND DOWEL ENDS OF (N) GRADE BEAM TO (E) FOOTINGS (E) FOOTING FOR SPLIT. FACE CMU COLUMN BEYOND r6-CMU VENEER A5.3) 1/2" = V-0" AT WALK-IN COOLER 1-1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION 5 6 4 2 0 0 113. T- T RECEIVED "-�CTY01FTUMVIIA JAN 30 2020 PEFtmff eENTdR V) r/ < 00 00 I . 00 z LU LLJ LU fZ 7 LU Lr) 7- q U- 00 0 7 00 D 7 U C11 Uco LU CN o ICI LU co V) m z Lu WZ r) U < Lq rvoo, Lt) V) 91 BUILDING PERMIT SET 3-4-2019 WALLSECTIONS A5.3 7'7' KEY PLAN . !D14a',0&0 � INTERNAL ROOF DRAIN TO DOWNSPOUT �A5-4,/ 3/4" = V-0" (N) INTERMITTENT BLOCKING AT FLASHING FOR VENTILATION; INSTALL INSECT SCREEN OR SIMILAR (E)SCUPPER (E) ROOF (E)GLULAM BEAM BEYOND OR SIMILAR 'io--T—RQ�TXST1NGWALL— o (E) COPING; (N) REPAIR AS REQUIRED METAL ROOFING T.O. (N) CA-0 —1 PLYWD SHTG PER STUCTURAL ROOFTRUSS NG PER STUCTURAL FIRE RETARDANT TREATED (E) ROOF WOOD (N) AND GALVANIZED CONNECTORSAT TARDANT TREATED WOOD PENT ROOFS, TYPICAL -VANIZED CONNECTORS AT )OFS, TYPICAL IT-13" 12 TO. EXISTING WALL 'o rER TO DOWNSPOUT. 18 )F PLACE FOR 'OUT LOCATIONS. v (N) GUTTER BEAM �E) (E) BEAM 10'-7 112" B.C. SOFFIT FRAMING H I I-KAMINU—, TILATED :EMENT (N) VENTILATED ORATIVETRIM FIBER CEMENT--- SOFFIT Z CEMENT (N) DECORATIVE TRIM 4 WALL A6.4 E2 (E) 7- CONCRETE_ 3/4" AIR SPACE 5 1/2" WOOD FRAMING& BATT INSUL. 5/8" GWB — — — — — — — — — — — T STONE (ABLE 340' 3-0" L T.O. SILL LL TOPOFSILL SEE DRAWING SK11.2 SEE DRAWING SK11.2 FOR MASONRY FOR CONCRETE OPENING WINDOW OPEN ING DIMENSIONS SPLIT FACE CMU VENEER 2'AIR SPACE R-10 INSUL. @ STEM WALL —GROUND FLOOR GROUND FLOOR RMWATER 4 SECTION AT WINDOW IN (E) CMU WALL 3/4" = V-0" T A SECTION /-%I WINDOW IN (E) CONIC. WALL 3/4" = V-0" (J) 1711 ry < 00 00 00 0') a) LU 0 V) LU < LU LLJ ZZ LLJ U LU U0 L.0 z j < z 7 Lu 0 E3 U. 00 0 7 Lr) Uc14 00 LLJ �10 C) C) U No rn 414 '.r < LU co m Uz Uj Uj U Z LLJ U_ p: '<A < Oz PJ 'q re < "� r a''..r1r) Lo Lr) REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 o City of Tukwila BUILDING DIVISION mi IS TAPE VAPOR RETARDER SHEET TO ROUGH OPENINGS OF WIND TAPE VAPOR RETARDER SHEET' OF RIM BOARD/TRUSS ON EXTE TAPE VAPOR RETARDER SHEET ALOF PLATE ON EXTE TAPE VAPOR RETARDER SHEET TO FIRST VAPOR RETARDER I WINDOW PER SCI BACKER ROD & SI SELF-ADHESIVE FLASHING CAST STONE WATER TABLE DOWEL: CAP TO CMU -.`. GROUT DOWEL MASONRY ANCHOR AT32"O.C.HORIZ. AND 25" O.C. VERT (NOT TO EXCEED 2.67 SF PER ANCHOR) 2" CMU VENEER, SEE: ASSEMBLIES - LAP WRB OVER FLASHING - WEEP HOLES- CONTIN000S CORROSION _ RESISTANT FLASHING W/ DRIP EDGE 2" CONTINUOUS R-10INSULATION. EXTEND DOWN 24" OR TO TOP OF FOOTING —� FOUNDATION WATERPROOFING SEE: CIVIL PLANS FOR ROOF DRAIN LOCATIONS: FILTER FABRIC TO SURROUND GRAVEL. OVERLAP ON TOP. 4" PVC RIGID PERK PIPE WEEPHOLES DOWNWARD RA YGRAVE OR STUD BOTTOM PLATE & TOP PLATE VAPOR RETARDER AT INI/EXT. WALL N.T.S. GWB TREATED SILL PLATE; SEE STRUCT, DRAWINGS BASE (SEE: FINISH ° FLOOR PLANS) .. FINISH FLOOR (SEE: FINISH ° FLOOR PLANS) 6" CONC. SLAB PER A STRUCT ° G a STEM WALL C a 7 T v FOOTING (SEE: STRUCT. GRADE BEAM SCHEDULE) v q�```` ````� VAPOR BARRIER GRAVEL CAPILLAR BREAK 2 VOID J01 D A6.1 N.T.S..T.S .040" STUCCO ALUMINUM FLOORING 3/4" PLYWOOD REINFORCEMENT ') +1- 6" RIGID INSULATION (MIN R-28) T$T� `)+ T 1 6 3/4" `r�r(7 ` - j$ EXISTING CONC. SLAB A � INSULATION AT FREEZER FLOOR A6.1 1iz 1,_0„ SELF-ADHEF (GRACE VAPOR BARRIER/AIR BARRIER AND TAPE S REQUIRED L 3114" CLOSED CELL SPRAY FOAM N AT THIS AREA SHOWN BY DIAGONAL DRAWING, NO TERMAL BARRIER i (IBC 2603.4.1.13) BRIER (8--� UNVENTED ATTIC, TYP A6.1 N.T.S. 4 VOID A6.1 N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED PEAR 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUMVILA JAN 30 2020 PERMIT CENTER VAPOR BARRIER AND AIR BARRIER NOTES: 1. AIRTIGHT DRYWALL -GYPSUM DRYWALL DRYWALL SEAMS SHALL BE TAPED AND FINISHED. AIR BARRIER CONTINUITY SHALL BE MAINTAINED AT PERIMETER OF DRYWALL ASSEMBLIES AND AT ALL PENETRATIONS THROUGH DRYWALL. VAPOR RETARDER SHEET SHALL BE ATTACHED SO AS TO MAINTAIN AIR BARRIER CONTINUITY WHERE GYPSUM DRYWALL TERMINATES. AIR BARRIER WILL CONTINUE ABOVE ROOF SHEATING WITH INSTALLATION OF SELF - ADHERED VAPOR BARRIER. 2. ELECTRIC BOX PENETRATIONS SHALL BE MADE AIRTIGHT BY INSTALLING "POLY HAT" TYPE PIECES OF SHEET VAPOR RETARDER BEHIND BOXES AND TAPING TO CONTINUOUS SHEET AT WALL FOR TOTAL ASSEMBLY. 3. TAPE VAPOR RETARDER SHEETAT TRANSITIONS AS REQUIRED TO MAINTAIN CONTINUOUS VAPOR BARRIER;. ONLY USE TAPE THAT HAS BEEN APPROVED BY THE VAPOR RETARDER MANUFACTURER. 4. PER IBC 1405.3.1, A CLASS II VAPOR RETARDER (BARRIER) IS REQUIRED. SEE PROJECT SPECIFICATION FOR MORE INFORMATION. 6-MIL POLYETHYLENE EXCEEDS CLASS II REQUIREMENTS AND MAYBE USES AS AVAPOR RETARDER (BARRIER) AND AIR BARRIER FOR THIS PROJECT. 5. THE COMPLETED BUILDING SHALL BE TESTED AND THE AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.40 CFM/FT2ATA PRESSURE DIFFERENTIAL OF 0.3INCHES WATER GAUGE (2.0 USX m2AT 75 PA) AT THE UPPER 95 PERCENT CONFIDENCE INTERVAL IN ACCORDANCE WITH ASTM E 779 OR AN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL (C4505.5.1.2). 6. SUBMIT AIR BARRIER TEST REPORT TO JURISDICTION ONCE TESTIS COMPLETED, IF TEST RESULTS EXCEED0.4 CFM/FT2AT 0.3 IN. WG, THEN VISUALLY INSPECT AIR BARRIER AND SEL NOTED SOURCES OF LEAKAGE, SUBMIT FOLLOW- UP REPORT TO JURISDICTION NOTING CORRECTIVE MEASURES TAKEN, INCLUDE AIR BARRIER TEST REPORT IN COMPLIANCE PROVIDED TO OWNER. A O N mot' M W CJ) f-- w n. U z _J CIO V) L..L 4 w V) LU tY -7Z ZW U UJ U Z_ �z Lu w J U_ C U U co 00 00 >a) Q J x f— w W F- I- 0 co 03 v ` N UN L U co 0 O T N n/ O LL. M Q� M j� V `.J w .�. L. H U LU U Z_ U = Z Z O 'LIA� w m Ln U) BUILDING PERMIT SET 3-4-2019 AIR BARRIER AND INSULATION DETAILS CMU VENEER 1 1/2"= 1'-0" y HVAC CURB DETAIL A6.2 N.T.S. NOTES: 1. BONDING ADHESIVE IS REQUIRED BETWEEN CURB AND TPO CUSTOM CURB FLASHING IN FULLY ADHERED SYSTEMS WHEN THE MEMBRANE CANNOT BE ATTACHED "UP & OVER" THE CURB, OR CURBS WHICH ARE GREATER THAN 12" HEIGHT. 2. CUT EDGE SEALANT SHALL BE APPLIED TO ANY EDGES WHERE SCRIM REINFORCEMENT IS EXPOSED. 3. VERTICAL T-JOINT COVERS REQUIRED AT ALL VERTICAL TRANSITIONS ON NON - FACTORY WELDS. 4. FIELLD T-JOINT COVERS ARE REQUIRED AT EACH T-JOINT WHERE THE FLASHING MEETS THE TPO FIELD MEMBRANE. FIELD T-JOINT COVERS ARE NOT REQUIRED WHEN 45 MIL. CURB FLASHINGS ARE USED. [AND WELD AT LAP OF CURB FLASHING (TYP) :ALANT (SEE NOTE #2) DINT COVER -TYP (SEE NOTE #3) #2) USE APPROPRIATE TERMINATION NOTE: TPO 18URB LA1. BONDING ADHESIVE �A " CFLASHING OR MEMBRANE REQUIRED BETWEEN TPO BONDING ADHESIVE MEMBRANEAND INSULATION FOR FULLY ADHERED SYSTEMS. TPO MEMBRANE MUST EXTEND WALL 1 CURB 112" BEYOND EDGE OF SEAM PLATE FASTENER AND SEAM PLATE @12" O.C. MAX. WELDED SPLICE (SEE NOTE #1) �TPO MEMBRANE j— TPO BONDING ADHESIVE (SEE NOTE #1) O � iv � i ,--1 INSULATION. Ln �z — n. LL zw F_ F_o 0 ii ¢ (I SUBSTRATE BASE TIE-IN FASTENED TO WALL A6.2 RIDGE CAP. INSTALL PER MANUF INSTRUCTIONS METAL ROOF. ROOFING SCREW W/ SILICON SEE:ASSEMBLIES GASKET BUTYL TAPE BM RIDGE CAP & FLASHING Sk ' TREATED NAILER FOR RIDGE CAP FLASHING W/ DRIP EDGE (N) TRUSS. SEE: STRUCT DRWGS FASTENERAT 12" O.C. MAX (MECHANICALLY ATTACHED SYSTEM ONLY) PRE -MOLDED TPO PIPE FLASHING WELDED SPLICE (2" MINIMUM) CONTINUOUS BEAD OF SEALANT FIELD FABRICATED METAL HOOD BY OTHERS SUBSTRATE ROOF VENTILATION CALCULATIONS 9O NORTH PENT ROOF VENTED AREA REQUIRED NFVA O EAST PENT ROOF VENTED AREA REQUIRED NFVA O3 SOUTH HIP ROOF VENTED AREA REQUIRED NFVA O SOUTH PENT ROOF VENTED AREA REQUIRED NFVA = 400 SF = 400 SF / 300 = 1.33 SF =192 SI NFVA REQUIRED = 192 SI / 2 = 96 SI NFVA REQUIRED HIGH & LOW = 592 SF = 592 SF 1300 =1.97 SF = 284 SI NFVA REQUIRED = 284 St 12 =142 SI NFVA REQUIRED HIGH & LOW =197SF =197 SF 1300 =.66 SF = 95 SI NFVA REQUIRED = 95 SI / 2 = 48 SI NFVA REQUIRED HIGH & LOW = 316 SF = 3161300 =1.05 SF =152 SI NFVA REQUIRED =152 SI 12 = 76 SI NFVA REQUIRED HIGH & LOW 0 a z w 0 0 )OF VENTILATION NOTES: SI NFVA REQUIRED = SQUARE INCHES OF NET FREE VENTILATION REQUIRED THE REQUIRED HIGH & LOW NUMBER IS A MINIMUM REQUIREMENT FOR VENTILATION REQUIRED AT THE TOP (HIGH) OF THE ROOF AND AT THE BOTTOM (LOW) OF THE ROOF AT LEAST 40%AND NO MORE THAN 50% OF THE VENTILATION MUST OCCUR AT THE TOP OF THE ROOF (AT THE RIDGE) jjj[,'.ROOF MEMBRANE OVER SHEATHING \ (N) GWB CEILING VAPOR BARRIER BATT INSULATION (R•21A\ ) •� / 2X SOFFIT FRAMING NO INSULATION REQUIRED ON INSIDE VT BLOCK OF MECH SHAFT. SEE RAISED HIP ROOF PLAN ON SHEETA2.5 ROOF. SEE ASSEMBLIES (N)HEADER, JSSATTACHMENTTO �.�' SEE STRUCTURAL %MING.SEE: STRUCT. ) DRAWINGS FRAMING. SEE: STRUCT. DRWGS. (E) BEAM (BEYOND) ROOFTRUSS PER MANUFACTURER CONTINUE R-21 BATT INSULATION ABOVE WALL I I > OF OPENINGS SHALL EQUAL _SIZE DIMENSIONS OF DUCT+ 1" MIN ON ALL SIDES { HVAC PER MECHANICAL DRAWINGS. DUCTS SHALL RUN BETWEEN JOISTS. (N) MEMBRANE, COVERBOARD AND INSULATION AS REQUIRED AT EXISTING ROOF FRAMING _ I sj I ZUNVENTED ATTIC JS BEAD OF SEALANT STEEL CLAMPING RING SUBSTRATE FIELD SEAM O TPO T-JOINT COVER OR TPO FLASHING (4" X 4") CENTERED OVER INTERSECTION PLAN VIEW PIPE FLASHING OVER FIELD SEAM TPO BONDING (ADHERED SYSTEM ONLY) ROOF KEY PLAN (N) TRUSS. SEE: STRUCT DRWGS ROOF MEMBRANE OVER SHEATHING BATT INSULATION (R-21) BLOCKING WATERPROOFING MEMBRANE CONTINUES BETWEEN CLAMPING COLLAR 90"GRATED SCUPPER w/45° Il� THREADED OUTLET FOR 4' PIPE t # PIPE CONNECTED TO j SEPARATE DOWNSPOUT, SEE ROOF PLAN FOR LOCATION. ��iZ�P.iP�[41 (N) ROOF. SEE: ASSEMBLIES FRAMING. SEE: STRUCT. DRWGS. BASKET /—COMPRESSION RING CONTINUOUS BEAD OF SEALANT TPO MEMBRANE TPO BONDING ADHESIVE (ADHERED SYSTEM ONLY) 12" 1 MAXl INSULATION SUBSTRATE SUMP AREA FIELD SEAM REQUIREMENTS. A. IF FIELD SEAM EDGE IS WITHIN 9" OF DRAIN COMPRESSION RING, TPO TARGET PATCH REQUIRED. B. IF FIELD SEAM EDGE IS WITHIN 9" TO 18" OF DRAIN COMPRESSION RING, HEAT WELD A LAYER OF UTRAPLY TPO FLASHING (UNSUPPORTED) OR ULTRAPLY TPO MEMBRANE CENTERED OVER SEAM EDGE. FLASHING MUST EXTEND 3" MIN BEYOND EDGE OF SUMP. sq ft CONTINUED CODE COMPLIANCE APPROVED MAR 30 2020 City of Tukwila BUILDING DIVISION Y FLASHING WtDRIP EDGE, HEM &KICK BLOCKING _ 5" DIA. HOLE IN BACKER ROD _ SHEATHING FOR PIPE PENETRATION �TO 1 j 4" PIPE. VERIFY GUTTER PER PLANS. PIPE CONNECTS TO D.S. I I 't5 MTL FLASHING OVER SILL FLASHING. BACKER ROD & SEALANT SURROUND W/ MIN. SPRAY FOAM BLOCKING RECEIVEn CITY OF 'f UMIL el FLASHING W/ DRIP EDGE, HEM &KICK JAN 30 2020 PERMIT CENTER a rvol 17111 Q W W QLu ZLU F_U WU Z_ Z WC4� w J O U/ U 00 m OJ >(7) 7 2 `J 1— I— w w 04 f— C!) 0 00 U/) V, 'It VI N UN W co _ 0 T N 7 U n/ O rl M � M m UWo LU pe ~ D/ Z W U Z QU U) z Q Z O J LL F- Lr) Q Un BUILDING PERMIT SET 11 3-4-2019 ROOF DETAILS 5 BACK OF I KUSS A6.2 111 = V-0. @ ROOF MECH SHAFT SECTION 6.2,/ N.T.S. SEE CONNE DETAIL t11'-13/16" --___ ___ BETWEEN CENTER OF COLUMNS (VERIFY IN FIELD PRIOR TO PRODUCTION OF TRANSOM) TRANSOM'A'- FRONT OF ENTRY METAL TRANSOMS 1/2" = 1'-O" CONT. BEAD OF mO. ,� HM DOOR FRAME PER SCHEDULE FILL ENTIRE FRAME WI CLOSED CELL SPRAY FOAM COVERED TRASH ENCLOSURE _ 8' SPLIT FACE CMU WALL TO MATCH CMU VENEER TRASH ENCLOSURE 1/4" = 1'-0" v ° ° - (E) CONIC. v v c--a, 0 � 4 17 2 ° v vCONT. BEAD OF SEALANT O 4 6" = 1'-O" PLANVIEW VAP/ORRBBARRIER HEADER PER STRUCT. MOISTURE RESISTANT GWB ILK & BACKER ROD, CONT. CORNER BEAD t3'-813116" 1. t 9'-10" __)I BETWEEN COLUMN AND BETWEEN PILASTERS 1 FIBERCEMENT PANEL TRANSOM 'B' - SIDE OF ENTRY TRANSOM 'C' - AT SOUTH WINDOWS 1. METAL TRANSOMS MADE FROM 2"X2" STEEL SQUARE TUBE, PRIMED AND PAINTED WITH CORROSION RESISTANT PAINT 2. FIELD VERIFY DIMENSIONS BETWEEN COLUMNS AND WALLS PRIOR TO PRODUCTION OF METAL TRANSOMS T.S. COL. CMU WALL BELOW T.S. RAFTER ri (N) METAL (N) 8" CMU 0 4 TRASH ENCLOSURE A6.3 1/4" = 1'-0" PLANVIEW HM DOORJAMB @ CONC. 6" = 1'-O" (E) WINDC BE FILL (N) PAI METAL L t 6'-10 318" -I r BETWEEN PILASTERS 1 TRANSOM'D'-AT NORTH DOORWAYS 6 A6.3 m TRASH ENCLOSURE ELEVATION 1/4" = 1'-0" MPRESSED o MN AND BL000 BACK OF TRANS r2--\ TRANSOM TO COLUMN A6.3 3" = 11_01. PLANVIEW — (N) ROOF VERIFY REQUIRED CLEAR HEIGHTAT GATE WITH WASTE REMOVAL: PRIOR TO — (E) CONCRETE WALL CONSTRUCTION OF CMU WALLS (N)STEEL POST (N) SLOPED METAL BEAM OVER CMU WALL (1 of 2) — (N) METAL PURLIN TO SPAN 16'-0" (N) METAL ROOF TO MATCH (N) ROOF AT EXISTING BUILDING OPTIONAL LOW SLOPE ROOF FOR 8'-0"CLEAR OPENING -3 - OPTIONAL 8'-0"HIGH CMU WALL ----------------- �— CAP TOP COURSE OF CMU (N)PAINTED METAL GATE (N) COURSING TO MATCH (N) CMU VENEER AT EXISTING BUILDING SEE CIVIL DRAWINGS r6--� TRASH ENCLOSURE SECTION A6.3 1/4" = 1'4' 2 CORNER BEAD sLo IAi'' I/ 6 ................................................. ................................ , F d Gr - ¢ d � ' e Ga d PRE -TREAT M.O. W/ 7 ° PROSOCO R-CONTROL . r FASTFLASH BEFORE% INSTALLING WOOD BUCK// BARRIER, OVERLAP NAIL FLANGE STEEL LINTEL ABV PER STRUCT. ...................-----........... .......---- ..... ---------------"........................................... 518" MOISTURE RESISTANT GWB m Q 112" EXT. GRADE w PLYWOOD z STAGGER @ IT O.C. I .............................. PROSOCO R-GUARD FAST FLASH i TO EXTEND TO DEPTH OF R.O. I 1 FINISH CAULK, CONT. I i PROSOCO AIR DAM SEALANT & Y BACKER ROD (WHITE ONLY) 6l3 6 ---- ----------- -----I 3 WINDOW PER SCHEDULE 2 ] i 4 j PROSOCO R-GUARD FAST FLASH I @ NAIL FLANGES ©11111111I\© REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION CONT. SEALANT HARDIETRIM iOF TU "� R> CITY ii1+,1YlLA CONT. ROD & SEALANT JAN 30 2020 2" 31/2" IB'\ 0 o PERMIT CENTER WD JAMB @ CMU & CONIC. I OPENING 6" = V-0" to I 8 V) (r G W V) LLJ Lu Q' z ZW U \W Z / Z LLl � = w J W U ry U 00 co 00 Q J H • W W E— O co 00 CN L_ N Lnco N Lu O N U �- ryorn M Q U z ry u O j Z Qz < I'-• > O J LL ~ J M Lr) Q W v1 V) BUILDING PERMIT SET 3-4-2019 EXTERIOR WALLAND TRIM DETAILS A6.3 Hi FLASHING WI WRB, OVERLAP N FLASHING TAF TA CONT. RO -,,I, HEAD @ NEW FRAMED WALL 6" = l'-O" 51/2" JAMB @ NEW FRAMED WALL 6" = 1'-0" FCAUTION: 00NOT ] SEAL @ WEEP VENT LOCATIONS.I WINDOW PER SCHED.— CONT. ROD & SEALANT — SILL @ NEW F 6" = v-0" BEAD ITURE RESISTANT GWB LD INTO R.O. G TAPE 'AULK, CONT. ;0 AIR DAM SEALANT& , ROD (WHITE ONLY) V PER SCHEDULE )n ASPALANT CAULK, CONT. CORNER I X2 CONT BLOCKING (OPTIONAL: 314"PLYWD) 518' MDF, FINISH TO (-MATCH GWB 6 7 CONT. BEAD FOAM SEALANT FLEXIBLE SILL FLASHING BY WRB MFR. VAPOR BARRIER- WRB l'' ED WALL (E) CONC. POWDER ACTUATED - - - - - - - - - - - - - - FASTENERS @ 16. O.C. - SHIM AS REQ'D 'f7STAGGERED POWDER ACTUATED FASTENERS @ 161, O.C. PROSOCO R-GUARD FAST -FLASH PROSOCO JOINT & SEAM FILLER 6 PROSOCO R-GUARD FAST -FLASH @ NAIL — FLANGES HARDIETRIM-- 2 6 618" MOISTURE RESISTANT GWB CONT. ROD & SEALANT FINISH CAULK, CONT PROSOCO AIR DAM SEALANT & WINDOW PER BACKER ROD (WHITE ONLY) SCHEDULE 1 V2, 5'HSS 0 JAM HEAD @ CONIC. WALL 6" = l'-O" 2 2'- ................. 2 A E CONC. P. PRE TREAT M.O. W/ PROSOCO R-CONTROL FASTFLASH BEFORE INSTALLING WOOD BUCK, 2 CONT SEALANT HARDIETRIM T I 3 1/2" 181 O d '21 JAMB @ CONIC. WALL 5 6" = 1'-0" CAUTION: DO N0—T ] SEAL @ WEEP VENT LOCATIONS.I WINDOW PER SCHED.— CONT, ROD & SEALANT — SAWCUT REGLET (LOCATED IN NEXT AVAIL. MORTAR JOINT ABV) W1 WEDGE ANCHORS,FILL -------------------- W1 CONT. BEAD DOWSIL 790 VAPOR BARRIER , SEALANT i FLASHING W1 DRIP EDGE, SHIM AS REQ'D HEM & KICK STAGGERED POWD ER FASTENERS ACTUATED FAST @ 16' D.C. PROSOCO R-GUARD FAST- L- HEADER PER STRUCT. FLASH I M.O. L- HEAAIIE PROSOCO JOINT & SEAM FILLER 2 2 2 PROSOCO R-GUARD _P FAST -FLASH @ NAIL — FLANGES 2 6 HARDIETRIM 2 i 6 2 \—CORNER BEAD NOTE: NOTE: TUBE STEELREQUIRED WHEN ROUGH PENING IS GREATER THAN T-71112"ORIFA i ONCRETE PANEL JOINT IS ABOVE OPENING, IF NO U STEEL Q, BE STEEL REQUIRED REPLACE TUBE STEEL WITH B 11 . PLYWOOD X6AND 1/2" PLYWOOD SIMILAR TO DETAIL 91A6.3 VAPOR BARRIER STEEL LINTEL ABV. PER STRUCT. F ................. ............. — ..... .......... ......... ...... .......... ... ... 518"MOISTURE RESISTANTGWB SIMPSON TBP1460RI, --STAGGER @ 16'O.C. 2X5 TUBE STEEL FRAME —(SEE NOTE PROSOCO R-GUARD FAST FLASH EXTEND TO DEPTH OF R.O. FINISH CAULK, CONT PROSOCO AIR DAM SEALANT & BACKER ROD (WHITE ONLY) WINDOW PER SCHEDULE PROSOCO R-GUARD FAST FLASH @ NAIL FLANGES CONT. ROD & SEALANT BEAD OF SEALANT PROSOCO R-CONTROL FASTFLASH IF314"PLYWOOD STAGGERED POWDER ACTUATED /FASTENERS 4. 16'O.C. -3.Q- < 2 M.O. ---- ---- - --- -- --------- CONT. BEAD FOAM SEALANT i'> STONE CAP/ SILL PRE -TREAT M.O. W/ PROSOCO R-CONTROL FASTFLASH BEFORE INSTALLING WOOD BUCK O I : PROSOCO R-CONTROL FASTFLASH /-6---,,, SILL @ CONIC. WALL 6" CORNER MDF, FINISH TO CH GWB CONT. ROD & SEALANT_� \-5/8' MOISTURE RESISTANT GWB \LINISH CAULK, CONT. WINDOW PER PROSOCO AIR DAM SEALANT & SCHEDULE BACKER ROD (WHITE ONLY) 1112- V HSS JAMB � �7 HEAD @ CMU WALL 6" = 1'-0" CORNER BEAD--------/ SIMPSON TBP1460R1, 41 STAGGER @ 16' D.C. ................ 4 ...... 2X5 TUBE STEEL FRAME (SEE NOTE) PROSOCO R-GUARD FAST FLASH EXTEND TO DEPTH OF R.O. FINISH CAULK, CONT. 41 4 PROSOCO AIR DAM SEALANT vv PRE -TREAT M.O. W1 0 & BACKER ROD (WHITE ONLY) I,, -CONTROL 6 PROSOCO R FASTFLASH BEFORE"'�"' ------------ - WINDOW PER SCHEDULE ��/%%%///� INSTALLING WOOD 4 PROSOCO R-GUARD FAST FLASH @ NAIL FLANGES REVIEWED FOR CODE COMPLIANCE CONT. SEALANT APPROVED HARDIETRIM MAR 30 2020 CONT. ROD & SEALANT 2" 3 10 k6' City of Tukwila d BUILDING DIVISION JAMB @ CMU WALL nECOVED 9-1-rY OF yUl�%VILA FCAU_T1_0N_' -GO NOT] SEAL @ WEEP VENT LOCATIONS. WINDOW PER SCHED, CONT. ROD & SEALANT---------, 6" = 1'-0" BEAD OF SEALANT JAN 30 2020 PROSOCO R-CONTROL FASTFLASH PERMIT L%M IF3/4"PLYWOOD STAGGERED POWDER ACTUATED 518' MDF, FINISH TO /-FASTENERS @ 16'O.C. r MATCH GWB 2 VAPOR 6 Qn rl/ < CC) DO 00 (7) V) < Llj < LLJ LLJ z Z LLJ Uj 0 �; z U.J z F- "' — LLj LLJ cx� 1711 U-1 < t- LLJ U_ 00 on Do Lq C14 Ln 00 1.0 0 cq U < LLJ F-�2 co U z0Uj F- � U F- Z QV) Z < 0LLI 6 Lr) V) 6 L BUILDING PERMIT SET 3-4-2019 HEAD/JAMBISILL DETAILS ----------------- A6.4 I 11/2" MIN TOILET PAPER HOLDER (HIGH) TOILET PAPER z HOLDER (LOW) 2 EE 0 7%9" L J , 24 LENGTH, CENTERED ON WC, PERMITTED WHERE WALL SPACE DOES NOT PERMIT 36'GRAB BAR DUE TO LOCATION OF RECESSED FIXTURE ADJACENT TO WC 16" - 18- (ACCESSIBLE) GRAB BARS WATER CLOSET/ TOILET PAPER HOLDER ' WATER CLOSET/ GRAB BARS TYPICAL PLUMBING FIXTURE MOUNTING DIMENSIONS 60"X56" SHEET CLEAR LEAR FLOORING 2 54 A701 3 4 UNISEX 2=3 F L INSTALL 5/8" GREEN BOARD" WATER RESISTANT GWB AT INTERIOR > FACE OF TOILET 30"X48" ROOM WALLS LCLEAR — — — RESTROOM PLAN 1/2" = 1 '-0" 0 SHOVE 1/2" = 1 '-0' GIRLS #35 SIMILAR 18"VERTICAL GRAB BAR 42" GRAB BAR SANITARY NAPKIN DISPOSAL TOILET TISSUE HOLDER 2iNORTH ELEVATION \,A7.1/ 1/2,- = 1,-o,, S-11 EDGE OF + 1 SHOWER OPNG r7---� WEST ELEV VT71N.T.S. LAVATORY PAINTED �GWB, TYP] Fm-ml rp� NORTH ELEV i N.T.S. VANITY LIGHT MOUNTED +76"AFF SOAP DISPENSER PAPER TOWEL DISPENSER I'X36. MIRROR 36'GRAB BAR TOILET SEAT COVER DISPENSER EAST ELEVATION � EAST ELEV VTlj N.T.S. STANDING PERSONS F.F. WHEELCHAIR ACCESSIBLE DRINKING FOUNTAINS VANITY LIGHT MOUNTED +76AFF PAINTED GWB, TYP TWOOD /—TRIM, TYP /-6'COVE BASE SOUTH ELEVATION \A7.1/ 1/2-- = 1--o,� OPERABLE PARTS TOP OF LIGHT SWITCH FACE PLATE 48"ABOVE FINISHED FLOOR I r5--� WEST ELEVATION �A7.1) 112-- = 1,-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 3 0 2020 City Of Tukwila BUILDING DIVISION IIIECEIVED CITY OF TUKWILA JAN 30 2020 PERMIT CENTER I 00 co co m Cr LU LU 4 :c.� 0 LU LU W z Z LU U o — Z l-- > LUUj LU < z 7 L.0 00 0 7 00 'o :D Lnc"I 0 171001 m t 00 z U LU 0 LLI R ry U LU U 9: z < 0 r'l Ln Lr) V) 91 BUILDING PERMIT SET 3-4-2019 ENLARGED PLANS, INTERIOR ELEVATIONS, & DETAILS A7.1 PT-1 TYP. SOFFIT INTERIOR PT-1 TYP. INTERIOR ------ - BOTTOM OF SOFFITS B lyp P T-2 A C E N JT DECORATIVE WALL SCONCES ALIGNED W/ SCONCES ON SOUTH WALL DINING HALL - NORTH ,A7.4j 1/4-, = 1--o,- 0 2- 4' 11 PT-2ACCENT -i- i '!?] 7PT-1 TYP. INTERIOR PT-1 TYP.SOFFIT INR TERIOR BOTTOM OF SOFFITS TYP DECORATIVE WALL SCONCE MOUNTED TO COLUMNS TYP PT-2 ACCENT —J:P:T:1�1—ip.—COLUMNS— ----------- - - DINING HALL - LAS I 1/4" = 1'-0" G HALL - 1/4" = 1'4' PT-1 TYP. INTERIOR PT-1 TYP. SOFFIT INTERIOR BOTTOM OF SOFFITS TYP DECORATIVE WALL SCONCES (NOT INCLUDED IN LIGHTING SCHEDULE, TYP.) I. imam PT-2ACCENT BOTTOM Of SOFFITS TYP i�7 T;2 PT.1 TYP. INTERIOR ,ACCENTS L: Lj1pN: EWA L oFS0UF1TSWTYP DECORATIVE WALL SCONCES - WEST 1/4" = 1'-0" PT-1TYP. INTERIOR F❑ Fltl F10 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 30 2020 City of Tukwila BUILDING DIVISION, nECEIVEn 17- CITY OF TUKWILA JAN 30 2020 PERMIT CENTER 0 C14 4 LU Ln cz LU CL I L/) n� LLJ V) LU IY <LU F-- z z LU U LU (i 5 K z LLJ 7 LL, LL 0 7 U n/ U 14 00 00 00 C7) 0 LU LU LU O co cn co 1.0 Ln N Ln CN co 0 N S ,L-u �2 5 co Ln LU U Z Ln U') Ln BUILDING PERMIT SET 3-4-2019 INTERIOR ELEVATIONS A7.4 (N)15"x30" OPI SHEATHING (N)15"x30" OPI SHEATHING REFECTED CEILING PLAN I1 (N) SOFFIT +12'-0" AFF ID LOCATION FIXTURE TYPE LAMP TYPE Manufacturer PRODUCT MODEL NO. A TYPTHROUGHOUT 2'X4'RECESSED LED LITHONIA LIGHTING BLTSERIES 2BLT448LADSMEZ1LP840 B CORRIDORS TYP 2'X2'RECESSED LED LITHONIA LIGHTING BLT SERIES 2BLT248LADSMEZ1LP840 C DINING ROOM SOFFITS, ENTRIES, 6" RECESSED CAN LED JUNO LED DOWNLIGHT IC22LED 14LM 35K 90CRI MVOLT EZ10 20WH ENTRY VESTIBULE D1 ENTRY SUSPENDED CIRCULAR LED BETA CALCO MICRO RINGII 953120ID35/N351S2 DIRECT/INDIRECT D2 ENTRY SUSPENDED CIRCULAR LED BETA CALCO MICRO RING II 953110/D35/N35/S2 DIRECTIINDIRECT E STORAGE/ANCILLARY SPACES 4' LINEAR LED FINELITE HP-4DIRECT HP-4D4'-S-835-F-120V-FA-FE-SC-C1-OBO F RESTROOMS 2'VANITY LED OXYGEN FUSEVANITY 3-544-2724 G IDININGHALL, 4' LINEAR LED FINELITE HP4 DIRECT HP4 D4'-S-835-F-120V-FA-FE-SC-Cl-OBO LEGEND NEW 2X4 ACT w/ 2X2 FAUX GRID NEW 2X4 ACT � f NEW GYPSUM BOARD CEILING OPEN TO FRAMING A NEW 2X4 LED TROFFER 8 NEW 2X2 LED TROFFER C �( NEW 6" RECESSED DOWNLIGHT D NEW BETA CALCO MICRO RING PENDANT NEW 4' LED LINEAR PENDANT pF NEW VANITY WALL MOUNT ® NEW EXTERIOR WALL PACK HEIGHT OF NEW CEILING X'-X" (TOP OF FINISHED FLOOR TO BOTTOM OF CEILING) PRIMARY DAYLIGHT ZONE �j SECONDARY DALIGHT ZONE NEW SUPPLYAIR DIFFUSER zN EW RETURN AIR GRI LLE REVIEWED FUR CODE COMPLIANCE APPROVED MAR 3 0 2020 City of Tukwila BUILDING DIVISION nECEIVFn CITY OF 'f UlI a ►ILA JAN 30 2020 PERMIT CENTER s V) Q 00 00 00 61 d1 LU Q O w 4 m LU w Z w W_ U ce Z_ � w / Z w a.. U = w c~n Z � � ~ o U— 00 0 Ct3 _ 4 co D U v I Ln N Ln N W 0' O N T ..dam. U c- ^/ O LL M m \' cn �Y.0 Z _ w 0 Lij U F- Z_ LUU S z Q 0 L � h- W En Q un rn 91 BUILDING PERMIT SET 3-4-2019 REFLECTED CEILING PLAN 1/8" = l'-O" 16' CLASSROOM I CLASSROOM rO75 FA i Ly�� :.OFFICE 26 RES-I 197 R s '� — ®� i 1 NURSi® • I m .............. ----------------- --------- ----------------------------------- 7 ELECT CLASSROOM 1 CLASSROOM tt TEL 26 ro iSR06M _71 M-15 -DINING----!- 35 J I L lip r3l-: rr3l L J_=, A A FINISH LEGEND EXISTING FINISHES TO REMAIN NEW 2X2 CARPET TILE r ----------- I NEW 2X2 WALK -OFF CARPET TILE C---� NEW RESILIENT PLANKS NEW VINYL COMPOSITE TILE NEW TILE NEW PLANK TILE FINISHED CONCRETE FLUID APPLIED EPDXY 1R�VlEb,,4c)R Co DE COMPLIANCE APPROVED MAR 3 0 2020 City Of Tukwila BUILDING DIVISION nECFIVFD CITY OF WKWILA JAN 30 2020 PERMIT CENTER V) < co co co 0') a) LLJ U_j Z LU Z L1j U LLJ 0 z 5LU 0. z LU ce ne LLJ Z 0 U_ CO on co D Q) U-) CN Ln uCN LLJ 00 0 CN U rvo < F- 00 V) U z LLJ uj-0 ce U Z Z < > _j 9! Iry ry) Lr) V) 611, 6111 BUILDING PERMIT SET 3-4-2019 FINISH FLOOR PLAN FINISH FLOOR PLAN 1/8" = 1'-0" 0 W & 16' w EXISTING DOOR TYPES TYPE OVERALL SIZE EB T.6"xT.0" EC T-13/4"x7'-0" ED 3,-0"x7,-0" EG T-0"xT-Y' EH T-0"x7-0" EJ 3'-0"x7'-0" VIEW FROM OPENING SIDE \\\\ \\\ LA/ / \\\\ / \\\ DESCRIPTION EXTERIOR STOREFRONT EXTERIOR EGRESS INTERIOR SWING w/ 114 LITE INTERIOR SOLID SWING INTERIOR STOREFRONT INTERIOR SWING w/ 1/2 LITE QTY 1 11 12 15 1 1 HARDWARE FUNCTIONS: CLOSER: CLASSROOM - OUTSIDE LEVER LOCKED & UNLOCKED WITH KEY, INSIDE LEVER ALWAYS UNLOCKED (EX) - EXISTING TO REMAIN OFFICE - OUTSIDE LEVER LOCKED & UNLOCKED BY KEY ON EXTERIOR OR THUMBTURN ON INTERIOR, INSIDE LEVER ALWAYS UNLOCKED - NEW CLOSER REQUIRED PRIVACY- OUTSIDE LEVER LOCKED BY INSIDE THUMBTURN, INSIDE LEVER ALWAYS UNLOCKED NIA - NO CLOSER REQUIRED STOREROOM - OUTSIDE LEVER FIXED, ENTRANCE BY KEY ONLY, INSIDE LEVER ALWAYS UNLOCKED TRAFFIC - PUSH PLATE ON BOTH SIDES, TOP & SLIDE BOLTS ON INTERIOR TO LOCK NOTES: PUSHIPULL- OUTSIDE PUSH PLATE, INSIDE PULL BARlHANDLE (NO LOCKING MECHANISM) 1. MODIFY (E) DOOR HARDWARE AS NOTED; REPLACE HARDWARE AS NECESSARY ENTRANCE - OUTSIDE LEVERILATCHBOLT LOCKED & UNLOCKED WITH KEY, INSIDE PANIC BAR ALWAYS OPENS DOOR 2. ALL RELOCATED DOORS SHALL REQUIRE NEW FRAMES, U.N.O. EXIT - NO EXTERIOR HARDWARE, INSIDE PANIC BAR ALWAYS OPENS DOOR DUMMY ENTRANCE - PULL BAR ON OUTSIDE, PUSH PLATE ON INTERIOR (NO LOCKING MECHANISM) WINDOW SCHEDULE 1 NEW DOOR TYPES TYPE A B C D E F G H I OVERALL SIZE 10'-6'40" T-0"xT-O" 3'-6'x7'-0" T-0"xT•0" 4'-0"zT-p^ g'.p"x]'-0" T-0"xT-0" 2'-8"x7'-0" 9'.2" x 914" rl 1)77,_g VIEW FROM OPENING SIDE DESCRIPTION I ENTRY DBL SWING STOREFRONT QTY 4 - MARK ------ A B C ------- D --------- E F \ .,\ NOMINAL IZE(R 0-1 WIDTH 72" 36" 36" 53" 7T 36" SEE: WINDOW NOTES) HEIGHT -- 72" 72" 60" 72" 38, 48" OPERATION AWNING OVER FIXED FIXED AWNING OVER FIXED AWNING OVER FIXED AWNING OVER FIXED CLERESTORY FIXED FIXED FRAME DIMENSIONS 71.5" X 71.5" 35,5" X 71.5" 35.5" X 59,5" 52.5" X 71.5" 71.5" X 37.5" WOOD ROUGH OPENING 72,25" X 72.25" 36.25" X 72.25" 36.25" X 60.25" - 72.25" X 38.25" CONCRETE ROUGH OPENING -- 43,25" X 77" 60" X 77" MASONRY (CMU) ROUGH OPENING 43.25' X 65" - -- QTY 3 4 18 2 11 AREA 36.0 18.0 15.0 26.5 19.0 F12.2 U-VALUE! SHGC 0.40 0.40 0.40 0.40 0.38 DRAWING NOTE EXTERIOR EXTERIOR EXTERIOR EXTERIOR EXTERIOR CLERESTORY a� ( EXT SWING wl FULL LITE 1 FENESTRATION AND WALL AREA CALCULATIONS STOREFRONT NEW 423 SF STOREFONT EXISTING 46 SF WINDOWS (ALL NEW) 736 SF TOTAL VERTICAL FENESTRATION =1,205 SF TOTAL ABOVE GRADE WALL AREA = 8,645 SF (GROSS) 1,205 SF 18,645 SF =13.9% 39 TOTAL NUMBER OF WINDOWS 1 724.2 SFTOTALAREA l \\ 49- EXTERIOR EGRESS INTERIOR SWING wl INTERIOR DBL DUAL SWING 1/4 LITE w/ 114 LITE INTERIOR SOLID SWING INTERIOR SOLID SWIN INTERIOR STOREFRONT 1 1 4 2 i 2 i 1 I 1 STOREFRONT DIMENSIONS �4 4 2'-3" 3'-0" 4" 2'4" 4" 1.11" tI T-0" 2'-3" DOOR TYPE A 0 i4 2'-9" 2" 4" 2'4" 14-1 2' 9^ T-0" T-V 9,-2" DOOR TYPE I WINDOW NOTES: 1) FENESTRATION PRODUCTS SHALL BE LABLED WITH RATED U-FACTOR, SHGC, VT, AND LEAKAGE RATING 2 WINDOW RATINGS FROM NFRC 3 WINDOW SIZES IN SCHEDULE ARE ROUGH OPENING (R.O.) SIZES. CONTRACTORMINDOW MANUF TO VERIFY WINDOW SIZES WI ARCH. PRIOR TO ORDER DOOR TYPE B INTERIOR STOREFRONT 1 REVIEWED i=OR - CODE COMPLIANCE APPROVED MAR 3 0 2020 City Of Tukwila BUILDING DIVISION nECEIVEn CITY OF T L'KWILA JAN 30 2020 PERMIT CENTER a 0 cv 4 m w cn H w U Z_ (r J 00 ^) l..L ILL. Q 00 co co L1JI d U_j G � � Z Z LU �. U LL! U Z_ I- Z w = w ci J = F- LL_ 00 O t!) _ (U CO �D U Ln (_ N U co W � I_ 0 O N U n/ O +L�/L M � M N � _U z I. O c/ � U L LJ U Z U a: 1- Q Z V '-I ui H- Q "m Lr)V) BUILDING PERMIT SET 3-4-2019 SCHEDULES A10.1 DRAWINGS, NOTES, DETAILS, AND ATTACHMENTS CONTAINED HEREIN. THESE DOCUMENTS APPLY SPECIFICALLY TO THIS PROJECT AND SHALL NOT BE USED FOR ANY OTHER PROJECTOR REPRODUCED WITHOUT THE EXPRESS WRITTEN CONSENT OF RIVERSTONE STRUCTURAL CONCEPTS. 2. ENTIRE CONTRACT DOCUMENTS SHALL BE USED TO BUILD BUILDING. SOME CRITICAL ITEMS REQUIRED BY OTHER DISCIPLINES MAY NOT BE SHOWN ON STRUCTURAL DRAWING (I.E. WALL, FLOOR AND ROOF OPENING, ARCHITECTURAL, MECHANICALAND PLUMBING LOADS, SUPPORT PLATES ETC.), 3. ALL DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS (INCLUDING ELEVATIONS) ARE TO ASSIST CONTRACTOR IN VERIFICATION. LOCATION OF ALL ITEMS SHALL BE DETERMINED BY SPECIFIC DIMENSIONS OR NOTES ONLY; DO NOT USE GRAPHIC APPEARANCE TO ASSUME SPECIFIC LOCATIONS, 4. DIMENSIONS SHALL NOT BE SCALED FROM STRUCTURAL PLANS OR DETAILS UNDER ANY CIRCUMSTANCE, 5. ALL ENGINEERING, CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE CURRENT GOVERNING VERSION OF THE INTERNATIONAL BUILDING CODE WITH THE GOVERNING JURISDICTION AMENDMENTS. 6. METHOD OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS, AND OTHERS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, AND SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. OBSERVATION VISITS BY THE ENGINEER TO THE SITE WILL NOT INCLUDE INSPECTION OF THE MEASURES ABOVE. 7. ALL ASTM STANDARDS SHALL CONFORM TO THE LATEST ISSUE OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS. 8. CONSTRUCTION ERIALS LL BE SPREAD OUT WHEN PLACED ON FRAMED FLOORS OR ROOFS, THE MATERIAL MAT SHALL LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH, 9. ITEMS SHOWN BY OTHER DISCIPLINES WITH REFERENCE TO STRUCTURAL DRAWING BUT NOT SHOWN ON THIS S CASE, STRUCTURAL DOCUMENT SHALL BE CONSIDERED DESIGN BUILD ITEMS. IN THIS CONTRACTOR SHALL SUBMIT DESIGN BY OTHERS FOR REVIEW. 10. GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS, GRADES, ELEVATIONS, AND SITE CONDITIONS PRIOR TO STARTING CONSTRUCTION, THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES, INCONSISTENCIES, AND/OR CONDITIONS NEEDING CLARIFICATIONS. L OPENINGS D INSERTS O ARCHITECTURAL,MECHANICAL PLUMBING AND 11. ESTABLISH AND VERIFY ALL PENIN 5 ANFOR ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTRS PRIOR TO CONSTRUCTION. 12. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF HEiSHE CHOOSES AN OPTION, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. 13. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL ADFINISHED GRADE WITH CIVIL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. O STRUCTURAL DRAWING SHALL BE BROUGHT TO THE 15. ANY OMISSIONS OR DISCREPANCIES FOUND WITHIN THE ATTENTION OF THE ARCHITECT AND A ENGINEERPRIOR TO PROCEEDING WITH CONSTRUCTION, 16. SUPPLIER OF ENGINEERED STRUCTURAL COMPONENTS (I.E. STEEL JOISTS, STAIRS, AND PRECAST ITEMS) SHALL BE RESPONSIBLE FOR COMPLETE DESIGN AND SHALL USE ENTIRE CONTRACT DOCUMENTS TO INCLUDE ALL LOADS AND DETAIL REQUIREMENTS FROM ALL DISCIPLINES. SUPPLIER SHALL PROVIDE ADDITIONAL MATERIAL REQUIRED TO MEET ALL THEIR REQUIREMENTS FOR INSTALLATION (I.E. WIDER BEARING PLATES, SHIMS, AND ERECTION BOLTS ETC.). 17. ALL MATERIALS, SPECIFICATIONS, CONNECTIONS, ETC. SHALL BE AS SHOWN IN THE STRUCTURAL DRAWINGS UNLESS ALTERNATES ARE APPROVED IN WRITING BY THE ARCHITECT, ENGINEER, AND OWNER. 18. STRUCTURAL STEEL SUPPLIER SHALL FURNISH BOLTS FOR OSHA CONNECTIONS (SEE DRAWINGS FOR DETAILS). TYPICAL DETAILS AND SCHEDULES INDICATED MAY NOT BE SPECIFICALLY REFERENCED ON THE DRAWINGS. THE C L CONTRACTOR R IS RESPONSIBLE TO DETERMINE WHERE EACH TYPICAL DETAIL OR SCHEDULE EDULE APPLIES. IF LOCATIONS ARE FOUND WHERE NO TYPICAL DETAIL, TYPICAL SCHEDULE, OR SPECIFIC DETAIL APPLIES, NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER. - DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND GENERAL NOTES SHALL APPLY EVEN iF NOT SPECIFICALLY DENOTED ON PLANS, UNO. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF RECORD. 19. NOTIFY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTING OR FABRICATING, WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN THE STRUCTURAL MEMBERS. 20, SHOP DRAWINGS FOR ALL FABRICATED MATERIALS SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO FABRICATION, 21. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES, WHETHER INDICATED ON THE CONSTRUCTION DOCUMENTS OR NOT, AND TO PROTECT THEM FROM DAMAGE. 22. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS, SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON -BEARING PARTITIONS, SIZE AND LOCATION OF CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS, FLOOR AND ROOF FINISHES, STAIR FRAMING AND DETAILS, DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, CEILING ASSEMBLIES, EXTERIOR WALL ASSEMBLIES, ETC. 23, IT IS THE SOLE AND COMPLETE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN THE JOSSITE CONDITIONS AND THE SAFETY OF ALL PERSONS OR PROPERTY DURING THE CONSTRUCTION. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE STRUCTURAL ENGINEER FREE AND HARMLESS FROM ALL CLAIMS, DEMANDS, AND LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISINGG 2. THE CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER, SEEPAGE, ETC. 3. DRAINAGE SYSTEMS, INCLUDING FOUNDATION, ROOF AND SURFACE DRAINS, SHALL BE INSTALLED AS DIRECTED BY THE GEOTECHNICAL ENGINEER AND/OR ARCHITECTURAL DRAWINGS. 4, THE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE (F'c) AT 2B DAYS SHALL BE AS FOLLOWS (U,N.O,): LOCATION OF CONCRETE MIN STRENGTH (PSI) EXPOSURE CATEGORIES (''GRADE BEAMS & F.QOJjNGS1. ;Li ,V ,, 480p, (,y V ,I I , ,ti 1.F,, 61 '!!1(pf Ci SLAB ON GRADE 3000 FI Si Wo,CO WAILS/STEMWALLSy Id4 , , 1,4600 i, ., . 1. '.Fi, Si, W0; C1 , ';: 5. CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING MINIMUM EXPOSURE REQUIREMENTS PER ACI 318 CHAPTER 19. SEVERITY CLASS ACI REQUIREMENTS EEZ)NG'A.,NDTHAWIN4 a. 1;' 1, 1 „ 1 .;6 ASTM A934. ALL REINFORCING SHALL BEAR MILL STOCK IDENTIFICATION. 2. REINFORCING STEEL GRADE SHALL BE: . GRADE 60 - #4 BARS AND LARGER . GRADE40- 43 BARS AND SMALLER . ASTM A706 GRADE 60 -ALL WELDED REINFORCING STEEL 3. REINFORCING STEEL DETAILING BENDING AND PLACING SHALL BE I ACCORDANCE WITH HE LATEST ADDITION OF N I T ITI N THE'MANUAL OF STANDARD PRACTICE" BY THE CONCRETE REINFORCING STEEL INSTITUTE. 4. REINFORCING STEEL SHALL BE CLEAN OF RUST, OIL, GREASE, OR ANY OTHER COATING MATERIAL LIKELY TO IMPAIR BONDING. 5, SEE TYPICAL RESAR DETAIL 005 ON SHEET SO.10 FOR LAP SPLICE, BEND, AND HOOK SPECIFICATIONS. WOWCM 318. LAP SPLICES IN CONCRETE COLUMNS SHALL BE STANDARD COMPRESSION LAP SPLICES. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. CAPS IN WELDED WIRE FABRIC SHALL BE MADE SO THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET, IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2INCHES. ALL WELDED WIRE FABRIC SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. 2, ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER; PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS, REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS, ALL BARS PER CRSI SPECIFICATIONS AND 3. HANDBOOK, DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90-DEGREE HOOKS UNLESS NOTED OTHERWISE, SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. CONCRETE COLUMN DOWEL EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL WITH EMBEDMENT LENGTH ACCORDING TO THE LATEST EDITION OF THE ACI 318. (UNLESS NOTED OTHERWISE ON PLANS OR DETAILS). 4. CONCRETE REINFORCEMENT LAP SPLICES/DEVELOPMENT LENGTHS ARE AS FOLLOWS: K 516e Is'. = ZbUU F51 F'e = 5000 t'bl F'. = 4UUU F51 F'c = 4bUU FSI F'e = W( #3 19 17 i5 /4 13 #4 24 22 19 18 17 45 30 27 24 22 21 #6 36 33 28 27 25 #7 53 48 42 39 37 48 60 55 47 45 42 49 68 62 54 50 48 #to 76 70 60 57 54 0 .90 . 0 5.. 131. ISO 6 .. BAR SIZE db (IN) B (IN) 90 DEGREE HOOK 135 DEGREE HOOK 180 DEGREE HOOK Lext Lext Lext 93 44 3/8 112 2114 3 41/2 6 3 3 2112 2 1/2 #5 #6 5/8 3/4 3 314 4112 7 1/2 9 3 314 41/2 2 112 3 #7 #8 7/8 1 51/4 6 10112 12 5114 6 31/2 4 #9 #10 11/8 1 1/4 9 10 131/2 15 - N/A NIA 41/2 5 RODS AND INSERTS INTO NEW OR EXISTING CONCRETE OR SOLID GROUTED CONCRETE MASONRY UNITS ONLY WHERE SPECIFIED ON PLANS. IF USE IS REQUESTED FOR OTHER THAN WHERE NOTED CONTACT STRUCTURAL ENGINEER THROUGH ARCHITECT ITEC OU C L. ADHESIVE SHALL BE FURNISHED IN SIDE BY SIDE PACKS WHICH T FOR R APPROVAL. KEEP COMPONENT AAND COMPONENT B SEPARATE. USE ONLY INJECTION TOOLS AND STATIC MIXING NOZZLES RECOMMENDED BY MANUFACTURER. MANUFACTURERS RECOMMENDATIONS SHALL BE FOLLOWED. 2. EPDXY SHALL NOT BE INSTALLED WITHOUT PRIOR APPROVAL OF ENGINEER UNLESS SPECIFICALLY DETAILED ON THE DRAWINGS, 3. BARS MUST BE DEFORMED OR THREADED FOR THE FULL EMBEDMENT DEPTH IN EPDXY. T THE EPDXY AND O DE H INDICATED O THE 4. OVER -DRILL BAR DIAMETER AS INDICATED BY H Y T THE PT i N H STRUCTURAL DRAWINGS. 5. CLEAN HOLE PER MANUFACTURE REQUIREMENTS. 6. ANY DIRT, RUST, AND OIL ON THE BARS SHALL BE REMOVED. 7. DURING THE EPDXY MIXING AND APPLICATION PROCESS, INSTALL IN STRICT ACCORDANCE WITH ICC REPORT AND THE EPDXY MANUFACTURER'S SPECIFICATIONS EXACTLY. 8. VERTICAL HOLES TO BE FILLED FROM THE BOTTOM ARE TO USE AN EPDXY GEL, 9. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICAL OVERHEAD ORIENTATION TO SUPPORT SUSTAINED TENSION LOADS SHALL BE DONE BY CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACi/CRSI (ACI328-11 D.9.2.2). PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION. 10, ADHESIVEANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS (ACI 318-11 D.2.2). FOR INSTALLATIONS SOONER THAN 21 DAYS, CONSULT ADHESIVE MANUFACTURER, 11. THE FOLLOWING EPDXY SYSTEMS ARE ACCEPTABLE FOR USE IN FULLY GROUTED MASONRY: • SIMPSON TITEN HD ICC ESR-2713 12. THE FOLLOWING EPDXY SYSTEMS ARE ACCEPTABLE FOR USE IN UNCRACKED, CRACKED, AND SEISMIC CONCRETE APPLICATIONS: . HILTI HY200 [CC SAFE SET ICC ESR-3187 + 8 E - D W L PURE 110 ICC ESR 329 SIMPSON TITEN HD ICC SR 2713 E A T . DEWALT AC200+(COLD WEATHER) ICC ESR-4027 SIMPSON AT XP (COLD WEATHER) IAPMO-UES 263 HILTI HIT -RE 500 SO ESR-232210. THREADED ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 U.N.O. 13. USE OF ANY OTHER EPDXY INA SEISMIC / CRACKED CONCRETE LOCATION WILL ONLY BE CONSIDERED WITH AN APPROVED THIRD PARTY EVALUATION REPORT THAT INCLUDES RECOGNITION OF EARTHQUAKE RESISTANCE IN 1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS, ' 2. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON HIS REVIEW. 3, VERIFYALL DIMENSIONSI IT WITH ARCHITECT AND ALL FINISHED GRADE WITH CIVIL DRAWINGS. 4. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. 5. THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANYTIME BEFORE OR AFTER SHOP DRAWING REVIEW. 6. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT ARE NOT TO BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAKE SURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. 7. SHOP DRAWINGS ARE NOT A PART OF CONTRACT DOCUMENTS, THEREFORE, ARCHITECT'S/STRUCTURAL ENGINEER'S REVIEW DOES NOT CONSTITUTE AN AUTHORIZATION TO DEVIATE FROM TERMS AND CONDITIONS OF THE CONTRACT, 8, THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. 9. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS, RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR, 10. STRUCTURAL ENGINEER REQUIRES 10 WORKING DAYS AFTER RECEIPT OF SHOP DRAWINGS AND CALCULATIONS FOR PROCESSING. 11. AS A MINIMUM SUBMIT SHOP DRAWING. SUBMITTALS SHALL INCLUDE THE FOLLOWING ITEMS PLUS, ADDITIONAL ITEMS LISTED IN THE PROJECT SPECIFICATIONS FOR STRUCTURAL REVIEW, BUT NOT BE LIMITED TO: A. DESIGN DRAWINGS FOR ATTACHMENT OF MECHANICAL AND ELECTRICAL SYSTEM COMPONENTS TO THE STRUCTURE AND SUPPORT BY THE STRUCTURE, BY OTHERS. B. DESIGN DRAWINGS FOR HELICAL PIERS. C, PRE-ENGINEERED WOOD TRUSSES LAYOUT AND CALCULATIONS D. DESIGN DRAWINGS FOR ANCHORAGE AND ELECTRICAL EQUIPMENT FOR EMERGENCY AND STANDBY POWER SYSTEMS; INSTALLATION OF PIPING SYSTEMS FOR CONVEYANCE OF FLAMMABLE, COMBUSTIBLE OR HIGHLY TOXIC CONTENTS AND ASSOCIATED MECHANICAL UNITS, AND INSTTALLATION OF HVAC DUCTWORK FOR CONVEYANCE OF HAZARDOUS MATERIAL, WHERE APPLICABLE, MANUAL OF STEEL CONSTRUCTION AND SHALL B T A L E DETAILED, FABRICATED, AND ERECTED INCONFO CONFORMANCE WITH THE AISC SPECIFICATIONS. 2. STRUCTURAL STEEL MATERIAL SHALL BE AS FOLLOWS (U.N.O.): W SHAPES: ASTM A992, Fy = 50 KSI HSS SHAPES (RECTANGULAR): ASTM A500, GRADE S, Fy = 46 KSi HSS SHAPES (ROUND): ASTM A500, GRADE B, Fy = 42 KSI ALL OTHER SHAPES: ASTM A36, Fy = 36 KSI UNHEADED BOLTS & WASHERS: ASTM A36, Fy = 36 KSI HEADED BOLTS &WASHERS: ASTM A307, GRADE A - HIGH STRENGTH BOLTS: ASTM A325N / ASTM A490 (SEE PLANS) SHEAR STUDS: ASTM A108 & A.W.S. D1.1, Fy= 60 KSI NUTS: ASTM A563, GRADE A ANCHOR BOLTS &HEAVY HEX HEAD BOLTS INSTALLED IN CONCRETE: ASTM F1554, GRADE 36 3, STEEL FABRICATORS SHALL FURNISH SHOP DRAWINGS FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION. 4. STEEL FABRICATION SHALL BE PERFORMED IN A SHOP THAT IS APPROVED BY THE GOVERNING JURISDICTION. 5, EXPOSED STEEL SHALL BE PRIMEDIPAINTED OR HOT DIPPED GALVANIZED, 6. HOLES SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED ON DRAWINGS. HOLES SHALL BE 1/16" OVERSIZED FOR ORDINARY CONNECTIONS AND 3/16" OVERSIZED FOR ANCHOR BOLTS (U.N.O.). 7. GROUTING MATERIAL AT BASE PLATES SHALL BE NON -SHRINK GROUT / DRY PACK WiTH A COMPRESSIVE STRENGTH OF F',C= 6,000 PSI (MIN.). INSTALL GROUT AFTER COLUMN HAS BEEN PLUMBED AND PRIOR TO FRAMING ERECTION. 8, HIGH STRENGTH BOLTS SHALL BE PROVIDED WITH HARDENED WASHERS CONFORMING TO ASTM F436. 9, STRUCTURAL STEEL SHALL BE DELIVERED T THE JOBSITE FREE OF RUST, MILL SCALE, GREASE, ETC. 2. WELDS SHALL USEE70 ELECTRODES (EXCEPT REINFORCING STEEL WELDS). 3. WELDS OF REINFORCING STEEL USING A706 GRADE 60 STEEL SHALL USE E80 ELECTRODES AND SHALL CONFORM TO AWS DIA & RGA3-77. 4. SHOP WELDING SHALL BE PERFORMED IN A SHOP THAT IS REGISTERED AND APPROVED BY THE GOVERNING JURISDICTION, 5, FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED INSPECTOR. ALL FIELD WELDING MUST BE INDICATED ON THE SHOP DRAWINGS. 6. ALL EXPOSED WELDED CONNECTIONS SHALL BE FILLED AND GROUND SMOOTH AND SUBJECT TO ARCHITECTURAL APPROVAL. 7. ALL WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. SIZE OF WELDS SHALL BE BASED ON AISC FASTEN # NUMBER OR POUND A.B. ANCHOR SOLT A.F.F. ABOVE FINISH FLOOR ABV. ABOVE ALT, ALTERNATIVE ARCH, ARCHITECTURAL B.F. BRACED FRAME B.O. BOTTOM OF B.O.C. BOTTOM OF CONCRETE B,N, BOUNDARY NAILING) BLDG BUILDING BLK BLOCK BLKG BLOCKING BM. BEAM SOT./BTM. BOTTOM C.LP, CAST IN PLACE C.M.U. CONCRETE MASONRY UNIT CLG, CEILING CUR. CLEAR CNTRSK, COUNTERSUNK COL. COLUMN CONIC. CONCRETE CONT, CONTINUOUS D.B,A. DEFORMED BAR ANCHOR D.F., DOUGLAS FIR DFL DOUGLAS FIR LARCH DET. DETAIL DIA, DIAMETER DIAG, DIAGONAL - DIM. DIMENSION DN, DOWN DWG. DRAWING E.B. EXPANSION SOLT E.J. EXPANSION JOINT E,N. EDGE NAILING) EA EACH EL. ELEVATION E.O.R. ENGINEER OF RECORD EXP. EXPANSION EXT. EXTERIOR F.F,E. FINISH FLOOR ELEVATION F.O.M. FACE OF MASONRY F.O.S, FACE OF STUDS FDN, FOUNDATION FIN. FINISH FT, FOOT OR FEET FIG. FOOTING FTW. FIRE TREATED WOOD GA, GAUGE OR GAGE GALV, GALVANIZED GYP. GYPSUM H,C.A. HEADED CONCRETE ANCHOR HORIZ. HORIZONTAL HT, HEIGHT I.D. INSIDE DIAMETER HVAC HEATING VENTILATING /AIR CONDITIONING HSS HOLLOW STRUCT. STEEL KP KING POST L.L.V. LONG LEG VERT. L.L.H. LONG LEG HORIZ. LSL TIMSERSTRAND LVL MICROLLAM LBS. POUNDS MAX. MAXIMUM MECH. MECHANICAL MFR, MANUFACTURER M.F. MOMENT FRAME MIN. MINIMUM MISC. MISCELLANEOUS N.T.S. NOT TO SCALE O.C. ON CENTER O.D. OUTSIDE DIAMETER . OPP. OPPOSITE P.A.F. POWER -ACTUATED FASTENER P.E. PRE-ENGINEERED PL PLATE 8 PLATE PLYWD PLYWOOD P.M. PRE -MANUFACTURED PSL PARALLAM R. RADIUS OR RISER R.D. ROOF DRAIN R.O, ROUGH OPENING RE: REFERENCE (CW4 REQ'D. REQUIRED - S.C. SLIP CRITICAL S.E. STEEL ELEVATION S.F. SQUARE FEET OR FOOT S.S. STAINLESS STEEL STMS SELF TAPPING METAL SCREWS SCHED. SCHEDULE SIM. SIMILAR OR SIMILAR TO SPECS. SPECIFICATIONS SQ. SQUARE STAG. STAGGER STD, STANDARD STL. STEEL STRUC. STRUCTURAL T&B TOPANDBOTTOM T&G TONGUE AND GROOVE T.O, TOPOF T.O.C. TOP OF CURB/CONCRETE T.O.D. TOP OF DECK T.O.M. TOP OF MASONRY T.Q.S. TOP OF SLAB T.O.W. TOP OF WALL THK THICKNESS TJI TRUSS JOIST I -JOIST U.N.O. UNLESS NOTED OTHERWISE V.I,F, VERIFY IN FIELD VERT. VERTICAL w/ WITH W/o WITHOUT 2, BLOCKING TO JOIST, TOENAIL EACH END 3. 1"X6" SUBFLOOR (OR LESS) TO EA. JOIST, FACE NAIL 4. WIDER THAN 1"X6" SUBFLOOR TO EA. JOIST, FACE NAIL S. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND & FACE NAIL 6, SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 7. SOLE PLATE TO JOIST OR BLOCKING @ BRACED WALL PANEL 8. TOP PLATE TO STUD, END NAIL 1 STUD TO SOLE PLATE, TOENAIL 10. STUD 70 SOLE PLATE, END NAIL 11. DOUBLE STUDS, FACE NAIL 12. DOUBLE TOP PLATES, TYP. FACE NAIL 13. DOUBLE TOP PLATES, LAP SPLICE 14. SLK'G. BETWEEN JOISTS OR RAFTERS TO TOP PLATES, TOENAIL 15. RIM JOIST TO TOP PLATE, TOENAIL 16. TOP PLATES, LAPS & INTERSECTIONS, FACE NAIL 17. CONTINUOUS HEADER, TWO PIECES, NAIL ALONG EDGE 18, CEILING JOIST TO PLATE, TOENAIL 19. CONTINUOUS HEADER TO STUD, TOENAIL 20. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 21. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL COMMON, UND. DETAILS GOVERN OVER SCHEDULE. 22. RAFTER TO PLATE, TOENAIL 2. BOLTS, ANCHOR RODS, AND LAG SCREWS SHALL BE CENTERED IN MEMBERS, UNO, C. WHERE AUTOMATIC NAILING IS 23. 1" DIAGONAL BRACE TO EA, STUD & PLATE, FACE NAIL USED NAIL HEADS SHALL NOT PENETRATE PLYWOOD SHEATHING. CONNECTIONS LISTED ARE MINIMUM PERMISSIBLE, 24. 1" X 8" SHEATHING TO EA, BEARING, FACE NAIL 3. WHEN MULTIPLE MEMBERS ARE GROUPED TOGETHER, FASTEN WITH: 2 ROWS OF 16D NAILS AT 12" ON CENTER, USE 25, WiDER THAN 1"X 8" SHEATHING TO EA. BEARING, FACE NAIL THREE ROWS OF 16D NAILS AT'12" ON CENTER FOR DEPTHS 14"O GREATER. H R ER. R T 26. BUILT-UP CORNER STUDS 4. ALL BOLTS IN WOOD SHALL CONFORM TO ASTM A307 BOLTS AND SHALL BE INSTALLED IN HOLES BORED WITH A BIT 27. BUILT-UP GIRDER & BEAMS 1/16 INCH LARGER THAT THE DIAMETER OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL -. WASHERS UNDER HEADS AND NUTS. DAMAGE THREADS AFTER INSTALLATION TO PREVENT LOOSENING. 28. 2" PLANKS TO EA. BEARING SEPARATE PERMIT S. 6 SPECIFIED HARDWARE SHALL BE SIMPSON STRONG -TIE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, UNO. SILL PLATE MAXIMUM ANCHOR BOLT SPACING SHALL BE 48 INCHES ON CENTER UNLESS NOTED OTHERWISE ON 29. COLLAR TIE TO RAFTER, FACE NAIL 30. JACK RAFTER TO HIP, TOENAIL OR JACK RAFTER TO HIP FACE NAIL R UIRED FOR: Mechanical N07 APPLICABLE (':;MODERATE;:-. Fig.. - s .;_ s `{:ACI318TASL'E1931(i,AND1931Lis ACCORDANCE WITH THE CURRENT IBC. PLANS AND DETAILS, ALL ANCHOR BOLDS (OTHER THAN BOLTS FOR HOEDOWNS) SHALL HE 1121NCH DIAMETER WiTH A 31. ROOF RAFTERS TO 2X RIDGE BEAM, TOENAIL Electrical SEVERE. :Fi l F2 ACI 318 TABLE 19 31 1 AND 19 3 1 �, WOOD NOTES MINIMUM EMBEDMENT OF 9iNCHES INTO CONCRETE, UNO. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE 32. ROOF RAFTERS TO 2X RIDGE BEAM, FACE NAIL Plumbing _ _, UERY,$EVERE ....:l�'��.!",',:���'c�!:�,l�,-'!�,!��bl�-19�,,TA6L8',10;3.�il.._. .,. . .t-'AND 19 3 i ':iy, ,.a�.,, . !;'�: .... .... ... . ...�- _,...- 1. ALL LUMBER SHALL CONFORM TO THE GRADES AS SET BY AN INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN CONSIDERED AS PART OF REQUIRED ANCHOR BOLTS FOR SHEAR WALLS. ALL EXTERIOR WALLS SHALL BE SECURED 33. JOIST TO BAND JOIST, FACE NAIL Gas Piping , SULFATE ,, I ACCREDITATION BODY THAT COMPLIES WITH THE DOC PS 20 OR EQUIVALENT. WITH MINIMUM ANCHOR BOLTS. INTERIOR WALLS MAY BE DRIVEN SHOT PINS ACCORDING TO ALTERNATE OUTLINED 34, LEDGER STRIP, FACE NAIL NOT At?P,.l(CABLE ;, ;SO s, r; ! ACI'318.TABlE iS 31 1 ;'i ' t�.(., ', s 14{i.t 1. =11 2. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF HEREIN, UNO, City of Tuk w la MODERATE . , . Si ACI 318 TABLE 19 31 1 SECTIONS 2308 OF THE IBC. 7. ANCHOR BOLTS SHALL HAVE 3" X 3" X 1/4" THICK SLOTTED PLATE WASHERS UNDER EACH NUT. EDGE OF PLATE BUILDING DIVISION j !REVERE, ';':1 L $2'„ ' 'Or 318 TABLE 19 3,lli'.,,:,. i ; % ICI; ; ;�,' 3. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL OR ARCHITECTURAL DRAWINGS. WASHER TO Bic WITHIN 1/2" OF SHEATHING. AT SHEAR WALLS WITH SHEATHING ON BOTH FACES ALTERNATE WASHER 35. WOOD STRUCTURAL PANELS & PARTICLEBOARD -'-'°"` , , ,', VERY SEVERE , ,+L: , , , d � S3 ACI 318 TABLE 19.3.1.1 4. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST EDGES. SUBFLOOR, ROOF, & WALL SHEATHING (TO FRAMING) '' IN OONTACTWiTH WATER,' ''';",i,i", , I;;; i l.I i ,,!I ,; i i;, s,r I I : , , ' ;', i 411(l'I LENGTH AND AROUND ALL OPENINGS iN FLOORS OR ROOFS UNO. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. 8. INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2005 NDS SECTION 11,1.3. NOT REQUIRED1. - WO ACI 318 TABLE 19 3 1 1 5. FRAMING LUMBER SHALL BE DOUGLAS FIR -LARCH WITH THE FOLLOWING GRADE (U.N.O,): 9. PNEUMATIC NAILING SHALL BE PLAIN SHANK, COATED, OR GALVANIZED: s REQUiREO„?lt ' I WI,, I, ' ( ACI 318 TA(8LE119 31t1 ' kl ;1) . STUDS (B'-1"HT. AND LESS) STUD GRADE OR BETTER SD 0.131" DIA X 2'/:"MIN LENGTH 36. SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO ,;, ,, CORROSION PROTECTION OF REINFORCING I • STUDS (GREATER THAN 8'-1" HT.) #2 OR BETTER 16D DIA X 3" MIN LENGTH FRAMING) 1'.NOT APpUIG ^e ; MODERATE GO { , , t,n;AC)1318 T,ABLEsi9 311i 3t8 TABLE 16.533, 1,, ; I . ' !, .. t .:. t , i ,i l,. is i"s SOLS/PLATES AND LEDGERS #2 OR BETTER OA35" i6D O.i35" DIA X 31/2"MIN LENGTH 10. HAND NAILING SHALL BE SINKERS, COATED: 37. PANEL SIDING TO FRAMING ( ) Cl ACI HEADERS #2 OR BETTER 8D 11 1/2GA, X 2 3/8" ;;SEVERE ,,, ,� ,;C2„' ,IAG1318TABLE1931151,., ," t,1:r:i•'Ill.M.,:i�;lll . POSTS AND BEAMS #1ORBETTER 10D 11GA.X27/8" 3B. FIBERBOARD SHEATHING 6. MOISTURE CONTENT OF SAWN LUMBER AT THE TIME OF PLACEMENT SHALL NOT EXCEED 19%. 16D 9GA. X 3 114" S. CYLINDER TESTS ARE REQUIRED WHERE CONCRETE COMPRESSION DESIGN STRENGTH IS 3,000 PSI OR GREATER, 7, WOOD BEARING ON CONCRETE OR MASONRY CONTACT WITH SOIL SHALL BE PRESSURE TREATEp, 39. INTERIOR PANELING 7. I7 IS THE RESPONSIBILITY OF THE CONCRETE SUPPLIER THAT THE MIX DESIGN WILL ATTAIN THE SPECIFIED 8. D WOOD LESS THAT FROM GRADE SHALL BE PRESSURE TREATED. DESIGN CRITERIA STRENGTH. ACCEPTANCE OF MIX DESIGN SHALL BE BASED ONLY ON CONFORMANCE OF SPECIFIED COMPRESSION 9. DEl" FASTENERS, INCLUDING NUTS AND WASHERS, IN PRESSURE TREATED WOOD SHALL BE HOT DIPPED ZINC -COATED ERRS, INCLUDIOSTSNG DESIGN LOADSNAILING STRENGTH AND SLUMP. U LL NOT EXCEED 4"• 8. CONCRETE SLUMP GALVANIZED STEEL PER ASTM 8695, CLASS 55. IT IS ACCEPTABLE TO USE PLAIN CARBON STEEL FASTENERS IN ZINC BORATE TREATED WOOD AN INTERIOR, DRY ENVIRONMENT SUCH AS IN A WALL CAVITY, ANY FASTENERS RpOF LOADS SNOW LOADS A. ALL AILS TO BE COMM 1/ R 9 CEMENT SHALL CONFORM 70 THE REQUIREMENTS OF ASTM C550 TYPE 11 THE WATERlCEMENT RATIO SHALL NOT CONFORM - N N PRESERVATIVE TREATED WOOD AND FIRE RETARDANT WOOD ROOFING: MATERIAL FLAT ROOF SNOW LOAD Pe: i6 PBF B. SEE i PF( OD MOTES FOR S TREATED WOOD. 2-8D 2-8D 3-8D 2-i6D 16D @ IS- O,C. 3 - i6D @ 16" O.C. 2-160 4.8D 2-16D 16D @ 24" D.C. 16D @ 16" O.C. 8.160 3-8D , 8D @ 6" D.C. 2-16D 16D @ 16" D.C. 3-8D 4-8D 3-16D 3-160 3-80 2-BD 3-BD 3-BD 16D @ 24" O.C. 200 32"O.C. T&B STAG, 2 20D @ ENDS & EA. SPLICE 16D 3-10D 3-10D 2-16D 2-16D 2-16D 3.16D 3-i6D 1/2" & LESS, 6D 19/32"-3/4", 8D 718%1", 10D 11/8"-1114", 12D 3/4" & LESS, 6D 7/8"-1", SD 11/8"-11/4", 10D 112" & LESS, 6D 5B" 8D 1/2", 6D 25/32", 8D 1/4", 4D -C NG NUTS AND WASHERS I CO TACT WITH EXCEED 0 8 I I TOTAL DEAD LOAD: 25/17 PSF FLAT ROOF SNOW LOAD Pv: 25 PSF C. WHE �iBeEP�S •DR9 JEPhR$Ria 3NDI61fA611d&MIH GRAIN SHALL 8E USED INSTEAD OF TOENAILS. i rW U! No C NO 10, ALL AGGREGATES USED SHALL FOLLOW THE REQUIREMENTS OF ASTM 033 FOR NORMAL WEIGHT CONCRETE. FOR SHALL BE ZINC -COATED IN ACCORDANCE TO ASTM At63. 10. ALL BOLT HEADS, NUTS AND LAG SCREWS BEARING ON WOOD SHALL HAVE CUT WASHERS (U.N.O.). LIVE LOAD (SNOW): 25PSF SNOW EXP, FACTOR C5: 7A D. DET IL BStt EDE THE NAILING SCHEDULE WH RE THEY DIFF c LIGHTWEIGHT CONCRETE, USE ASTM C330. THE MAXIMUM SiDE OF THE COARSE AGGREGATE SHALL NOT EXCEED 33 /. 11 BOLT HOLES IN WOOD SHALL BE DRILLED Ill 6" LARGER THAN THE BOLT DIAMETER. BOLT HOLES SHALL BE TOTAL LOAD: 50142 PSF THERMAL FACTOR Cr: Is: 1.0 1.10 Structural Provisions of the International Building Code on- ❑ St F! L SLAB THICKNESS, 3/4", OR THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS, ACCURATELY ALIGNED AND NOT FORCIBLY DRIVEN. SNOW IMP. FACTOR: ructural Provisionsof the International Building Code ❑Others 11, ADMIXTURES REQUIRE THE WRITTEN CONSENT OF THE ENGINEER OF RECORD PRIOR TO BEING USED. ADMIXTURES B BORED AS FOLLOWS: 1 2. LEAD HOLES FOR LAG SCREWS IN W000 SHALL E F DRIFT SURCHARGE: SEE PLAN I ' I t I rt, I pollinit NO. - RECOMMENDATIONS I CONSENT IS GIVEN. I E MANUFACTURER'S RECOMMEN F B USED IN ACCORDANCE WITH TH SHALL E D ACCORDANCE WITH THE REQUIREMENT S OF ASTM C94, DELIVERED IN A R LENGTH AS UNTHREADED SHANK FOR SHANK: SAME 0 AND H LOOR LOADS DRIFT WIDTH: SEE PLAN The ro ec f r s6' a;.,.. ( 1r f fi tt J&q c ante ,v' t o hca t' P 1 n rs x s PP ns P A nh atI /F P R fnt �-. Plan review e approval Is subject PP 12. READY -MIX CONCRETE SHALL BE MIXED AND SHALL BE FOR THREADED PORTION: 60%-75% OF SHANK DIAMETER AND LENGTH EQUAL TO THREADED PORTION. FLOORING: MATERIAL appiiceble c d ndlinn I nppr.val indpertnit requirements to errors n I o 5 and omts i A SCAST-IN-PLACE CONCRETE 13. MINIMUM CONCRETE COVER FOR REINFORCING STEEL IN NON -PRESTRESSED 13, GLUED LAMINATED TIMBERS (GLULAM) SHALL BE FABRICATED IN ACCORDANCE WITH THE ANSI A19D,1 AND ASTM TOTAL DEAD LOAD: 80PSF sub' Jcct to dm rcyumnicros and interpretations of the governing . s o s royal of con PP construction tloouments ones AS FOLLOWS (U,N.O.): D3737, USING DOUGLAS FIR INDUSTRIAL GRADE WOOD AND EXTERIOR GLUE WITH INTENDED DRY USE CONDITION. LIVE LOAD: 100t40 PSF authority. This nvic,, dots not relieve the Architect and Engineers of Record or the t not authorize the moiahon of any atlopted coo. or . CAST AGAINST EARTH 3" EXPOSED TO EARTH OR WEATHER: EACH GLULAM SHALL BE GRADE MARKED AND A CERTIFICATE OF CONFORMANCE MUST BE PROVIDED THAT INDICATES CONFORMANCE WiTH ANSitAITC A190.1. TOTAL LOAD: 18W120PSF ,,pmtsihilitp for a -uplo. design in aecordance. with elm imss .f du over i �. � ' g n na Jmadiclion and Ut. State of Washin Eton. ordinance Receipt of approved Field Copy and n i}}1 1 a o}w�p e' - #6 AND LARGER BARS 2" 1 - 14. SIMPLE SPAN GLULAM BEAMS SHALL BE TYPE 24F-V4 DFIDF AND CANTILEVERED / MULTI -SPAN GLULAM BEAMS SHALL EXTERIOR WALL LOADS MATERIAL: MATERIAL INTERIOR WALL LOADS MATERIAL: MATERIAL Jurisdiction _ 1'fi7 Or- Ti )lG WICA A By ( to U .,w #5 AND SMALLER BARS 1 %" BE 24F•V8 DFIDF. TOTAL DEAD LOAD: 12/85/97 PSF TOTAL DEAD LOAD: 10 PSF 9y S d SO Date a 2� 2Z> Date: Z,.L`iD . NOT EXPOSED TO EARTH OR WEATHER: 15. TRUSS MANUFACTURER: SPECIAL INSPECTION IS REQUIRED FOR THE FABRICATION OF METAL PLATE CONNECTED REtD MIDDi.i:TON, INC. env or'ru.wna Colrvc - SLABS AND WALLS 1/1*- WOOD TRUSSES ON THE PREMISIS UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH Code Ram,, Cos,uhant B V owls - BEAMS AND COLUMNS (TIES, STIRRUPS, SPIRALS) 1 Y" WORK WITHOUT INSPECTION, IF MANUFACTURER IS REGISTERED AND APPROVED, THE CONTRACTOR SHALL - UNPROTECTED COLUMNS 2 %" SUBMITTL OFFICIAL CERTIFICATES OF COMPLIANCE TO THE BUILDING OFFICAL AT THE COMPLETION OF TRUSS LATERAL LOAD DESIG DATA 14. THE BUILDING INSPECTOR MUST APPROVE ALL REINFORCING BARS, WIRE MESH, ANCHOR BOLTS, SLEEVES, AND FABRICATION, EARTHQUAKE DESIGN WIND DESIGN OTHER CONCRETE INSERTS SECURED IN PLACE PRIOR TO PLACING CONCRETE, I 16. MANUFACTURED LUMBER PRODUCTS SPECIFIED ON THE DRAWINGS SHALL BE MANUFACTURED BY'WEYERHAEUSER, RISK CATEGORY: Ill RISK CATEGORY: III _ _ 15. FOOTINGS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON THE DRAWINGS. EXCAVATIONS (ESR-1 387,1153) OR AN ENGINEER APPROVED EQUAL. THE MODULUS OF ELASTICITY FOR PARALLAM (PSL) BEAMS- IMPORTANCE FACTOR, i.: 1.25 IMPORTANCE FACTOR, W 1,1 p AND SUBGRADE PREPARATION FOR FOOTINGS AND SLAB ON GRADE SHALL BE APPROVED BY THE GEOTECHNICAL 2,OE, PARALLAM (PSL) COLUMNS - 1.9E, MICROLLAM (LVL) = 2.OE, AND TIMBERSTRAND (LSL) =1,55E. 'BOiSE CASCADE' SITE CLASS: E EXPOSURE CATEGORY: B l`EC E it V/ (�-DID i ENGINEER PRIOR TO PLACING THE CONCRETE AND REINFORCING. THE CONTRACTOR SHALL NOTIFY THE MANUFACTURED LUMBER CAN BE SUBSTITUTED AS SHOWN OELOW. SEISMIC DESIGN CATEGORY: D BASIC WIND SPEED: 115 MPH �,(-- - - - ' '1 GEOTECHNICAL ENGINEER WHEN THE EXCAVATIONS ARE READY FOR INSPECTION. THE GEOTECHNICAL ENGINEER . TJ1210 = BCI 60001.8 . PSL (2.OE) = VERSA -LAM 2.0 3100 Soe: 0.850 TOPOGRAPHICAL FACTOR, K:1: 1.0 SHALL SUBMIT A LETTER OF COMPLIANCE TO THE OWNER. SHOULD SOIL ENCOUNTERED AT THESE DEPTHS NOT BE . TJ1230 = BCt 65001.8 • PSL (i.BE) = VERSA -LAM 2.0 3100 Sm: 0,850 EXPOSURE COEFFICIENT, Kh: B tFEB 2J 202t1 APPROVED BY THE GEOTECHNICAL ENGINEER, MODIFIED FOOTING ELEVATIONS OR FOOTING DESIGNS MAY BE . TJI 360 = BC160 2.0 . LVL (2.OE}= VERSA•LAM 2.02806 R: (INT. MASONRY WALLS) 3,5 DIRECTIONALITY FACTOR, Kd: 0.85 REQUIRED. BASE SHEAR V--: 273 KIPS BASE SHEAR V= : 200 KIPS 'R. 1 ^� 16, ALL CONCRETE SHALL BE CONSOLIDATED WITH MECHANICAL VIBRATORS, - • TJI 560 = BCI 90 2.0 . LSL 1,55E = VERSA -LAM 1.7 2400/2650 L._-- 1 - SOIL PROPER ES 17, UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS. SOILS REPORTED BY: THE RILEY GROUP, INC, ALLOWABLE BEARING: 2500 PSF REIO MIODLETON, INC. 18. VAPOR RETARDER PLACED BELOW SLAB ON GRADE SHALL CONFORM TO THE ASTM E 1643 AMD ASTM 745., PROJECT NUMBER: 2017.012 PASSIVE PRESSURE: 250 PCF--"_-"" COORDINATE PLACEMENT WITH GEOTECHNICAL ENGINEER AND/OR ARCHITECTURAL DRAWINGS. DATED: 217/2017 ACTIVE PRESSURE: 35 PCP % MECHANICAL SUCH AS PIPES, DUCTS, SLEEVES, CONDUITS, ETC. SHALL NOT BE PLACED THROUGH CONCRETE AT -REST PRESSURE: 50 PCF UNLESS SHOWN ON THE STRUCTURAL PLANS OR WITH WRITTEN APPROVAL FROM THE ENGINEER OF RECORD. NOTE: OWNER HAS BEEN MADE AWARE THAT THIS PROJECT SEISMIC SURCHARGE: 7H 20, ALL ABANDONED UTILITIES, FOOTINGS, ETC., THAT INTERFERE WITH THE NEW CONSTRUCTION SHALL BE REMOVED. NOTIFY HAS HIGH LIQUEFACTION POTENTIAL AND DIFFERENTIAL COEFFICIENT OF FRICTION: 0.3 NG ST UCTURES BE ENCOUNTERED THAT ARE NOT SETTLEMENT BETWEEN NEW AND EXISTING BUILDINGS THE STRUCTURAL ENGINEER SHOULD ANY FOUNDATIONS FOR EXIST( R SHOW ON THE STRUCTURAL DRAWINGS. STRUCTURALSHEETINDEX ID # SHEET NAME S0100 GENERAL STRUCTURAL NOTES SOX( GENERAL STRUCTURAL NOTES SO.10 TYP. DETAILS S0J1 TYP. SHEAR DETAILS . SO.12 TYP, WOOD FRAMING DETAILS S1.00 FOUNDATION -FLOOR FRAMING PLAN S1.01 ROOF FRAMING PLAN 52,00 FOUNDATION DETAILS S2,10 WOOD FRAMING DETAILS 52,11 WOOD FRAMING DETAILS 0 ARr fY' `u aa�.1 43548 t EN G `S•1CiVAL � 1-7-20 xD. 1-7-2 [[� U) LU I- a, 0 m Ill.00 () 06 0 %. tL1 ' m d . O� U cD o ON (n J rj �j''�Y. . . <t, LL 1 r. =N ( D. rn o I-_ Jq () Y m ai Q 0 ,.,,., Q:- b N rd h WZ }z X= aS w a. AW ID www.riverstonesc.com .... : R18-056 MPAW PS .PAWN: ZH a L' AS SHOWN .n*a: 7/31/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT 0 OF RIVERSTONE STRUCTURAL CONCEPTS, PLUC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION 15 EXPRESSLY PROHIBITED. REVISIONS ,. _ snap be nia.le 10 the SCOTE OrK wnnout 0.,C- 3. prOvai Of M Tukwila Budding D:ws:on E Revisions will reoulre a new c a I nd nlav �ncivae ac,Winna' plan e. W Wr) F- T a� <. < :2 X W `D I "Z V 0� W W 00 F 00 (n CE W H p �/ , = � (3) J �ZeZ 9 a 0 r- = W J Z= 'Try' v� W �� = 00 D VI 1 V(= FOR RE u�IB"u�{{I=aW ' MAR I2 2020 City Of Tukwila BUILDING DIVISION anearM..ro a 00 Ud STRUCTURAL STEEL (IBC 1705.2.1, 1705.11.1 & 1705.12.2) ITEM DETAILED INSTRUCTIONS AND FREQUENCIES PRIOR TO WELDING (TABLE N5.4-1, AISC 360-10): ' VERIFY WELDING E C. ❑ P PROCEDURES(WPS) OREQ'D AND CONSUMABLE CERTIFICATES DURING WELDING (TABLE N5.4-2, AISC 360-10): USE OF QUALIFIED ❑ C N P VERIFY THAT WELDERS ARE An �. _n Tr-, �.. -.1 1 NREQ'D WPS FOLLOWED ❑ C N P VERIFY ITEMS SUCH AS SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, WELDING MATERIALS, SHIELDING GAS ®REQ'D TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED, AND PROPER POSITION. WELDING TECHNIQUES ❑ C N P VERIFY INTERPASS AND FINAL CLEANING, EACH PASS IS WITHIN PROFILE OREQ'D LIMITATIONS, AND QUALITY OF EACH PASS. AFTER WELDING (TABLE N5.4-3, AISC 360-10): WELDS CLEANED ❑ C E P VERIFY THAT WELDS HAVE BEEN PROPYL ®REQ'D CLEANED. SIZE, LENGTH, AND N C ❑ P I I I OREQ'D LOCATION OF WELDS DURING BOLTING (TABLE N5.6-2, AISC 360-10): MOT REOU/RED IFONLY SNUG -TIGHT JOINTSARE SPECIFIED (PER SECTION N5.6(1) OFAISC 360-101. OFAISC 360-f0. PRETENSIONED ❑ C E P VERIFY THAT FASTENERS ARE FASTENERS PRETENSIONED IN ACCORDANCE WITH RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGIC POINT TOWARD THE FREE EDGES. AFTER BOLTING (TABLE N5.6-3, AISC 360-10): DOCUMENT E C ❑ P ACCEPTANCE OR REJECTION (F BOLTED CONNECTIONS OTHER STEEL INSPECTION$ (SECTION N5.7, AISC 360-10; TABLES J8-1 & J10-1, AISC 341-10): ANCHOR RODS AND ❑ C N P SHALL BE ON THE PREMISES DURING THE OTHER EMBEDMENTS PLACEMENT OF ANCHOR RODS AND SUPPORTING OTHER EMBEDMENTS SUPPORTING STRUCTURALSTEEL STRUCTURAL STEEL FOR COMPLIANCE WITH CONSTRUCTION DOCUMENTS. VERIFY THE DIAMETER, GRADE, TYPE, AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT PRIOR TO SOILS CONSTRUCTION (IBC 1705.6) ITEM DETAILED INSTRUCTIONS AND FREQUENCIES VERIFY SUBGRADE IS ADEQUATE TO ACHIEVE DESIGN BEARING CAPACITY ❑ C N P PRIOR TO PLACEMENT OF CONCRETE. OREQ'D VERIFY ❑ C N P PRIOR TO PLACEMENT OF EXCAVATIONS COMPACTED FILL OR CONCRETE. EXTEND TO ❑O REQ'D PROPER DEPTH AND MATERIAL VERIFY THAT ❑ C N P PRIOR TO PLACEMENT OF SUBGRADE HAS COMPACTED FILL. BEEN APPROPRIATELY OREQ'D PREPARED PRIOR TO PLACING COMPACTED FILL PERFORM ❑ C N P ALL MATERIALS SHALL BE CHECKED CLASSIFICATION AT EACH LIFT FOR PROPER AND TESTING OF CLASSIFICATIONS AND GRADATIONS OREQ'D COMPACTED FILL NOT LESS THAN ONCE FOR EACH MATERIALS 10,000FT2 OF SURFACE AREA. VERIFY PROPER N C ❑ P MATERIALS, DENSITIES AND LIFT THICKNESSES OREQ'D DURING PLACEMENTAND COMPACTION. ucily rvo.of�l HELICAL PILE FOUNDATIONS (IBC 1705.9) ncrnu - Irnnnlc AMn cocnl Icnlrlcc STEEL ❑ C N P VERIFY APPROPRIATE REINFORCEMENT SIZE, SPACING, AND ORIENTATION; THAT IT HAS NOT BEEN RE -BENT IN FIELD; THAT IT IS CORRECTLY TIED AND SUPPORTED; AND THAT REQUIRED STEEL CONCRETE CONSTRUCTION (IBC 1705.3 & 1705.12.1) OREQ'D OREQ'D OREQ'D RU J9-3, OREQ'D RECORD N C ❑ P INSTALLATION EQUIPMENT USED, PILE DIMENSIONS, OREQ'D TIP ELEVATIONS, FINAL DEPTH, AND FINAL INSTALLATION TORQUE VERIFYTHAT E C ❑ P HELICAL PILES USED MATCH THE OREQ'D APPROVED SUBMITTAL STRUCTURAL OBSERVATIONS (IBC 1704.5) ITEM PROPOSED FREQUENCY NAME OF STRUCTURAL OBSERVER FOOTINGS & PIERS OREQ'D PRIOR TO CONCRETE POUR PATRICK BIRD, P.E. GRADE BEAMS ❑x REQ'D PRIOR TO CONCRETE POUR PATRICK BIRD, P.E. WOOD DIAPHRAGMS OREQ'D PRIOR TO ARCH. FINISH PATRICK BIRD, P.E. STRUCTURAL OBSERVER'S SHALL: PROVIDE PROOF OF LICENSURE AS A LICENSED PROFESSIONAL ENGINEER BY THE STATE OF ASHINGTON; IF STRUCTURAL OBSERVATIONS ARE PERFORMED BY INDIVIDUALS OTHER THAN THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE, THEY SHOULD FIRST BE APPROVED BY THE BUILDING OFFICIAL. AT THE CONCLUSION OF WORK A FINAL STRUCTURAL OBSERVATION REPORT MUST BE SUBMITTED TO THE BUILDING OFFICIAL NOTING ANY DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED (SEE IBC 1704.5). REINFORCING STEEL, ❑ C E P VERIFY PRIOR TO PLACING CONCRETE INCLUDING THAT REINFORCING IS OF SPECIFIED PRESTRESSING TYPE, GRADE AND SIZE; THAT IT IS FREE TENDONS OF OIL, DIRT AND RUST; THAT IT IS LOCATED AND SPACED PROPERLY; THAT HOOKS, BENDS, TIES, STIRRUPS AND SUPPLEMENTAL REINFORCEMENT ARE OREQ'D PLACED CORRECTLY; THAT LAP LENGTHS, STAGGER AND OFFSETS ARE PROVIDED; AND THAT ALL MECHANICAL CONNECTIONS ARE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS AND/OR EVALUATION REPORT. CAST -IN BOLTS & ❑ C E P INSPECTION OF ANCHORS OR EMBEDS EMBEDS CAST IN CONCRETE IS REQUIRED WHEN ALLOWABLE LOADS HAVE BEEN OREQ'D INCREASED OR WHERE STRENGTH DESIGN IS USED. POST -INSTALLED ❑ C N P ALL POST -INSTALLED ANCHORS/DOWELS ©REQ'D ANCHORS OR DOWELS SHALL BE SPECIALLY INSPECTED AS USE OF REQUIRED MIX ❑ C N P VERIFY THAT ALL MIXES USED COMPLY DESIGN WITH THE APPROVED CONSTRUCTION OREQ'D DOCUMENTS; ACI 318: CH. 4, 5.2-5.4; AND IBC 1904.3 1913.2, 1913.3. WOOD CONSTRUCTION (IBC 1705.5, 1705.10.1 & 1705.11.2) HIGH -LOAD ❑ C E P VERIFY THICKNESS AND GRADE OF DIAPHRAGMS SHEATHING, SIZE OF FRAMING MEMBERS AT PANEL EDGES, NAIL/STAPLE DIAMETERS AND LENGTH, AND THE ❑x REQ'D NUMBER OF FASTENER LINES AND FASTENER SPACING PER APPROVED PLANS. PERFORMED BY CODE INSPECTIONFIRM. WOOD TRUSSES ❑ C E P VERIFY THAT TEMPORARY AND SPANNING > 60-FEET PERMANENT TRUSS BRACING IS INSTALLED IN ACCORDANCE WITH OREQ'D APPROVED TRUSS PACKAGE. PERFORMED 8YCODE INSPECTION FIRM STRUCTURAL WOOD ❑ C E P IF FASTENER SPACING IS <4"O.C.: VERIFY THAT PROPER NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF OREQ'D SHEAR WALLS, DIAPHRAGMS, DRAG STRUTS, BRACES, AND HOLDOWNS. PERFORMED BYCODEINSPECTIONFIRM HANGER SCHEDULE JOIST HANGER `(i BE FLAT -FACE MOUNT SLOPED/SKEWED-TOP FLANGE SKEWED -FACE MOUNT SLOPED/SKEWED-TOP FLANGE CONDITION CONDITION CONDITION CONDITION IIJ11 T HANGER SCHEDULEHANGER SCHEDULE FACE MOUNT TOP FLANGE WIDTH FLAT SLOPED/SKEWED FLAT SLOPEDlSKEWED 11 7/8" DEPTH 2" j IUS2.06111.88 - ITS2.06/11.86 LBV2.1/11.88 2 5116" IUS2.37/11.88 HU35111HUC3511 ITS2.37111.88 LBV2.37tll.88 31/2" IUS3.11 -- 1T53.56111.BB LBV3.56111.88 14" DEPTH 2" IUS2.06/14 - ITS2.06/14 LBV2.06114 2 5/16" ' IUS2.37/14 HU3514/HUC3514 ITS2.37/14 LBV2.37114 29116" IUS2.56/14 HU3141HUC314 ITS2.56114 LBV2.56114 31/2" IUS3.56/14 -- ITS3.56/14 LSV3.56114 16" DEPTH 2" i IU52.06/16 -- ITS2.06/16 LBV2.06116 2 5116" j IUS2.37/16 U35i61227HU3516122 ITS2.37/16 LBV2.37/16 29116" j IUSZ56116 HU3161HUC316 ITS2.56/16 LBV2.56/16 31/2" IUS3.56/16 I ITS3.56/16 LBV3.56116 NOTE: 1. HANGERS TO BE BY SIMPSON STRONGTIEO 2. USE HANGERS IN THIS TABLE U.N.O. ON PLANS. 3. IF JOISTS ARE SUBSTITUTED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY EQUIVALENCE OF SUBSTITUTED HANGERS. 4. RE: SIMPSON WOOD CONSTRUCTION CONNECTOR CATALOG FOR SPECIFIC WEB STIFFENER REQUIREMENTS WITH REGARD TO HANGERS SOLID SAWN & SCL HANGER SCHEDULE NOMINAL FACE MOUNT TOP FLANGE DEPTH WIDTH i FLAT SLOPEDfSKEWED FLAT SLOPED/SKEWED 8" DEPTH 1 1/2" LUS26 HU28 JB28 I HU28-2TF 13/4" HU7 LBV1.81 3" LUS26-2 HU28-2/HU28-2(MAX) HUS28-2TF HU28-2TF 310 HU48/HUC48 (MAXj LBV3.56 4112" LUS28-3 IHU26-31HU26-3(MAX) 51t4" HU681HUC68 (MAX) WPU5.50 10" DEPTH 1 1/2" HU210 J8210 HU210TF 1 3/4" _LUS28 HU9 LBV1.81 ---- - 3" LUS28.2 HU210-21HU210.2(MAX) HUS210-2TF HU210-2TF 3 1/2" HU410MUC410 (MAX) LBV3.56 41l2" LUS28-3 HWIMMU210.3(MAX) HU210-3TF 5114" HU6101HUC610 (MAX) GLTV 12" DEPTH 1 1/2" LUS210 I HU212 JB212 HU212TF 1 3/4" HU11 (MAX) ITS1.811LBV1.81 LBV1.81 3" 1 LUS210-2 IHU212-21HUC212-2 HUS212-2TF HU212-2TF 31/2" U410 ITS3.56 LBV3.56 4112" LUS210-3 HU212-3/HUC212-3 HU212-3TF 5 i!4" HU6121HUG612 LBV5.12 14" DEPTH 1 3/4" U14 ITS1.811LBV1.81 LBV1.81 31t2" j HU4161HUC416 ITS3.56 I LBV3.56 51/4" j HU6141HUC614 HB5.5114 16"DEPTH 13/4" U14 ITS1.81 LBVI.81 31/2" HU4161HUC416 ITS3.56 LBV3.56 51/4" HU6161HUC612 H65.5/16 NOTES: 1. HANGERS TO BE BY SIMPSON STRONGTIEV 2. USE HANGERS IN THIS TABLE U.N.O. ON PLANS. 3. IF JOISTS ARE SUBSTITUTED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY EQUIVALENCE OF SUBSTITUTED HANGERS. 4. (MAX) REFERENCES HIGHER VALUE OF HANGER IN SIMPSON MANUAL THAT REQUIRES MORE FASTENERS PER HANGER. 5. WHERE HANGER DEPTH IS NOT SPECIFICALLY STATED IN SCHEDULE, PROVIDE MAXIMUM DEPTH HANGER THAT MEMBER WILLALLOW WITHIN THE SPECIFIED SERIES. 6. FOR HANGER INSTALLED Cal EXTERIOR APPLICATION PROVIDE SIMPSON ZMAX PROTECTION OR HOT -DIPPED GALVANIZED EOUIV MASTER KEYNOTE SCHEDULE MK. NOTE D ROOF SHTG. PER TYP. DETAIL o 6" STRUCTURAL SPANNING SLAB w/#6 @ 12" O.C. E.W. @ CENTER OF M / SLAB O PROVIDE #5 DOWELS TO MATCH REINF. AND EPDXY INTO EXIST FTG. & 7 z STEM WALL (D BLOCKED ROOF SHTG. PER TYP. DETAIL 0 (D HATCHED AREA DENOTES P.E. WOOD TRUSS OVERBUILD 3 ADD NEW 400 NEXT TO EXIST 404 PURLIN USE FACE MOUNT HANGER TO FASTEN (E) ROOF JOISTS TO NEW DRAG MEMBER. FASTEN 4xl0 TO (E) PURLIN wt (2)-ROWS OF 112" IAM BOLTS @ 16" O.C. STAGGERED io HANGER PER HANGER SCHEDULE ON SHEET SO.01 V/ z 0 ►IC• 0 i_ •i A MASONRY WALL BEARING WALL NON -BEARING WALL CONCRETE WALL X sx. ELEVATION REFERENCE X X SECTION REFERENCE X.V X. n X DETAIL REFERENCE CFX CONTINUOUS FOOTING SYMBOL PFX PAD FOOTING SYMBOL HX HEADER CALLOUT ,l T.O. CONC. = X'-X" Y'�i�i ELEVATION SYMBOL OVERBUILD FRAMING SHEATHING - SHEARWALL SYMBOL HDUX HOLDOWN SYMBOL CS16� STRAP SYMBOL SNOW DRIFT LOADING TRUSS - - - - JOIST STEEL BEAM - HEADER ,_--- ---_- WOOD BEAM r COLUMN icr WOOD COLUMN C{�- OLUMN STEELCOLUMN CONCRETE FOOTING OUTLINE ROOF OUTLINE KEYNOTE REFERENCE GRADE RT M r ASt 2D r� NA 0.+�,5 TONAL Et1G G.S� `SxOA4fI, � -2.0 xD.1-7-22 a F W M m U �It CI m [�"' A , % Jn m N o WLL L. � N rn c J N� 1 "e,- D Y chi a WW (- W Z � a � 7=� W Da 7 f � z www.riverstonesc.com PRWECTM. R18-056 PPROMEo: PB ow,wT+: ZH ECALE:� AS SHOWN GATE: 7/31/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT © OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. U) W W rrM 0 z J Q ,M< W it W U z W W 00 NWN 00 00 V i r J H = d LL O b 1.8� W Ur Q ZM LL W r W = d. IE V4c 1-Or2 69DEeORMPUANO REVI 1 MAMA MAR 12 2020 QtY of Tukwila BUILDING DIVISIO SHEET NUMBER: ■ EXISTING CONCRETE WALL BOLT PER: STEEL LINTEL PER SCHEDULE STEEL LINTEL CHAMFER AS REQ'D — PER SCHEDULE NOTE: QUANTITY AND SIZES TO BE DETERMINED PER WINDOW DETAILS 035 _ STEEL LINTEL DETAIL EXIST. WALL �j�, SLOT CONC. FOR HORIZ. I �i) I LEG OF ANGLE WINDOW OPENING PROVIDE 1/2" DIA. THREADED ROD WELDED TO HSS AT 18" D.C. EPDXY INTO EXIST. WALL .. INSIDE FACE OF WALL 4„ L5x3x1/4 STEEL LINTEL W/ 1/2" DIA. •- THREADED ROD WELDED TO ANGLE 16" MAX. EPDXY ROD INTO EXIST. Vt --�— -NEW HSS5x2x114 WINDOW JAMB X --- 037 NEW WINDOW LINTEL DETAIL 3/4" = 1'-0" z II PROVIDE 114" CAP PL. J 3 MAX jI f"MAXg FLUSH WBEAM WHERE j p APPLICABLE AISC MIN. p AISC MIN. l I w I I PROVIDE 1/4" CAP PL, l I I I PROVIDE 1/4' CAP PL. = I I —FLUSH WBBEAM WHEREf—FLUSH W/BEAM WHERE — yl - APPLICABLE I\y�J APPLICABLE L111 -- W BEAM I -- I W BEAM I I BOLTS, CONN. PL, I I BOLTS, CONN. PL, IE— WELDS, ETC: SEE I4-- WELDS, ETC. SEE SCHEDULE SCHEDULE SEE> SEES SEE\__ SCHED./ i SCHED. SCHED./ 1 � I� /SEE SEE —(T\SCHED. SCHED. 1-SIDED OR 2-SIDED 2-SIDED OR 3-SIDED 4-SIDED NOTES: 2 1. DRILL STRESS RELIEVING HOLE PRIOR TO SLOTTING TUBE, HOLE SHALL BE 118" LARGER THAN PLATE WIDTH. I 032 STEEL BEAM TO COL. 1" _ ,,-a" STEEL LINTEL SCHEDULE OPENING WIDTH (ft) LINTEL SIZE I BOLTING REQUIREMENTS <Y-0" 'U' SHAPED BENT PL. 3116" W/ 4" VERT. LEGS (3)- 5/8" DIA, THRU-BOLTS T-0'<5'-0" L4x3x1/4 ,,,(DIA. THRU-BOLTS @ 24" O.C. 5'-0"<10'-0" L5x3x3/8 5/8" DIA. THRU-BOLTS @ 16" O.C. STEEL JAMB SCHEDULE OPENING HEIGHT( JAMB SIZE BOLTING REQUIREMENTS L4x4xl/4 SEE NOTE BELOW 1 5/8" DIA. THRU-BOLTS @ 24" O.C. 7-9'<10'-0" 1_50018 5/8" DIA. THRU-BOLTS @ 24" O.C. NOTE: OPENING WIDTHS < 3'-6" DO NOT REQUIRE JAMB REINFORCEMENT. 033 NEW OPENING IN EXIST. WALL 1/4' 1'-0" 030 \• STEEL LINTEL RE: 033 & NOTE 1Ifl`\ 0.1 IN—; \ a3s 0.1 77I' 1 PL. 1/4x7 112xCONT. —'; EXISTING CMU OR CONCRETE WALL RE: ARCH j OPENING WIDTH _ O -• STEEL JAMB RE: 033 z 0 5 0.1 a0 _ 035 'I 0.1 NOTES: 1. CUT IN &INSTALL I -� STEEL LINTER ABOVE OPENING PRIOR TO j I _ REMOVING WALL BELOW RE: NOTE 2 ' 2. REMOVE & REPLACE WALL & OR SLAB AS REQ'D PER ARCH. 034 STEEL LINTEL & JAMB SCHEDULE v2" = 1'-0" ; /031 SECTION A NUOUS VG PER PLAN Y MIX V FOOTING UNNING r0 CONT. NG(SLEEVE DNTRACTOR) PIPE UNDER CONT. FOOTING BEAM CONNECTION SCHEDULE -FLOOR ( ALL BEAMS WHICH CARRY HARD ROCK OR CONCRETE) NOMILAL MEMBER DEPTH gOLTS NO. 8 SIZE SHEAR PL. THICKNESS (in) SIZE OF FILLET WELD (in) REMARKS 8-10" 1 (2)-1"DIA. 318 5/16 — 12-14" (3)- V DIA. 318 5/16 16" (4)- 1" DIA. 318 5/16 — 18" (5)- V DIA. 318 5/16 21" (6)- 1" DIA. 112 318 24" (7)-1" DIA. 9116 7/16 27" (8)-1" DIA. 9116 7116 30-33" (9)-1"DIA. 9116 7/i6 36-4W i(10)-1"DIA.I BEAM CONNECTION SCHEDULE -ROOF NOMILAL MEMBER BOLTS NO. &SIZE DEPTH SHEAR PL. THICKNESS (in) SIZE OF FILLET WELD (in) REMARKS 8-10' I(2)-3/4"DIA. 3/8 5116 — 12-14" {(3)-314"DIA. 3/8 5116 16" !(4j-314"DIA. 3/8 SM6 IF' M-3/4"DIA. 21" (6)-3/4"DIA. 318 3/8 5116 5/16 _ — — 24" 4"DIA. t--- 3/8 — 5/16 — 27" ,(8)- 314" DIA. 3/8 5/16 30-33 (9)-1" DIA. 9116 77— 36-40., (10)-1" DIA. 9/16 7116 — NOTES: 1. ALL 3/4" DIA. BOLTS SHALL BE A325-N. ALL 1" DIA. BOLTS SHALL BE A490-N. 2. PROVIDE LARGER WELDS WHERE MAY BE REQ'D BY AISC. 3. USE LARGER PLATES AND WELDS WHERE REQ'D BY BRACE FRAME CONNECTIONS OR OTHER SPECIFIC DETAILS. TYP. SHEAR TAB CONNECTION 3" r,1A z v 1- 61DED BEAM TQBEAM AISC MIN. REVIEWED FOR LAM CODE COMPLIANCE E SCHED. ' APPROVED MAR 12 2020 MIN. City of Tukwila BUILDING DIVISION 3EAM \ D WO E V V E ESCHED. / REID Ml , DLETON, INC STEEL BM. TO STEEL BM. BT M N 43548 �Sg�L �G 1-7-20 xi). 1-7-22 tD H } m It U 9m (( z rW M ."... m , N LU � FLL 1( �! o N J Ych ao aN UJW F WZ U) O wa www.riverstonesc.com aAaEcra: R18-056 PPRov o: PB onawx: ZH scale AS SHOWN BaTE. 7/31/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT @ OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. I1 rr G Z W W 00 J_ wTI- <C rU)rn W 0b 0 v00¢ n i- U c00O (- REVISION SCHEDULE VALUE ENG. CHANGES 2 01/06/2020 MBER s U O ANCHOR BOLT POST SIZE (SEE NOTE 6.7) HOEDOWN (SEE NOTE 1.5) 2x4 WALL 2x6 (MIN.) WALL TYPE EMBEDMENT 8'-0" PL 10'-0" PL 12'-0' PL 127-0" PL (MIN.) (MAX.j (MAX.) (MAX.) (MAX.) SB 5/8x24 18" HDU2 OR SSTB16 12 518" DBL. 2x DBL. 2x DBL. 2x DBL. 2x HDU4 OR SST820 16 5/8" DBL. 2x DBL. 2x 6x DBL, 2x S65/824 HDUS OR SST B24 - _1&, 205/8" 41 4x 6x DBL. 2x HDUB OR SB 7/8x24 -- 18" 6x 6x 8z 4x SSTB28 24 718" _ SB 7/8x24 18 HDU11 OR 9STB28 247/8" 6x 6x 8x PSL 6x HDUi4 SB1x30 24" 6x 6x 8x PSL 6x THRFAnPn Pnn (Al TrPMATIVFSI HDU2 5/8" 0 THREADED ROD 10" DBL. 2x DBL. 2z DBL. 2x DBL. 2x 5"" 0 HDU4 THREADED ROD 12" L. 2x DBL. 2x 4x6 OBE. 2x HDUS 7/8" 0 16' 6x 6x 6 4x THREADED ROD W W FOOTING / /4" 6" STEMWALL 1/4"� 8" '� •' POST & WSSTB24 V 8" HOEDOWN PER 5" 6'• CENTER ON POST y - SCHEDULE (1 3/4" MIN.)" f / B 5' 6" 16" 1¢I , SSTB 28 I 5" ' 8" HOEDOWN B -HDU2 CENTER ON PO$$$$T ZaK CENTER ON POST 1 5116" (1 3/4" MIN.) (1 3/4 MIN.) HDU4 15116" v Ik' HOU5� 15116" HDUS _---_HDUtt 1318" `�-N4 BAR (MIN.) . -ANCHOR BOLT PER SCHEDULE 13/8" ANCHOR BOLT zw HOU14 1 9116" z PER SCHEDULE Wo " o EXISTING FOOTING i FOOTING STEMWALL Ow a �,�''-STEMWALL mV ca w � N Za CAST -IN -PLACE ANCHOR BOLT RETROFIT ANCHOR BOLT NOTES: 1. CONCRETE AT ANCHOR BOLT SHALL BE A SINGLE POUR (NO COLD JOINT), UNLESS SPECIFICALLY DETAILED OTEHRWISE. 2. BOTTOM OF ANCHOR BOLT SHALL HAVE 3" MINIMUM CONCRETE COVER TO SOIL. WHERE FOOTING NEEDS TO BE DEEPENED TO ACCOMMODATE THIS, DEEPENED FOOTING SHALL EXTEND THE LENGTH OF THE SHEAR WALL AND 12" MINIMUM BEYOND THE ANCHOR BOLTS AT EACH END. 3. SSTBL SHALL BE SUBSTITUTED FOR SSTB AT 3x SILL PLATES. 4. RETROFIT ANCHOR BOLTS INTO CONCRETE SHALL USE SIMPSON'S 'SET-XP' EPDXY (ESR-2508) WITH SPECIAL INSPECTION. RETROFIT ANCHOR BOLTS INTO MASONRY SHALL USE SIMPSONS'SET EPDXY (ESR-1772) WITH SPECIAL INSPECTION. 5. AT RAISED WOOD FLOOR FOUNDATION, USE A'CNW COUPLER NUT TO ATTATCH ANCHOR BOLT TO AN F1554, GRADE 36 THREADED ROD TO EXTEND AND ATTATCH TO HOEDOWN. 6. DOUBLE 2x POST SHALL BE ATTACHED WITH 10d @ 16" Q.C., STAGGERED (U.N.O.). 7. WHERE SPECIFIED, USE POST SIZE AS CALLED OUT ON PLANS. 8. WHERE EQUAL STRAP LENGTH ON POST AND BEAM IS NOT AVAILABLE DUE TO BEAM DEPTH, STRAP SHALL BE INSTALLED WITH THE BOTTOM OF THE STRAP FLUSH WITH THE BOTTOM OF THE BEAM. 053 TYP. HOLDOWN DETAIL CS16x24 STRAP CENTERED UVERHEAUER A ; , .f L HEADER PER PLAN (E.N.) t 1 V 4x BLOCKING @ STRAP (E.N.) -STUDS PER PLAN ' SHEAR WALL PER .--PLAN (ALL SIDES OF OPENING) 6_ DOUBLE 2x SILL / FORCE TRANSFER / 1 / L �. HEADER PER PLAN (E.N.) ? , 4x BLOCKING@ / STRAP (E.N.) i STUDS PER PLAN ` SHEAR WALL PER ' PLAN (ALL SIDES OF PROVIDE SHEARWALL r E.N. AROUND ENITRE OPENING) MIN. MEMBER SIZE AT OPENING (ALL SIDES) J / AJOINING SHEAR PANEL r d PERS.W.SCHED. i f % 052 . i 0 0 SHEARWALL w/ OPENINGS 314" = SHEATHING PER SCI UNSUPPORTED PANE (PROVIDE BLOCKINI PANELS WHERE BL DIAPHRAGM IS SPE NAILING @ SUPF PANEL EDGES(E. SCHEDULE, STAGGEI OF ADJOINING 1 FIELD NAILING INTERMEDIATE FI MEMBERS PER SCI FRAMING PE BOUNDARY NAILIN PER SCI BOUNDARY NAILING (B.N.) PER SCHEDULE 1 PANEL EDULE EDGE 1 & E.N. DCKED \ -.---.-.....-_'�.l-.....� ,IFIED) DATED 4.) PER I NAILS ANELS F.N.) @ AMING EDULE ? PLAN ,\ EDULE CAPACITY SHEAR PANEL AND EDGE ING NAIL SILL PLATE & ANCHOR BOLTS FRAMING MEMBER BOTTOM PLATE & NAILS! SCREWS 5HEAR TRANSFER $1,MB01 (PLF) 0 ADJOINING HARDWARE I (SEE NOTES 1-7) (SEE NOTE 12, 15-18) PANEL EDGE (SEE NOTES 11-14) (SEE NOTE 10) `W6/ 26-SEIS. 7l16"APA RATED PLYWOOD 2x P.T. PLATE (2)-2x OR {1)-3x 2x PLATE wt 16d @ 8" O.C. (OR A35 OR LTP4 \/ 365-WIND y.//8d@6! C. w1112"x70"A.B.@48"O.C. SDS SCREWS @ 16" D.C.) 16d@8"O.C. x Wg 380 -SEIS. 7116" APA RATED PLYWOOD 2x P.T. PLATE (2}-2z OR (1)-3x x PLATE wt 6d R 2 LA 1 @5"O.C. (O A35 OR LTP4 I @ 16" O.C. 16d @ 5" O.C.- 532 -WIND w/ 8d @ 4" D.C. w/ 1/2"x10" A.B. @ 32" O.C. SDS SCREWS @ 10" O.C.) 1 1 490 - SEIS. 7116" APA RATED - PLYWOOD 2x P.T. PLATE z (2)-Zx OR (1)-3--oa 2x PLATE wJ 16d @ 4" O.C. (OR A35 OR LTP4 @ 12" O.C. 1 V 685-WIND w/8d@3"O.C. w/ 1/2"x10" A.B. @ 24" O.C. BOB SCREWS @ W O.C.) 16d@4"O.C. 7w-97 640 - SEIS. 7116"APA RATED PLYWOOD (l)-2x P.T. PL.& (1)-2x PL. w/ (4)-2x OR (2)-3x OR (1)-6x6 {4x6 2x PLATE w/ 16d @ 3" O.C. A35 OR LTP4 V _. 695 •WIND wl 8d @ 2" O.C. V2 x12 A.B. @ 16 O.C. @ 2x4 WALL) (OR SDS SCREWS @ 6" O.C.) @ 10" O.C, 7116" APA RATED (4)-2x OR (2)-3x (2)46 (MIN) PLATE wl BOB 2Wd 760 -SEIS. PLYWOOD PL. w/ (1)-2x P.T. PL. & (116 OR (1)-6x6 (4x6 SCREWS @ 6" O.C. A35 OR LTP4 730 •WIND w! 8d @ 4" O.C. EA. 1/2"x12" A.B. @ 16" O.C. @ 2x4 WALL) (STAGGERED-2 ROWS @ 6" O.C.) @ 8" O.C. , INT04x (_MIN.} BEAM/BLKG� 7/16" APA RATED (4)-2x OR (2)-3x (2)-2x6 (MIN) PLATE w/ SDS 930 - SEIS. PLYWOOD (1)-2x P.T. PL. & (1)-2x PL. w/ OR (i) (4x6 SCREWS @ 5" O.C. A35 OR LTP4 - 1370 - WIND w/ 3" O.O.EA. 8dSIDE 1/2"x12" A.B. 12" O.C. @ @ 2x4 WALL) ( STAGGERED-2 ROWS 6" O.C. @ 8" O.C. INTO 4x MIN. BEAM/B) LKG 7116" APA RATED (4)-2z OR(2)-3x (2)-2x6 (MIN) PLATE wJSDS W2 1280 -SEIS. PLYWOOD 1 -2x P.T. PL. & 1 -2x PL. w/ O ( ) OR(1)-6x6(4x6 SCREWS 4" O.C. °� A35 OR LTP4 1790 -WIND w/ 8d @ 2" O.C. EA. 1/2"x12' A.B. @ 12" O.C. @ 2x4 WALL) (STAGGERED-2 ROWS @ 6" O.C.) @ 6" O.C. _ SIDE _ INT04x (MIN. BEAMIBLKG W 1740-SEIS. 19/32" APA RATED PLYWOOD 2x6 (MIN.) P.T. PLATE w/ 5/8" (4)-2x OR (2)-3x (2)-2x6 (MIN) PLATE w/ SDS SCREWS @21/2"O.C. A35 OR LTP4 L 2435 -WIND w/ 10d @ 2" O.C. EA 0 A.B. @ 8" O.C. (TITAN -HD NOT ACCEPTABLE) OR (1)-6x6 (4x6 @2x4 WALL) (STAGGERED-2 ROWS @ 5' O.C.) @ 4" O.C. SIDE INTO 4x MIN. BEAM/BLKG - E.N. DOUBLE TOP PLATES c L STUDS PER SCHEDULE SHEARPANEL ` 60TTOMC�H!ERVLE PLATE PER SCHEDULE - E.N. TYPICAL FRAMING ra SHEAR WALL ANCHOR BOLT PLACEMENT (TYPICAL OF NEW & RETROFIT BOLTS) NOTES: j L 1. SHEAR PANELS SHALL BE APPLIED DIRECLTY TO STUD FRAMING r 2. ALL EDGES OF ALL SHEAR PANELS SHALL BE SUPPORTED AND FASTENED TO FRAMING • , MEMBERS OR BLOCKING. PANELS MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE STAGGERED, SPLICED JOINTS. ALL SPLICED JOINTS SHALL BE BLOCKED WITH 2x BLOCKING W (MIN.). 3. OSB OF THE SAME TYPE AS SPECIFIED CAN BE USED IN LIEU OF PLYWOOD. 4. ONLY COMMON OR GALVANIZED BOX NAILS SHALL BE USED FOR SHEAR PANEL ATTACHMENT. GALVANIZED NAILS SHALL BE HOT DIPPED OR TUMBLED. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING, 5. ALL SHEAR PANEL NAILS AT INTERMEDIATE FRAMING MEMBERS (F.N.) SHALL BE THE SAME SIZE AS NAILS SPECIFIED FOR EDGE NAILING AND SPACED @ 12" O.C. 6. PROVIDE 3/8" MIN. EDGE DISTANCE FOR ALL SHEAR PANEL EDGE NAILING. 7. STUDS SHALL BE 2x (MIN.) AND SPACED @ 16" O.C. (MAX). S. FRAMING AT ADJOINING SHEAR PANEL EDGES SHALL BE 3x (MIN.) AND NAILS SHALL BE STAGGERED. DOUBLE 2x MEMBERS ARE ALLOWED FOR SHEAR WALL TYPES 3 & 4 AND SHALL BE 10 SISTERED W/ 10d @ 4" O.C. 9. WHERE SHEAR PANELS ARE APPLIED TO BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING MEMBERS SHALL BE 3z (MIN.) AT AJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 10. WHERE LTP4 IS INSTALLED OVER SHEATHING 1/2" THICK MAX 8d COMMONS SHALL BE USED. 11. ONLY COMMON NAILS SHALL BE USED FOR BOTTOM PLATE ATTACHMENT. 12. SEE WOOD NOTES (SHEET S0.00) FOR ATTACHMENT INTO PRESSURE TREATED LUMBER. U 13. WHERE BOTTOM PLATE NAILING GOES THROUGH FLOOR SHEATHING THICKER THAN 314", USE BOB SCREWS ONLY, 14, SDS SCREWS SHALL PENETRATE 2" MINIMUM INTO RIM 1 BLOCKING. WHERE STAGGERED BOB SCREWS ARE CALLED OUT THEY SHALL BE IN 2 ROWS WITH 1 112- MINIMUM SPACING BETWEEN ROWS AND V FROM EACH EDGE OF RIM! BLOCKING. 15. ANCHOR BOLTS SHALL BE EMBEDDED 7" (MIN.) INTO NEW POURED IN -PLACE CONCRETE. AT EXISTING CONCRETE, RETROFIT ANCHOR BOLTS SHALL BE 5/8" 0 THREADED RODS WITH 5" (MIN.) EMBEDMENT INSTALLED USING SIMPSON'S 'SET-XP'EPDXY (ESR-2508) WITH SPECIAL INSPECTION, ALTERNATIVELY, RETROFITANCHOR BOLTS CAN BE 5/8" 0 x 6" LONG TITEN-HD ANCHORS ESR-2713 WITH SPECIAL INSPECTION. 16, FOUNDATION ANCHOR BOLTS (NEW AND RETROFIT) SHALL HAVE A STEEL PLATE WASHER �/ T UNDER EACH NUT NOT LESS THAN 0.229"x3"x3" IN SIZE. THE HOLE IN THE PLATE WASHER IS M PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1 3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH THE SHEAR PANEL �y 17, WELDED STEEL STUDS SHALL BE USED WHERE THE SHEAR WALL STACKS OVER A STEEL BEAM. THE STEAL STUD DIAMETER AND SPACING SHALL MATCH THAT OF THE ANCHOR BOLTS SHOWN ►(V}i IN THE SCHEDULE. 18. a FOR DOUBLE SIDED SHEARWALL ATTACHMENT TO CONC. SEE BELOW i DOUBLE TOP PLATES STAGGER NAILS OF ADJOINING PANELS WHEN -- NAILING INTO SINGLE FRAMING MEMBER Zx (MIN.) BLOCKING AT ADJOINING PANEL EDGES SEE SCHED. FOR INCREASED STUD PLIES REQ'D. @ DBL SIDED .� SHEAR WALLS l� J i�. STUDS PER SCHEDULE-� - SHEAR PANEL PER SCHEDULE-�\. �• ' FIELD NAILING (F.N.) AT INTERMEDIATE FRAMING MEMBERS PER SCHEDULE EDGE NAILING (E.N.) AT ALL PANEL EDGES PER SCHEDULE �\ e POST PLAN (DOUBLE Zz STUD, MIN.) AT EACH 1 END OF SHEAR WALL , BOTTOM I SILL PLATE PER SCHEDULE i �^ cN SHEAR PANEL LAYOUT & NAILING STAGGERED EDGE NAILS NOTES: (WHERE REQUIRED) 1. SHEAR PANELS MAY BE INSTALLED VERTICALLY OR HORIZONTALLY. 2. SHEAR PANELS SHALL NOT BE LESS THAN 4' x 8'. EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. 050 SHEAR WALL SCHEDULE & TYP. DETAILS LOCATION THICKNESSEA:TIN. MAX. RAFTER! NAIL TYPE NAIL SPACING @ DIAPHRAGM BOUNDARIES (B.N.) & JOIST SPACING SUPPORTED PANEL EDGES (E.N.) ROOF 5/81, 40/20 40" O.C. 10d 3" O.C. (BLOCKED) NOTES: 1. ALL SHEATHING SHALL BE APA RATED, EXPOSURE 1 2. FLOOR SHEATHING SHALL BE T&G STURD-I-FLOOR AND SHALL BE GLUED AND NAILED. 3, PLYWOOD OR OSB CAN BE USED 4. THICKER SHEATHING THAN INDICATED SHALL NOT BE USED WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD AS NAILS SIZE MAY NEED TO BE ALTERED. 5, NAILS AT INTERMEDIATE FRAMING MEMBERS (F.N.) SHALL BE THE SAME SIZE AS INDICATED IN CHART AND BE SPACED @ 12" O.C. 6. ONLY COMMON NAILS SHALL BE USED. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF SHEATHING. 7. NAILS SHALL BE LOCATED AT LEAST 318" FROM THE EDGES OF PANELS, NOTES: 1. PANELS SHALL BE INSTALLED WITH THE LONG DIMENSION PERPENDICULAR TO FRAMING. 2. PANEL JOINTS PARALLEL TO FRAMING MEMBERS SHALL BE STAGGERED. 3. PANELS SHALL NOT BE LESS THAN 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSIONS SHALL BE 24". 4. BOUNDARY NAILING (B.N.) SHALL BE PROVIDED @ ALL BEARING WALLS AND FLUSH BEAMS/DRAG MEMBERS. 5. WHERE A BLOCKED DIAPHRAGM IS SPECIFIED ON PLANS, USE 2x4 FLAT BLOCKING AND E.N. PANELS. USE SIMPSON'Z' CLIPS TO ATTACH BLOCKING TO FRAMING MEMBERS. 051 SROOF SHEATHING DETAIL 1/2" = V-0" REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION 16d TOENAIL @ 10"O.G. U.N.O. IN S.W. SCHED. SHEAR CONN, OVER WALL OPTION 3 1181 M::] S8"O.C. LTP4D V@ 48"O.C. U.N.O.ON S.W. SCHED.FSHEAR CONN OVER WALL OPTION 2 REiD M 055 TYP. SHEAR CONN. OVER WALL 0M �p As l r; N 43598 L 8N G Q�L QS 1-7-20 xt).1-7-22 (n 0 f h W M U go { m0.,,.... N d O J LO j� W _] 2LO n o t. v W 04 CO m O a 0 www. riverstonesc.com vaaEcra: R18-056 .aareovEo: PB oawwN. LE zH SCA ASSHOWN onTe 7/31/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT @ OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. U) U) J WW I- z r) \W W 00 00 00 �r�V~)/0) J = O o U � Q F- UZoH REVISION SCHEDULE SHEET NUMBER ■ k— DOUBLET( STUDS HEADER UTIL WHER SILL FIR) SHEP BOTTOM PLATE BEAM/MULTI-PLY ALIGN REQUIRED NUMBER OF TRUSS WHERE 2x CRIPPLE STUDS TO MATCH L-?� OCCURS FOR TOP PLATE WIDTH OF BEAM/MULTI-PLY i Li POST PER PLAN SPLICE NAILING TRUSS ABOVE UNO. �^\ i �'�� `SEE THIS DETAIL P PLATES' NOTE 2 � 1j L L PER PLAN (3) i6 `"`--- FOR I PER PLAN } _ 10" D, ELSE 2x BL 32" MAX 48" 0 MAX. 18" MAX PANE fY PANEL, I OCCURS _E NOTE 1 % KING - 12"0 12 O J^ MING PER 1 DETAILS II ! P.T. SILL PER PLAN ( \ TRIM HEAL I I-tJ NOTES: 1. AT UTILITY PANEL LOACTION, IT IS ACCEPTABLE TO OVER -SPAN STUD BAY AS SHOWN. DO NOT INSTALL UTILITY PANELS @ POST OR SHEARWALL LOCATIONS. 2. AT END OF HEADER, PROVIDE (2) 16d CRIPPLE TO KING, TYP. 040 OPTION 1 @ CONT. SM. OVER POST BEAM PER PLAY (4)-114" DIA. LAG SCF w/4" MIN. THREAD PENETRATION POST PER PLAT OPTION 2 @ CONT. SM. OVER POST OPTION 3 @ CONT. BM. OVER POST I OPTION 4 @ CONT. SM. OVER POST 114" PL. x BM. WIDTH x DIM. SHOWN.. n I.I II 114" KNIFE'PL. @ DIM. SHOWN wl(2)-1/2" DIA. I;I THRU-BOLTS COUNTER- L•J BORED & PLUGGED @ SPACING SHOWN Fra SIMPSON CBT4Z 4'-0" MIN. LAP Q SPLICE _ ('� (16) 16d DOUBLE TOP PLATES r\Ujj STUDS PER PLAN 1 FACE NAILS IEADERS W/ .PTH OR LESS, TYP PLATE SPLICE (4) 16d (ELEVATION VIEW) (3) INTERSECTION JCKING IC SEE CTION \ VERTICALLY, @ALL SHEAR EDGES) I q�/ W I i CORNER CONNECTION STUD PER (ISOMETERIC VIEW) DULE W/ 10d @ (3) 16d @ C. (EACH STUD) INTERSECTION r n (24) 16d EA b v, SIDE OF SPLICE ER PER ER SCHEDULE WALL INTERSECTION (ISOMETERIC VIEW) OPTION 1 @ BM. SPLICE OVER POST SIMPSON CS18 9" ONTO EA. BM. w/10d @ EA. HOLE LOC. SPLICE CENTERED @ POST SIMPSON PC8Z OPTION 2 @ BM. SPLICE OVER POST SIMPSON CS18 9" ONTO EA. BM, w/10d @ EA. HOLE I� �I I� GI 1W PL. x BM. 114" KNIFE PL. @ DIM. ` WIDTH x DIM. " SHOWN.. ` SHOWN w/(2)-1/2" DIA. THRU-BOLTS COUNTER- nP• \ J� u BORED & PLUGGED @ EA. BM./POST SPACING 7 I/ @ SHOWN OPTION @ CORNER OPTION 3 @ BM. SPLICE OVER POST MITER BMS. @ 45 �--- SIMPSON CS18 9" ONDEGREE ANGLE TO OVER POST EA. SM. w/10d @ EA. HOLE SIMPSON RTC44 LOC. SPLICE ' CENTERED @ POST SIMPSON CCQ6SDS2. _ SIMPSON LCE4� REVIEWED FOR ONTO EA. BEAM CODE COMPLIAN( APPROVED MAR 12 2020 041 TYP. BEAM TO COL. OPTIONS ,•• _ ,•-6 PROVIDE 2X4 BRACE AT EACH PURLIN. FASTEN TO PURLIN W/(6)-10d NAILS. FASTEN TO BEAM W/A34 City of Tukwila BUILDING DIVISI, EXIST. GIRDER SM. a EXIST. PURLIN EXIST. JOISTS. SHOP FABRICATED ANGLE BRACKET 3/8"x6"xDiMENSIONS SHOWN W/1/4"x8"x0'4 GUSSET. PROVIDE(3)-SDS1/4x5 SCREWS EACH SIDE OF GUSSET AND (2)- 7116" DIA. HOLES CENTERED IN BRACKET. MAXIMUP SPACING OF BRACKETS =18" O.C. so 0 sTG:'4N, nsr �' �0 I (pj l V : 0. �1nL E86 'Sr S'S�AL gyG 1-7-20 xp.1-7-2Z ),. ] F 7� a _ (11 Po U 08 L rtc+i 9 U °m gi O N (0 r tsc �!� CY i_�E � N o J ^y D Y M > J cr oo cy EL EN F W U1 Z (0 CC O a w www.riverstonesc.com PHo E T�. R18-056 APF0.0vE0: PB ZH SCALE: ASSHOWN GATE: 7/31/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT Q OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED, VJ W r W z W Q Lr W W 00 LL > W 00 =Urn 00 = 00 a F_ U (0 REVISION SCHEDULE VALUE ENG. CHANGES 2 01/0612020 SHEET - 8- 17 i m I C711i SI I I") T. 5 77.7 7,7._, I IhI IN , I tl I Ii�II (G801 I Is �i1 _I I ..I ,..I- - r NORTH^ V ERIFY w/ RCH T ,105 2.0 I ti- 0 jPF3.0 ' ' I I PF3.0 I PF3.0 I I m i I } G002 GB021 i;i GB02 GS02 " PLANI NOTES .. .__. 1. RE: SHEET SO.0-SO.01 FOR GENERAL NOTES. 2. 3. FOR WALL FRAMING REQUIREMENTS, REFER TO FRAMING PLANS. , w RE: SCHEDULES ON THIS SHEET FOR HOEDOWN REQUIREMENTS. SEE TYPICAL DETAILS FOR ADDITIONAL INFORMATION &HOEDOWN OPTIONS. 4. POSTS SHOWN ON THIS LEVEL NOT REFERENCED w/COLUMN INDICATOR . I DENOTE POINT LOAD FROM ABOVE. SEE FRAMING PLANS FOR POST SIZE & i I I r L I 4 LOC. MATCH COLUMN BELOW ALL LEVELS CONT. TO FDN. b I C 5. RE: 50.01 FOR COMPLETE MASTER KEYNOTE SCHEDULE. I 6. RE: SOA SERIES SHEETS FOR ALL TYPICAL DETAILS WHICH MAY NOT BE V SPECIFICALLY CALLED OUT IN PLAN. I � 7. RE: ARCH'L PLANS FOR ALL DIMS. INFORMATION NOT SHOWN HERE. 8 PFX.X CFX.X DENOTES PAD & CONT. FOOTING, SEE SCHEDULE BELOW. --� I (' ' ' ' I t i 9. j DENOTES COLUMN LOC. REFER TO COLUMN SCHEDULE THIS I' 1 107 SHEET. 1 DENOTES FRAMINGIFOUNDA TION KEYNOTE REFER TO KEYNOTE SCHEDULE THIS SHEET. 1 X'-X" - �� 11. -\'V-DENOTES SHEARWALL LOCATION. & MIN. LENGTH. - i,' -_ __ „_, _ _ PERFORATED SHEARWALL OCABOVE TIONRS.TT.'ABOVE SHEARWALL CALLOUT L CALLOUT 4 i _ .i ! r INDICATES SHEAR TRANSFER SHEARWALL LOC. REFER TO SHEARWALL _ i SCHEDULE LOCATED IN TYPICAL DETAILS FOR SHEARWALL SHTG., NAILING, CONN. REQUIREMENTS, &FOR PERFORATED 8 SHEAR TRANSFER ( j SHEARWALL INFORMATION. _ - - - - L _ ._ I t2 N STR" LOC.,RESPECLTIVELY. ABOVE HO DOWN/STRAP 4 DENOTESHOLDOW AP I . WN & HOLDOWN STRAP „ _ CALLOUT INDICATES HOEDOWN/STRAP ALIGNS WITH HOLDOWN/STRAP �._ --- t _%-"_- - - .7 j� !L -}li ABOVE. `BELOW HOEDOWN/STRAP CALLOUT INDICATES HOEDOWN/STRAP r I ALIGNS WITH HOLDOWN/STRAP BELOW RE THIS SHEET FOR HOLDOWN { L STRAP SCHEDULES. 13. HOEDOWN ANCHORS MUST BE INSTALLED WITH FINAL CONCRETE POUR. LI I< I I NO POST -INSTALLED HOLDOWN ANCHORS ALLOWED UNLESS WRITTEN PLEASE VERIFY EXIST. �! I I I t CONSENT FROM E.O.R.. RE: TYPICAL HOEDOWN DETAIL IN SO SERIES FOR SLAB AND FOOTING IS 1� ; I I � ANCHOR OPTIONS. ADEQUATE F R_- ' I i NEW FLOOR f'' N �J ( t 14. CONTRACTOR TO VERIFY LOC. OF SHEAR WALLS THAT REQUIRE �rl^rv.�wvY�����w-�'� Tl I DECREASED ANCHORAGE SPACING PRIOR TO FINAL CONCRETE POUR. RE: ' EXISTING FOOTING EXISTING FOOTING I I: ! SHEAR WALL SCHEDULE. TO REMAIN I TO REMAIN 15. REFER TO TYPICAL DETAIL 053180.11 FOR HOLDOWN SCHEDULE & it CONNECITTONN FORMA176NtivY'-Wv-/"'-_Vv- ,= -_7,f'L,- _ �..3 I") r - -_--_� i<�`_--------- g120�3p� -- -- - :G190pp)r---- --- - ----- �I`oD-' 1-------------------I F -----{ s I- T. �HDU5 HDU5-�._.. - ._ - - _. - __ .__-(k'I]_ - __ - - (_.I- L J L J - } rtl I I r I I I I I I I 10 I �' I i 111 � z.o lyI I i I I 2 1 LI o I jm 1 0 1 �� ( � I �i i G6o�. I I' I I1 (GBoil i jl i GBO, I C I (jrP I FOUNDATION KEYNOTE SCHEDULE L MK. NOTE - - - _ - _ _ J- - - _ _1 - -,: _ = �P:�: L-_L- • - = - �..) - I,_L_ _ (��1 I,_ - _ _ _ _ _ _ _ _ - _ _ - _ _ - _ I _ _ 6" STRUCTURAL SPANNING SLAB wt#6 12" O.C. E.W. @ CENTER OF SLAB --__- O @ a PROVIDE #5 DOWELS TO MATCH REINF. AND EPDXY INTO EXIST FTG. & STEM a WALL . 1P - _ ( -- -- -- - -- _ GB01 1 jai I •II I l a I I ,OSi ( Pp GB01 11 G801 I I t _ EXISTING FOOTING EXISTING FOOTING - tC -7- tr= , I ;).--I .I I I ( I ( TO REMAIN TO REMAIN I I' --- i�- i--- LL - k 103 7 I - i-- - - 1.1tA L J_._._._.-.-.-. �2�. - _._._._ 2.0 L I J hI uI'I ' FOOTING SCHEDULE MK. WIDTH LENGTH DEPTH REINF. I -I o I , I 2' I cFz.o -0" 2'-0" 12" (3)-#5 EA. CONT. �r� 3PF0 T-0" 3'-0.� x 12" GB01 1 .x12"T-3" 3-3II LJ ---- 71❑ 7 INv:..... RE PF3.0 1 PFPF3.0 L*_�j LO 0. PF4.0 I PF4.0 PF4.0 L i B ) I D ) I i I I `D.1) 1 FOUNDATION -FLOOR FRAMING PLAN 1/8" _ 1,0" I I -`ITYP. (4j TOP COLUMN SCHEDULE MARK COLUMN I (2)-2x (3)-2x F A (4)-2x y 6x6 DFL #2 i* HS�/4-, BOT.I C Al 7x7 PSL /'�7, HSS 4x4xl/4 2 . rg . . 41 DFL #2 GRADE BEAM SCHEDULE d MARK WIDTH DEPTH REINFORCING BOTTOM REINFORCING TOP STIRRUPS BOt 18" 18" (4)#5 (4)45 #4 @ 8" O.C. BO 5 112" 12" (1)#5 0)#5 43 @ 8" O.C. BO 9112" 12" (2)#5 (2)-#5 #3 @ 8" O.C. NOTES: 1. BO DENOTES CONCRETE GRADE BEAM. RE: TABLE ABOVE FOR SIZE & REINFORCING REQUIREMENTS. f- a� t- 9 0- L1 00 m J Oo r¢} L *�... cMcFF o F tY J No LU Y D o6 WW H 1 �O IDr www. riverstonesc.com PPWECia: R18-056 MINi0�D: PS Dim ZH sum. AS SHOWN Da.E. 7/3112019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT (D OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC, USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION 15 EXPRESSLY PROHIBITED. I Lu 1 •• .• •• . b • • .: REVISION SCHEDULE VALUE ENG. CHANGES 2 01/06/2020 SHEET ,U M 0 IL I � � ( A ) ( - ) - I I T ! ! I ! 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I- ROOF :) I I , , � , - , - -,, � " i � 1 r , / I li _ ET � r� - I , � . - _j I - � �; - - - - I I ;' I I � I I I EXIS71NGHPTOREMNN I I _ I , TO Rjf'!�W! z' , , , , ;� - _..__.__ i I I , 1pp,p I 11 Z�� ,r I " -DFL#2 r i - � - I ; �, I -xIS1ji%l(' , I " I I I "Ict) i ! , I jrrr - �; ] �5-C'_ _I i , I " -III,- / % � E � j : 1 - "I 1 - � � I � . � I 11 !� , � 5 I .1 I I I I I i r � __ L � __ - - -- , - f � 1.6. J.R. ", - -.--'- I JL� ---__-- r -r------- - __ 1- _"r':, 11 __ __ - i I - - - - __ - - � r - � i � I 11 "��t',�E,., � I,- r i . I - � � , ,,, - , i � . " , �_ - - - , -�� � � - TO I �DIMAITJ ir � , I I � I 1 I I I -1 11 " . , ,2 -I, i I �_ - i : PLAN NOTES I , I 1-_`,-1 LIS , � I DS , T. , I � ; , OTi I ,I 1 �: i I j cc, I - - , . � � ;' ACCESS PER I I 't I I � ; iI I I --- -1 _� I 1___,__-- -7 I , . Ealit �1' I I I, I _-_� = I � -1� =�= - - - I- f�E , , ARCH, I ; - , �__ ,1. RE: SHEET SO.00-SO.O1 FOR GENERAL NOTES. � ,____ 11 I � <� - --.I � ! ,� , ), bDU Iri 4 I - - , I 11 '. � r L I i i i ,,I- " I � � � I 1 � _� I I - " _� I I r r I I I � I I � I" 1 1 , ��o �,! - . � . t ': - - - - -�:] , , 1 1 lh� I I , il 7- 1 "'; - � --- I 11 -1 ,r � I I'll � I , I ,! ' ;- 3 112"XI 1 7/8" PSL,, ,',j 3 1/2"X1 1 Wg' PSIL I� 3 1/Z'xl 1 7 i I'll � 1� - 2. RE: ARCH. FOR ROOF SLOPE INFO, ,� -'� I I r , I, ,3 11Z'.1 1 7/8" PSL� _/a" _�_ � - ', - - � � - - - - I - � - - \1 1 - - - � - �- - - - Ic , - - - _I� - - -F - - - � r - i 1� � 4 IL � y " j , ,I � 'i-__ I - - - , , - ,�, "I � 11 I 11 1, ! � I I � _N�� .1 _ft�,_� r E. U) "" i" -,, � I , I � I . I I i --- _"' � _ 1 3. RE: ARCH1 PLANS FOR ALL DIMS. INFORMATION NOT SHOWN HER I 1. i , I ", ( : I I ' i I 11 RODF I IA U I i I 1i I � I � � ' �� I rl I I I i I , % EXISI !TG ROOF I , , ,� , il I I � = -BEARING & NON -LOAD BEARING , 1 ; ; 11 li I � I � I � I ` I � I I . , , !, 0 I i I - .1 i .11 - I - - - --I 1, 4 E X 13 I I N"G, � I I WALLS, RESPECTIVELY, SEE BELOW FOR REQUIREMENTS. ,J�RAIN TO REM/14141 I I I , , , ' r I , r - I I � I r 1 , , _5 I L \ , I ! �r' I I , I I- I I 11 I , !� - = -_ _-, I I � , � I ' � ,:"��", � ' r I r I 11 'r , 5 , L� 2 I I I 11 1 I I , _0 4. , = DENOTES LOAD -BEARING , " : I ;: � _ , 1 � ') I r : >____ �r � , I Al O, c �1 7 z __ � 4 6 ' .� __� r � - � I'll � � ,� I 11 �i r . r 1 r� �' __ 1� - -- - 1 �: I 11 I I , I I ki I 11 m,ni F � "O � I F� - " , 11 I I , _(___ ___ ___ - ___ /I , I �� T �, I ': � _ I � I I �"! > , �,_� I I . �, ; � � , , 'j : � m ---. -=-==m=-=-w�- 5. ALL BEARING WALLS SHALL BE CONSTRUCTED WITH 2x6 @ 16 � � � � I . I , I � I 1 [ 1. I i % i r �:,! , i I I I I I I . 11 I I I � - I , I ,_ I I - I , r , I - I I I � �, 1 1 I I , (MIN) _� _�_ .--,.-.,- ---- I I� i � r �� ,, I I � � , � � I "I-< I I ;1 " ; , �,�! ., : , , : I - I . U.N.O. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH 1/2" PA 0 i I � - r � � � I � 11 I I "16 I I - * , I � c� ,�, n j, � I RATED SHEATHING U.N.0, MINIMUM NAILING PATTERN SHALL CONSIST OF ) I " 1 r ,_ _� � I I � I I I I e I � I . - 'I, 0 - I I � - " r , , i ( , � ) I " ,� 1 � I r I 1�1 1 1 1 ,� i � 1 � 7 1 t � � �� � , 01 r . I ,'r I , , , r 'i 'r- � i;i I _ I � I I 11 � ! '- � �' I I I I , i 8d NAILS 6" D.C. ALL SUPPORTED PANEL EDGES 12"O.C. FIELDU.N.O. () I - jr I . I r � I I - I I � I .1 , - " I I I _�,-, I ; � , � ,,,, I I I �, ,--' � [ r r I �_ 1, � Ij r I )U I I r � ' - I I � , k � � . , � ,I I r 11 ; I __ - I - I I � , I 7-.01 1 I I 1 I ON SHEAR PLANS, INTERIOR BEARING WALLS SHALL HAVE 11Z' MIN � I � I 11 I I 1� I- , , ,r I - - , I � i , z- I � ,, : 1� I r; r , I ,��, 1, ,�, , I , I I BOARD APPLIED TO EACH SIDE OF WALL AS SHOWN ON ARCH'L PLANS. I I ! � � I I - �, � - !� �. � � j I � I 0 % � � , I O� PAI I -IT, I , I , � " ,� ,i;, r4 __''; , � I 11 I , , -_ � I � I �; --- 7- - _�� - _"_� . - ,- - - - - "", - -, -� - ! ,�, � ; 7E I i � I � � � � i - !� I _ r I , ,,, , � . L�� �� "�, I . I 1 412 � i- - � I I __ I 11 �� � I- F111 i [ i-,. i � _ ; i r , I I I INTERIOR SHEAR WALL SHALL BE SHEATHED AS SPECIFIED ON SHEAR I � , : , , _ " � � --I- I'll I _5 �, 1, I - i � i I _1_1 - - � I ii : : . -i- I- .- I- __ - - I - - __ - - �, _21 I " -- - --- - - - - - --- ____ �____11 � ,-, 1, ! 7 I, I -, 1I , � I I ! � . . I 1 I�,� � � � I �, 11 " I -1 I I I - �� t� 1) I I , I I I . � ; , � - -_ - - - - -1 I �- . 1 � -CAP.,- _D � . , - � - I - - . - EXIS H�G r" r , , __ � �, �i 3 . 'i Z, � � � 3 - I I I I I I PLANS. � �, . ____ _' " I I I I , I , il / � �, % : i � I I tl� i I I _1 I I --- � I , I I i - - : I \ I I L . � I I I I - _IU_�=�np�g - - - - � I � 1 I I I � I I 11 , 1'1� I I � I I I . ',,;'� 1� � � I I : 6. f� DENOTES HEADER RE: HEADER SCHEDULE BELOW. RE: - . � I I I I I I � I ' 11 L ... ;;,, / -1 ; � , •, , � , I � , f I � 11 - I I I I , , , � , - - ,� I "LAI ION ', I ,� I I I I I I I I ./, I I " \ I , � ,,� 7, 1 . � ,� I I I I � ,- ( - I - - - I - . , • ! I . t - i, I I � [ I - - - - - - - I I 1_(,i) X-1 T > � � I : I I r I I I I , - � xi I,. - - i -- - - - - c- � �� -s I � � � � I i I � I I E N", L 0 S t R E N_� P" I - 11 i I 1 3 TYPICAL WALL FRAMING DETAIL 069 FOR KINGSTU D SCHEDULE & OTH ER LVL�, 11,7/811, . I , "r , I i�� _ �,; � ,_ I - - - - - - - - . I i � Li , � �_ " '- , ,_ - , � I- ,-�, � I I - 1, , lf� -to - Ill.- - ,- - �- - - , ' 1� I I �� I, - > � � - I . - - - - - - - `� NEWLOC ION (HPS): - - - - - - - - - - -_ - - ____ -_ - -_ -_ _ _ - v T� � -- i- - - --q , � �T_ - - - - 'I- - I - - - - - � - - - � - ,_ - t , - - - �, I I � Nif, -_ I �'_' � AT ,��,--, I � '�, . � ,� I INFO. NOT SHOWN IN HEADER SCHEDULE BELOW. �� - -_ - I �_ � - - . I I 1 � . � �: ,!1. I—— I I , "T" " I "I � T. O � ,"A, I �A 1i T I � i I - �_: '1�1, , � � � I � 11 11 I � I I I I � I � - , I �, � 11 I ; I I - I � I I I I - I 11-11"W'. I I � I , , - i � � I I , I I !� ! u) , � � I , - ; � � I - - � 11 I � I Nw L#sl '��,' , - "�' '�-��.- I , Ili � EXIS ING HP � r I 1�_ � , I I I \ , f I'll 3 , � �A: ; 11 I I OUD NiAK E- U P AIR UN I r t i � I; , , I I I I . . 1, 1� - -1 I I I I I 7. RE: SO.02 FOR COMPLETE MASTER KEYNOTE LIST I � I % AND KITCHEN EXI fAUS IS I.B,D.' 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RE: 50.02 FOR ALL HANGERS NOT SPECIFICALLY CALLED OUT IN PLAN , - -'R _ I I � � 1 � � � �, , . , I I _� L, ROOF , i iON k'AY VARY Ill - - � - T'� , R � ' \ - - - � - _'�'� � t" i I � silo, - - '1� " - I 'N" I VO ]"Yi�'I r � I L'Q, , 4_1 Sm v- I �, ) : ; �1 PER" If � 4-1, - -1 � I < : � � I � i 2 . j � : I F I I `, - - - - j � - I I" \� - I I 1_�_, , , , I I , I ' �P1'R,,V'F F I ,�, i INI_,�: 1121`1.�, 111M, L I" 1,11 I � , I I c I 11 � I �,' . � / FRAMING,1, ! i I I , I , 1, I I �], I I - - - Aj, - - - - -- !; � . I I I I I 11 w � ; � 9. RE:SO.1 SERIES SHEETS FOR ALL TYPICAL DETAILS WHICH MAY NOT - - - - I ( �! i l� i I I " ��l Z12ZZI�& - L,� 1 �-�2 I � , � I / 1, I � I I I'� i I i I " I I BE SPECIFICALLY CALLED OUT IN PLAN. , 3 " I I 960 LEIS � I I � r v , ,. 72'x � I I " li- I " I , � , �' psLs,!�,, � tz,xi �Iwl PSUN'1-3-172" - 41E L��,l I I : I i'11� DBL JOISTURD, 00 ---. 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RE: KEYNOTE SCHEDULE THIS _ � "I I 111", I - - I I I I I � ��,'I I - _1 �__ I I �_ I . . - SHEET - :� 34 cI i it I , �; � �_, � � I 117�il�E __ __ - ___ - - I I �4)' 61 ___ I - - - - - --- - - - - - - � , ',% � -"i ,,I), 1 �� ! x I ! , - V-1 - � i ____t ____ - - - - Ull. 3�171N," - i � I i ", : � � 13. -T DENOTES SHEARWALL LOCATION. & MIN. LENGTH. 1 z I - '. _i3, � � I I _ _ I , � - - "PERF"ABOVE SHEARWALL CALLOUT INDICATES � To I EXISTING HP TO REMAIN 7 i ; -_ '121-11 ,_ I - ` I __ - - - __ _ ___ _________ .... .. _ _M!j __ _ _ _ __ - - ___ - ____ - - - - � I __ 1_______ - __;__ PERFORATED SHEARWALL LOCATION. "S.T." ABOVE SHEARWALL � - -_ -_ --- - - - - - - , : � , � - yl I , I � CALLOUT INDICATES SHEAR TRANSFER SHEARWALL LOC. REFER TO I a � I � I � I - I , I I !_,� j; , , " 11 - I 3 .'' 1; []I]?" � �Ii FO Hl_�,�";H I , I I SHEARWALL SCHEDULE LOCATED IN TYPICAL DETAILS FOR SHEARWALL .?,I i , - I I i ; " 1, 1 )•-f_ T.O.B. = 1 11�1 " �tj I_� ,=III -ill' , I , T � SHTG., NAILING, CONN. REQUIREMENTS, & FOR PERFORATED & SHEAR . � I , - ( I I � � I � , - T.O_B�, , (� ff, � TRANSFER SHEARWALL INFORMATION. , ; '_F�l - -1 ... � I I � ' � ,-, -V-�-�����-�,,---,� vyv�-,, �,�-�,,, � i 1 ,� � -)--v--,�l-,--,--�,,-�-v--�--,--,,-�-�-/-��-1, -�-,��,,-��-,--,---,, �,�� �,-/ -�-�� / � A, � � I � - , I / - I I I � 14. HOL60WN -V STRAP -9 DENOTES HOLDOWN & HOLDOWN STRAP 7 � I I "T.L. � I � , -11 i 1, I i-I S . . " LOC., RESPECTIVELY. * A13OVE HOLDOWN/STRAP � 1 /-3gj� � UPPER Sim ... � ; 1 ,,g " I T O.B. = 1 1�1- ',, , � JON 02 1 � , 11 - � 11 R I - I- .- _), il , _-) C, "j, � I'll �, CALLOUT INDICATES HOLDOWN/STRAP ALIGNS WITH HOLDOWN/STRAP ,92 2 1j ::: I " -.-.- 2 � , 3O1 41 I I , , pi�l I- ABOVE. * BELOW HOLDOWNISTRAP CALLOUT INDICATES � tt I 01 I I ,- ( , I ,A �� 1 ,�. � ,I I -.-.-, I I , .-.-.-,-. I - "3�, " I � i, �, �� �' - - I \�, _ I � 1. � I- _ � - -------- I _ , __ - __ _ I - 11 __ ___ __ ,/�: __ 7� - __ --�;(� i - �,�ri�,� - - Y. - q 5 ) HOLDOWN/STRAP ALIGNS WITH HOLDOWNISTRAP BELOW. RE: THIS ---,----,- __ ____ - - _ _ ___ ., - � - I . I I - 9- - ___ - - - 41 ___ - - - __ - - - - - _. - - - �- - - � � 11 I - I- - - �T_ I -I-- - - -.-- - -- --- -- / 300 - , -1 = -- , - - 1_30__,�� 1 _�_ - - I I � ; I 1, - _ � -I- __ - I / ii SHEET FOR HOLDOWN & STRAP SCHEDULES. .. I IB121 J!�' - 2.11, 1 � ,, �,T 2 , - ; � i I I ' I I I- I Fa 2 r'C6 , �' -� F �Fl ', I I I I : ) " 1 � I � I , - -- NEAV GAS UNI r " 15. HOLDOWN ANCHORS MUST BE INSTALLED WITH FINAL CONCRETE , FASTEN TO BEAM I I : , ! I I � e, I i I � I : I . lj� POUR. NO POST -INSTALLED HOLQQWN ANCHORS ALLOWED UNLESS I I � 01 9 '� WISIMPSON HDUS6 , 88/10 1 � I � ��� I � � I � WRITTEN CONSENT FROM E.O.R.. RE: TYPICAL HOLDOWN DETAIL IN SO 6 �. 11 I � ! j : I " I : � I rI, i�< ; �, � i "] - i:,�,F'1111��,,,�,f�',"" 111- ; I � i �,,,, , , 1, I '' � , ( ,,, <I_ I � ", J4 � ('208"I SERIES FOR ANCHOR OPTIONS. � ;,;� , I , ,� NEW GASUNIT; � I 1� � 1, / 1� - I 1 `�_2.197 1 1 11 - - i ! ; , !, I -, T.O.STEEL. = +I- 11--9 1/20�"� W�I , 4, T.O.STEEL. = 11 Z-�, � I I �� I 11�� 16. CONTRACTOR TO VERIFY LOC. OF SHEAR WALLS THAT REQUIRE , - 1. I T - , I 4 _ " - 1 , , DECREASED ANCHORAGE SPACING PRIOR TO FINAL CONCRETE POUR. , I I VERIFY IN FIELD VERIFY IN FIELD � '/,, 'p! I � I ! I � I I � � , , : . - , z 1� 1 i3�1 � , : I I f t � I I I �, �1, FASTEN BEAM TO COLUMN 1 ,7 � 1 ! I I: 17. REFER TO TYPICAL DETAIL 051150.10 FOR HOLDOWN SCHEDULE & �_�, I I CONNECTION INFORMATION. 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DETAIL I BUILDING DIVIS' ' �, I I 1 : I : I- - i � W/SIMPSON ECG4 I 1� I , I 1. I I - I I - m ; FASTEN COLUMN TO SLAB I �, 1 I E,-, ELI.- I I � � I I � .... 7 I _l :1 WISIMPSONABU46Z I- I f, , 5 0 , (�) HATCHED AREA DENOTES P.E. WOOD TRUSS OVERBUILD - 11 I , � s ,,� I�Opp I � I. � I , p , ' 11 I ; I L � r 1� , 1 : ; T� r3i)i�� � I I ADD NEW4XIO NEXT TO EXIST 414 PURLIN USE FACE MOUNT HANGER TO , ; � , 1, , , , - - � - 1 - -, : , I I -1 I 1: .1 I , ii, 1, ,S�-!y - -,,, 0, 2 1 _r 1: I � (D FASTEN (E) ROOF JOISTS TO NEW DRAG MEMBER. FASTEN 4XIO TO E) I . I � I I I I � ; . �, , - I : - - iII I l I II -- PURL LIN W/ 2)-ROWS OF 112" IAM BOFLT_S_ @1'6- D_.C-_� . _S-1 T--A- GGER-Er0_D ip F" � IV'_V -=r _ t _- _ 300 300-- ----1 7 )@ HANGER PER HANGER SCHEDULE ON SHEET SO.01 ) ____FASTEN TO BEAM 1 034WISIMPSON HDUS6.88110 - - I0 3- REMOVEL , - juu� 1-j"FI! , ,30___TO UE%1OVID 2.1 R EAL it _S.0 I I I , 2I 1�-1-l1-n_A_�,,-.&S_1):1I,_"�___q LTbg=�1�j_,,71__f,_,__--A jA �-,,-_FED k �J` ) b, , 1 $IET A (),V REID MIDDLETON, INC. II 1 r -� \ T1 - T- 1 � , - HEADER SCHEDULE I . 2 4 TYP. (2) I 010'_I%T410 'pc,JT �F ("p - ----------------- I I ��-cI� I II � I I 7111� - t I I ,I - , 1 .i _ r fL __,_A__-_�iTT) p�1,7J."6 r/ � �7-- a�,A,1_I-L, -u _N - ) Z1 7:,5r�_� — �7/,,T��;1,,:7,�-7� 7�7,�__ � .1,�_,-,F .i _ m - ---� 1--_1 , r� i " ..). � 1,-1 - 2T9) 03u : 03)T,ING".IT71 ,0- 1;l__ _ .0! 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USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. __ 'E U) m � rr " L� 'w" < U) w 1 �M < z (D �- z W WOct> W 00 M v- 00 2 w �_ < I r U) m T LL -r < 0 c) P 3: U- , r 00 (-) v- < _j 0 � U) s 0 ::) r "t r, v 00 :) � L) C.0 1_ _... . REVISION SCHEDULE APLAN REVIEW COMMENTS , 06/0312019 VALUE ENG, CHANGES Z 2� 01/0612020 SIHE-11— .A .. N 01.0 I :!VT.O.W= RE: ARC a LAP SPLICE PER GSN'S — PL. 1/2"x8"x0'-8" w/ (4)- 5/8"x8" A.B. AS SHOWN 1 112" NON -SHRINK GROUT CAP PER ARCH. BEYOND PROVIDE BOND BEAMS @TOP & BOT. AND ALL LOC. w/ HORIZ. REINF. FLATWORK BY CIVIL 777.T' 8" CMU.IWALL j - CENTERED ON FTG. W #4@ 8-O.C.HORIZ. FTG. PER DIMS - SHOWN w/ #4 BARS @ j 8'D.C. CONT, T.O. FTG. =T _ RE: PLAN ALT. HOOK DIRECTION t 107 TRASH ENCLOSURE 61 C DVIDE 1 1/2" DIA. ACCESS HOLE (4) PER COLUMN DVIDE 4" DOA. ACCESS LE (4) PER COLUMN DVIDE EPDXY ANCHOR 4" 1. EMBED 3E PL. 1/2"0"0", PROVIDE 10 PSI N.S. GROUT AS REQ'D 3 LEVELING OF SLAB :1 OF PANEL OPENING 108 NEW COLUMN AT EXIST. OPENING NOTE: AT WOOD COLUMN, SEE CONNECTION PER 102 CENTER OF COL AND FTG EA WAY, TYP \ TYP EXIST. FTG. — \. 1 :OLUMN ASE CONC PLINTH HISS COLUMN SEE PLAN BASE PLATE 3/4"x12"x1'-0" w/ (4) - 3/4" DIA EPDXY BOLTS w/ DBL NUTS AND W MIN EMBED OVER 1 1/2" NON - SHRINK GROUT, TYP EXISTING 16" DIA. CONCRETE PLINTH W/(4)-#5 VEI AND (2)-#3 HORIA. RE: ORIG. DETAIL S-11/S-1 103 INTERIOR BEARING FOUNDATION EXIST. SLAB T.O.SLAB = RE: PLAN 2x P.T. PL. w/1/2" DIA. A.B. w/7" MIN. TEMBED. @ 48" O.C. SWIMIN.�- I•.. -..I ®T.O.W_ E-ARCH— — — -7. 10" CONC. WALL w/#4 @ 18" 1 1 O.C. VERT. & 18" O.C. HORIZ. - . EXISTING WALL, SLAB, CENTERED IN WALL — , ,I AND FOOTING a 0' '_J MIN. HOOK PER GSN's EPDXY HORIZ. REINF. �. PER PLAN INTO EXIST. FTG. AND WALL MATCH/LAP NEW REINF. = 1'-0" < 105 N) FDN TO (E) WALL NOT USXD -- HERE UCCURS 1/2"A.B.w/7" 48" O.C. (N) CONC. SLAB PER PLANLAN i II 1 SASE N 0 1/2" SIMPSOSON TITETITEN HD SCREWS Lfl - EPDXY(N) REINF. INTO SLAB. _ - - MATCHB.AP (N) REINF. 1 1 (1)-#4 BAR CONT. WALL AND SHTG. PER PLAN ~COUEI'R- ORED W P EY BED�Y AT 48" O.C. TYP. U.N.O. ON SHEAR WALL SCHEDULE Uj E.N. —.j� ELASTOMERIC FILLER PER ARCH. #5 VERT. @ 24" O.C. 1 ®T.O.W = RE: ARCH 1 (2)-CONT. #5 REINF. J) 1 STRUCTURAL SPANNING SLAB PER PLAN ( T _ T.O.SLAB =� ��� /'� RE: ARCH h FLASHING, & INSUL. PER ARCH. j / p L y r / C VAPOR BARRIER PER ARCH. t / V FREE -DRAINING ZONE PER GSN's TURNDOWN SLAB p{/ (2)-#4XCONT. ( GRADE BEAM PER PLAN HELICAL PIER BY OTHERS V! z II 0 I I i L 100 TYP. FOUNDATION DETAIL ," _ ,.-n" STRUCTURAL SPANNING SLAB TURNDOWN SLAB OVER GRADE BEAM (2)-#4xCONT. VAPOR BARRIER PER ARCI FREE -DRAINING ZONE PER GSN's IM PER PLAN _ HELICAL PIERS BY I I OTHERS II I 101 GRADE BEAM AT INTERIOR SLAB 1. = 109 NEW COLUMN AT EXIST. OPENING ALTERNATIVF," = r-o" 1/106 NEW SLAB TO EXISTING 1 vz"= ..... 102 POST SIMPSON CBS066 POST BASE AT 6X6 AND CB7 1/8-7 POST BASE AT 7X7 ( I I I BUILT OUT COL. PER ARCH. 28" SQUARE CONC. PIER W/(10)-#6 VERT. DOWELS AND #4 TIES AT 6" O.C. W/(2)-#4 TIES AT TOP II II II I 7 I I I� I I II 11 I I EXT. COL. TO FOUNDATION FTG. PER PLAN ST M 4„ r 548 4' �Oa�s'�RAL ENS G SQL ¢T 1-7-20 xp.1-7-2 d a LLI m M U 0m Z L ri O rn A O a �N d W F- LL In. W I- ;2�Ci r�^ U `1 o6 e a Er dN ( WW Z cc a: N � � ys www. riverstonesc.com P—ECT r R18-056 AnPaarm: PB oHAm,. ZH SCALE: AS SHOWN DATE: 7/31/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT 0 OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. REVIEVv=U FOR CODE COMPLIANCE APPROVED MAR 12 2020 City of Tukwila BUILDING DIVISION I..L 4 W •) Q W W z WW 00 Z > W 00 _ U) 00 rn H Q oP� O 000 Q U) O U c°00 REVISION SCHEDULE VALUE ENG. CHANGES 2 01/06/2020 2SHEETNUMeEF: O D ) TYP. 20a (_ 1 s�z.1 i (— ! H2 f 112 Hi- 1 H2� — 1, l i 4 A 0 1 I 1 I I ' I ti e '• w ;LOP S OPE P.E . TRUSSES@24"O.C. I w a 0 N — ¢ I�Ud w O I ui _~ 0 d 17 1 / /• _.__.._ _ —._ - - �.- it H2 . H2 -L-i L-JE-IJ _L_ E.N. PROVIDE 2x BLKG w/ (2) 5/8" DIA. TITEN HD SCREWS INTO (E) E.N. ROOF SHEATHING E.N. WALL PER PLAN HANGER PER TYP. HANGER SCHED. �I ROOF SHTG. PER PLAN - TRUSS PER PLAN j „ , ( E.N. (E) WALLPPER LAN PROVIDE TRUSS DEPTH 2x BLKG P.T. LEDGER w/ (2) HANGER INTO 2x 518" DIA. TITAN HD @ _j / i LEDGER W/ 8/8" DIA. I j 16" O.C. TO (E) WALL / ' ( TITEN SCREWS AT / 16" O.CZ., TO (E) WALL / GROUT FILL16" OF BLOCKAT ROOF LINE _ •` CONNECTIONS PER --- \ 4_1 ! JOIST MFR. 1 3/4x18 LVL RIM A35 PER OET. 055 /1 ' j BEARING WALL ( ' ( ) ! PER PLAN SIMPSON H2.5 EA. v j TRUSS BEAM PER PLAN --� I i i I I 3. HIGH ROOF FRAMING PLAN 3/16"= T-6" 203 JOIST TO WALL 1" _ V-0" 200 NEW TRUSS TO EXISTING WALL --- --------- - --- - -- --- --- - - - ---- -- - - -- - - ------------ - -- - -- - -- -- --- --------- - --- - - ------ - i I I 2x4 BLKG. I W/E.N. i � I { 4 ROOF SHTG. PER PLAN \ SHTG. TO \ MATCH ROOF — E.N. ROOF SHEATHING PER PLAN ROOF SHTG. PER PLAN ---� j TRUSS PER PLAN E.N. \\, E.N. ROOF TRUSSES PER PLAN ROOF SHTG. 2x4 WOOD NAILER WITH (2)- � PER PLAN ROWS OF NAILS AT24" �. O.C. STAGGERED, FASTEN PROVIDE TRUSS �\ ROOF FRAMING 2x BLKG. , TRUSS TO NAILER WITH j DEPTH 2x BLKG. PER PLAN SHEAR CLIP PER SW SCHEDULE SIMPSON H3 CLIP 2x4 WOOD NAILER, FASTEN W1(2) ROWS OF 10d NAILS @ 24" O.C. E.N. 2x4 NAILER EACH SIDE ANDA. \\` F EACH END OBLKG. PROVIDE ( OF NAILS INTO SIMPSON H1 — >C SIMPSON H1 ATj LVL RIM BOARD BLKG. AND FROM BLKG. TO BEAM PER PLAN --- PER PLAN PROVIDE 1314"V-PARTiTIONBEAM EACH TRUSS BLKG. THRU WEB JOIST BLKG. TO MATCH ROOF FRAMING PER PLAN ROOF FRAMING. COPE FLANGES AS REQ'D HEADER PER PLAN I _ 204 P T 201 _ I TY TRUSS TO WALL PARTITION BEAM 206 TRUSS AT BEARING WALL 3/4" _ 1 0" I 1" r-D" _ 1" r-o" PROVIDE SIMPSON LSTA9 @ EVERY THIRD TRUSS A34 AT EA � '- TRUSS —'\ `"--EXIST. NAILER t_ \ ROOF SHTG. \ \ PER PLAN P.T. WOOD FILLER PROVIDE COOT. j AS REO'D ROOF SHTG. PER PLAN 2x NAILER TO MATCH�TRUSS TOP CHORD SOFFIT FRAMING � - PER ARCH. —2x4 OUTRIGGER AT 24" O.C. ROOF SHEATHING ROOF SHTG. ( ! P.E. TRUSS PER PLAN I - E.N. , PER PLAN PER PLAN - • ! 2x4 BLKG. PROVIDEA34@ -- EVERY 3RD TRUSS A34 AT EA. ' P.E. TRUSS TRUSS '/l CHORD FORGABLE S,OUTRIGGERDPTOP PER PLAN �`�,.V I WALL SHTG. ' • � i j A34 AT EA. ' 2x4 P.T. LEDGER W/SIMPSON TRUSS tOd AT 6" O.C. ] TITEN 1!2"xS"ANCHOR ROOF TRUSS PER PLAN j •: AT 24" O.C. j— _ ROOF FRAMING j I SIMPSON H3 AT EA. TRUSS j P.E. TRUSSES ` PER PLAN -:j EXIST. NAILER j 2x4 P.T. LEDGER W/SIMPSON / 2X4 BRACE AT 48" O.C. MAX. �. TITEN 1/2"x6" ANCHOR AT 24" O.C. % / LU24 AT EA. ' - /� ( TRUSS I '_I LU24 AT EA. � ROOF SHTG. PER PLAN f TRUSS 1 ` D ROOF FRAMING PER PLAN ( BEARING 7PROVIDE SIMPSON I , - LU24 AT EA. �� , PER PLAN SSP@EVERY3RD ! INC. •.j PROVIDE SIMPSON •_ TRUSS + E-(ON, `• ,.) �TSEPRU@EVERY 3RD TRUSS HANGER PER DETAIL 306 RE �DDL PROVIDE BLKG. L BETWEEN EA. TRUSS PROVIDE BLKG. j EXISTING CONC. WALL BETWEEN EA TRUSS i EXISTING CONC. WALL I ! 1 i WALL PER PLAN •�\_ 1 314 x 24" LVL LEDGER. FASTEN W/(4)-SDWS SCREWS AT 16" O.C. 20$ 207 TRUSS AT BEARING WALL 202 BLKG OVER INT BEARING WALL 209 TRUSS AT EXISTING WALL 3/4" = V-0" TRUSS AT EXISTING WALL 3/4" = V-0" i_ 314" = 1-0" __ __ 1" = r A N' �p AS j ! ,11 Y 3! r , ass4s Od,�S ORAL ES1p G� 'SEAL � 1-7-20 xp.1-7-2?� W w cn U a� u)A U m o - N J T.. < u It 5c� W i— J M U Y oo go { Ww ) IrZ O uia www. riverstonesc.com PRQECTR R18-056 �o�vEo: PB oAnwrv: ZH a E, AS SHOWN oar. 7/31/2019 ALL PLANS 8 DETAILS ON THESE SHEETS ARE COPYRIGHT © OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. REVIEVVED FOR CODE COMPLIANCE APPROVED MAR 12 2020 City of Tukwila BUILDING DIVISION U W W W r z W W Wx, r U) rn LL O o _ 00 Q rr 0 r(::)00 V CO (� REVISION SCHEDULE SHEET NUMB 2 u" s 2 EXIST. JOISTS -EXIST. PURLIN EXIST. GIRDER SM. NOT USED z ,-SIMPSON CC07 E.N. 0 't I 4 EXISTING CONIC. WALL BEAM PER PLAN ROOF SHEATHING 1 TOP OF COL. WILL VARY AS EXISTING'60NC. PARAPET PER PLAN EXIST. BEAM HEIGHTS VARY. VERIFY IN FIELD PRIOR TO NOTCH BEAM FABRICATION OF BEAM COL. AS REQ'D F SHOP -BUILT BEAM NEW BEAM PER PLAN SEAT 1/4"xDIM'S COPE TOP FLANGE AS REaD NEW DRAG ANGLE , . SHOWN BELOW W/(2)-518" PER PL AN 10oMIN DIA. THRU BOLTS TOP OF BEAM WILL VARY AS EXIST. BEAM HEIGHTS VARY. ROOF FRAMING VERIFY IN FIELD PRIOR To PER PLAN FABRICATION OF BEAM CONN. t/ \1>< ><[ L JOIST BLOCKING TO MATC H ROOF FRAMING 0 PROVIDE L5x3x5116 AT48"O.C. E I XSTING LEDGER W/112'DIA TITENS AT NEW DRAG BEAM 18"O.C. WELD W13116" E.N. PER TYPICAL DETAILS FILLET 2-12 z EXISTING BEAM PER PLAN SHEAR WALL 0 COLUMN/BEAM CONNECTION EXISTING PURL( SHEAR CLIP GLB PER LAN EXISTING CONIC. WALL BEYOND PER PLAN P NEW STEEL BEAM PER S.W. SCHEDULE PER PLAN 1311' 3116 STL. COLUMN PER PLAN 5 7/8" AT SIM., NO LOWER GLB 1/4" CLOSURE PLATES 3116' FILLET, TYP. 301 BEAM TO COL. CONN. 1. -W /216 DRAG CONNECTION 314", 1 �O" 213 STEEL BEAM SUPPORT 31v �o, 210 SHEAR TRANSFER DETAIL - ----- -------- - — ------ -EXIST. GIRDER BM. ROOFSHEATHING EXIST. PURLIN PER PLAN > NOT USED EXIST. JOISTS. ROOF FRAMING PER PLAN 'e F EXISTING CONIC. WALL E.N. NEWOAG ANGLE FU L DEPTH BLKG. x PER PLAN SHEATHING TO /DIAG STRAP PER MATCH ROOF PLAN SIMPSON HI PLAN AT EA. TRUSS PROVIDE 3116" SHOP FABRICATED TRUSS OVERBUILDE.N. N. EXISTING BEAM PER PER PLAN E PLAN PROVIDE (2)-5/8" DIA.THRU BOLTS HANGER W/DIMENSIONS SHOW ROOF SHEATHING GLB PER PLAN PROVIDE 1" DIA NEW PER PLAN THRU 13OLT PROVIDE (2)-SIMPSON W DRAG BEAM j ROOF FRAMING HDU14 W/ (36)-TITEN PER PLAN SIMPSON CCQ7.1-7.1SDS2.5 I iD SCREWS PARTITION BEARING WALL EXIST. PURLIN BEAM PER PLAN PER PLAN 0 2xBLKG.WINAILING WALL TO MATCH ROOF SHTG. CONIC. E.N. 0 HGUS6.88/10 W/1/4x1 314 TITEN2 SCREWS HANGER PER NEW POST PER PLAN PROVIDE (2)-H 4 TYPICAL SCHEDULE -Ty' PROVIDE 1/4"x2"xBRACKET WIDTH w/ (36)114",2 li2'\ PLATE ATTACHED TO BRACKET. SDS SCREWS 1 3/4"LVL LEDGER FASTENED WELD TO COLUMN W/3116' FILLET --j TO WALL W/(3)-SDWSx4" SCREWS WELDX4"AT BTM. OF BRACKET NOTE: FIELD VERIFY FACE OF CONIC. ALONG GRID 4 IS FLUSH W1 BEAM. IF AT 32"O.C, INTO STUDS AND TOP OF BRACKET NOT, CONTACT FOR FOR REVISED CONN. DETAIL 302 POST/BEAM CONNECTION 3/4" V-W z1217 DRAG CONN. 3/4" V-0" 214 BEAM TO CONIC. WALL 314" 11-0" 211 ROOF TRANSITION 314" V- - - - ----------- EXIST PURLINS ROOF SHEATHING EXIST JOISTS < PER PLAN EXIST BEAM ROOF FRAMING • PER PLAN EXISTING CONC. WALL -NEW SIMPSON CC07 1/8 E.N. ROOF SHEATHING E.N. NEW BEAM PER PLAN PER PLAN 1 \1- x LNEW STEEL WEB STIFFENER BEAM PER PLAN SHEATHING TO NEW STEEL j MATCH ROOF PLAN BEAM CONN. PER PLAN NEW STEEL A E.N. COLUMN PER PLAN ATCOLUMNS a EXIST PURLINS 2x6 CRIPPLE WALL UT-- EXIST JOISTS E.N. W/(2)-314'7HRU-BOLTS EA. SIDE AT BM. ROOF JOIST PER PLAN JOIST BLOCKING TO 'Al NEW POST CAP 3WXBM. WIDTF!xl'-3�' ROOF JOIST -EXIST BEAM 2X4 BRACING/BLKG. MATCH ROOF FRAMING 16d NAIL AT 48"O.C. FASTEN GAGE NEI, STIRRUP PLATE EA. SIDE PER PLAN JOIST HANGER AT6"O.C. WI(4)-10d NAILS, TYP. 11/2' ' I • OF BEAM 3/8"xWXI�0` PER TYPICAL DETAIL AT48"O.C. W -3/4' DIA. THRU BOLTS /(2) CONNECTIONS PER JOIST MFR. DE jimp, 1 314x18 LVL RIM (1111/ E BEARING WALL BEAM PER PLAN M PER P jjjSTEEL COUMN PER PLAN L3x3x1/4BRACE W1( WEB STIFFENER PL. SDS1/4X4 TOP AND 112" DIA). THRU BOLT AT BTM. NEW STEEL REID MIDDLETON� INC. BEAM PER PLAN ROOF FRAMING AT SIM., MIDSPAN PER PLAN 215 E)nnE: JOIST TRANSITION -r0AKI(ZI-rInKI 304 NEW POST/EXISTING WALL DETAIL AIL 300 VVUI,)U Dr-MIVI TO STEEL r-r-L DF-IAIVI 112" = 1'-0'-' .T 43548 L SQL Q1 1-7- 0 xp. 1-7--221 z LIJ ib 0 0 z Ld of 0 0 ci (U ca .o c; CN j) fyQ w L-t- t= :) U).8 W > Lij ujz U) �:o rT OC fc uj cL www.(iverstonesc.com PROJECT F R18-056 ASPR—E. PB D ZH SCALE: ASSHOWN TAUT- 7/31/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT 0 OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION Is EXPRESSLY PROHIBITED. REVIEWED CE �R tvi VV-ED 1-0 GO 1-OR ,ODE COMPLIANCE to APPROVED MAR 12 2020 city of Tukwila WILDING DIVISION U) U) < W W W C) o z Z LLJ W 5; W 00 00 cr , W r U) 0) I__ 00 i- -r < H 0 U_ P 3: b - -r 00 < C) T- _j 0 U) 0 3:1 Q 00 .......... REVISION SCHEDULE PLAN REVIEW COMMENTS z 1 06/0312019 AVALUE ENG. CHANGES L-0110612020 SHEET NUMBER 01% A ■ Z E 0 O BY "%9,07 IE NOT V13FILE 0 `-GREEN PAINT BY CITYX I NOTING DIRECTION Zo (70 BOTTOM= 1137 SSA I RIM =jR 1�2 CO =22.72 12'DP(S'j11) 7 — — — — ATE jMETER CKI�LO 'PR ENTE 1 12 S SO (FI D VE I IfY) 4 (DE( II PH �w I E4PRTME I ON (FE NECT j -51 CgNIINEC, 4 OEk6"WA' �W NE 1 DV CATI( �RIFY IOR OONSTF ION) 7$IZE T� 8'UT� ITY g11H EMENT 11080649 t U TER I L �u 4('DEC LJJSTER 1, FI-ANTER ofI 5',xS25�UND-IRGROUND E C. Y TEM I EMEN t12020782ST 0 'ID [�V`Ifk S I F RE11. NO. ADJUST ILITY LIDS NISH �RAD S NEEDED -0 ADJUST DTILITY MH TO F1 SH GRADE . . . . N ..... . SPTF� EV 1, SSAIIH RIAf- I COC=23. 2; T� 10 vi SSMH 4=21 (NY; ONI C 6 SE III 50.001 o4 186o4 9W J A/M W DCA SDI 01 SO SO 13 SO SDMH HIU=Z8.55 IE-21.35 IE=21.15 " "" 5 BOT 5 REFERENCE SHEET CONSTRUCT10i,, NOTES SHEET NO. 6 to 10 INSTALL 18 LF 6" ADS N12, CL 52 INSTALL 42 LF 6" PVC SIDE SEWER STUB C6 OF Z @ 2.00% MIN i� INSTALL 23 LF 6" ADS N12, CL 52 NAFfIC TURTLES 6" SSCO #1 SHEETS 11 Uj ED 1, _1'E11OW INSTALL 51 LF 8" ADS N12 ROOF DRAIN IE < IM COLLECTOR @ 2.00% MIN. ASPH S. 180TH SIREE W Cj WHITE TRAFFIC Z INSTALL 193 LF 6" DI SIDE SEWER CB #1-TYPE 1 VANED GRATE 12'xi2'EASEMENT UTILITY\\ @ 1.50% REG-WO. 7509120404 LLJ ASPH RIM=28.80 DIRECTIONAL HANDHOLE D IE (E)=26.99#2 185.00' U) IE=26.66 INSTALL 39 LF 4" ADS N12 FOOTING DRAIN G G ---- _ --------- COLLECTOR @ 1.00% MIN2,000 GALLONS GREASE INTERCEPTOR ----------------- 11 CONC. BRIDGE -- ------- ------ -------- -4 PER CITY OF TUKWILA < CB #2-TYPE I VANED GRATE n LLJ 00 DETAIL SS OR EQ. U Jrc If co ROOKERY SIGN PLANTER — — — — — -- RIM=28.87 \ /------- RIM=29.36 ON IE (E)=26.50 ry 00 ST 6L K ---------- VON . K col CONC. SIDWALK 0 IE (N, W)=2&6O ,(TYP) \ �: U) < Z C0 004NECt TO EX, 6" WATERLINE A- \ \/ \ \ "I ; g INSTALL 30 LF 6" DI SIDE SEWER 0 \(FIELPVEF�IfYI_6\�ATO�&SIZE @ 2.00% MIN. WITH 6" SSCO I \11, 0 INSTALL 77 LF 6" ADS N12 SD 0.50% rY PRIOR\CONS\TRUUI\IUN) I If I — 1 1, 1 vim') � I (TFROM FOUNDATION) CB CB e < - - - - - - — --- — _', < I EB17F'6[ ts J4 DE0,I 50% CB #1 O-TYPE 2 - 54" WITH FLOW CONTROL �g INSTALL 107 LF 4" ADS N12 SD@ 0. fE=26.70 4"CP(VI) 00 < BOTTOM=25.05 & SOLID LOCKING LID PER DETAILS ON C7 LU V_ 'CED SO — SO F SO ...... W SO SO SO- -_,RffM6VE_EX.SP D8 ------- SD S C', RIM=29.60 W W — W W ASPH j2ANOPYIv 11 4 " ', , 1 0 AREA DRAIN WITH GRATE S IE (E)=23.00 W RIM=29.64 IN /A ! �� LU IE (SW)=21OO IE (E)=27.54 W1 4— IN v, 2-W W IE (N)=25.00 Z CONC. -Er, �YAL4 < 00 -- — - — -DEC C (g INSTALL 26 LF 4" ADS N12, CL 52 L — — — — — — — — — — — — rl V// 6, f �V� 1 = z. - F& 0 BUILDING _�I cr GP �D 4'DIA x 540'LONG PERFORATED CMP PIPE ACCESS VIALL MOUNTED PIV C� 'I 1E 26 01 11 CONC BOrfoA24.36 Lis M SEE SHEET C7 FOR DETAIL INSTALL 229 LF 6" PVC SIDE SEWER Uj PLANTER @ 1,25% 0 INSTALL 81 LF 8" ADS N12 SD @ 0.50% LANIER M 0 0 f KI 70"D CB #3-TYPE 1 VANED GRATE 6" SSCO #3 EX. WATER MAIN N 12 'I IO'DEC EX. WALL MOUNTED ow d Pf A 11 RIM=28.94 IE=26.89 0 VERIFY PIPE SIZE C vC I I IE (W, E)=26AO POST INDICATOR VALVE (PIV) 1, 740�c PRIOR CONSTRUCTION EL CABINET INSTALL 9 LF 6" DI SIDE SEWER 16, IE (S)=26.00 CAN 10); M @ 1.25% 18"CON If I INSTALL 60 LF6"ADS N12 @ 0.50% 6847 SOUTH 180FH ST H, PARCEL NO.:,362,304-9079 LEARNING CENTER 0� CB #4-TYPE I VANED GRATE C8 ASPH ...... ...... 1111�28.52 RIM=29.52 IE=29,32 4"CP(N) ABANDON EX. FIRE LINE WATER PIPE , " ,, I .... I, , & FILL IN WITH CDF ....... IE (W)=26.40 BOTTOU=2J.67 BRO' COLUMNS EX BUILDING TO REMAIN FILJ� �P FFE=30.00 INSTALL 24 LF 12" ADS N12 SD @ 1.75% (TYP)11 COVEREP OIALKW�Y Ell ...... Permit No. ONAI BUILDING ROOF -COVERED i ACCESS ii� C ee WWSS e TRASH ENCLOSURE MH #1 (72" DIA)-STORMFILITER WITH SOLID LID plan review approval is subject to errors and PER DETAIL 1 ON SHEET C8 omissions, Approval of construction aocumems does or I IJ not authorize ine vioiation of any adopted code R I P F elo Copy arid IE= 71S_-&�, 1 RIM=29.08 ordinance Receo I pro ea "WELLS FARGO RESERVED "HANDICAP" CONC u -7 -7 7- 9 IE (W)=23.28 PARKING" SIGN (TYP.) SIGN By, IE IN, S1=25,58 oats: I, Z Z_ _j C IV ofTu ADJUST EX. COMM. VAULT LID I INSTALL 14 LF 12"ADS N12 SD @ 2.00% 13UILID'ING DIVISION' R ADDM�N L�A RNING 7 CEctnucunon .19 Rl:-;Vli:WE:.D FOR 'ODE ( OU PLI NN( E AP)ROVED N( V 2 2 2019 & 142 gity f T "fla I UI DI�G �IVJSION] VIM of 0 IIE=26.42 6"AOS(S)Lu LEGEND m=41 12 CP(E) Lu pA, BOTTOM=21_2rgop,, 0 PROPERTY LINE r-J SO RIGHTOFWAYLINE LU W Know whars below. W SO S RIGHT OF WAY CENTERLINE LU 12 (SE) Cal I before you dig. C) 1` I— — — — — — — — — — — — — EXISTING EASEMENT LINE CL SO so SO EX. 1" WATER MET ER \ 6 . FIT HORIZONTAL GRAPHIC SCALE 'Pol I - - I I I I ; : �: ! I — — — — — — —LEVEE SETBACK LINE (L 0- ADJUStTO FINISH GRAD RIV6 PR �JECTION; I ... : 20 10 0 10 210 MEN —SS SIDE SEWER LINE %FL TMT IN VEE EASEMENT EAJ� #5 IiI LL, 03 A 1 :� I �II� 1 1, REC.�101004UU2883 ... ... SD— STORM DRAIN LINE 9 EX. FIRE HYDRANT 7 it —W— WATER LINE "BUILDING PERMIT SET 7-31-2019 01 Z GENERAL NOTES 1. ALL GENERAL NOTES GIVEN HEREIN APPLY TO ALL ALLIED TRADES FOR THE PROJECT AMENDED ELSEWHERE TO INCLUDE ISOLATED CONDITIONS DESIGN AND EXTENT OF 2. THE DRAWINGS ARE INTENDED G SHOW THE HENER E NOT INTENDED THE WORK AND ARE PARTLY DIAGRAMMATIC THEY ARE NOT INTENDED TO BE SCALED. CHURCH O F THE V I E T N A M E S E MARTYRS 3. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICALAND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. LEARNING CENTER LEARNING `7 4 CONDTHE ITOS,AND DIMENSIONS AT HEJOB CTOR AND ALL �TEAND ASSH WNONRS SHALL VERIFY ALL THEDRAWINGS.ETHEYSHALL V I �\ FILE COPY REPORT ANY ERRORS OR INCONSISTENCIES IN THE ABOVE TO THE ARCHITECT BEFORE o COMMENCING WORK. 5. CONTRACTORAND SUBCONTRACTORS SHALL OUT THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LIINES, ELEVATIONSAND MEASUREMENTS IN CONNECTION 6847 S 180TH STREET ® TUKWILA, WA 98188 Plan review approval is subject to errors and omissions Approval of construction documents does ,ill aeth:rize the violation of any adopted code or WITH THEIR OWN - - 6. PROTECTION: SEPARATE PERMIT ordmance Receipt of approved Field Copy and conddlons I ackn9 ledges: A. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE REQUIREMENTS OF REQUIRED FOR: Mechanical ., Date: THE BUILDING CODE HAVING JURISDICTION AND ALL LOCAL,STATE, AND FEDERAL LAWS. B. PROVIDE ALL SHORING AND BRACING AS REQUIRED FOR THE PROPER EXECUTION OF THE �rG�lt Electrk ei cay WORK. REMOVE WHEN WORK IS COMPLETED. PlumbingC. BUILDIN DlvisloN PROVIDE AND MAINTAIN GUARD LIGHTS AND BARRICADES ATALLAREAS OF WORK Gas Piping ADJACENT TO PUBLIC WAYS OR PUBLIC SPACES. D. ATALL TIMES PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS, OR HEAT) City of Tukwila SO AS TO MAINTAIN ALL WORK, MATERIALS, APPARATUS AND FIXTURES FREE FROM BUILDING DIVISION DAMAGE. These plans have been reviewed by the Public WorkDepartment for conformance with current s City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the uuJ*Iiler. HOdltl drawings after this date will void this acceptance [RE and will require a resubmittal Of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date:Byr Zia/q E. THE CONTRACR SHALL PAY FO ALL DAMAGES TO ADJACENT STRUCTURES AND TOSTREESOROTHER PUBLICPROPERTY ORTOANY PUBLIC UTILITES.'SIDEWALK S ENERGY NOTES PLANNING NOTES PROJECT NOTES SHEET INDEX 7. CONTRACTOR AGREES THAT HE WILL HOLD THE OWNER, ARCHITECT AND/OR ANY OF THEIR EMPLOYEES OR AGENTS HARMLESS FROM ANY AND ALL DAMAGE CLAIMS WHICH MAYARISE BY ENERGY CODE: 2015 WSEC CHANGE OF USE: B TOA-3 REASON OF ANY NEGLIGENCE ON PART OF THE CONTRACTOR, ANY OF HIS SUBCONTRACTORS ANDI OR SUBCONTRACTOR'S MATERIALS AND EQUIPMENT SUPPLIERS AND/OR ANY OF THEIR ZONING: TUC-WP EMPLOYEES OR AGENTS, IN PERFORMANCE OF THIS CONTRACT; AND IN CASE ANY ACTION IS CLIMATE ZONE: MARINE4 BROUGHT BEFORE THEREOF AGAINST THE OWNER, ARCHITECT AND/OR ANY OF THEIR EMPLOYEES LOT AREA: 1.51 AC ORAGENTS, CONTRACTOR SHALLASSUME FULL RESPONSIBILITY FOR DEFENSE THEREOF, AND COMPLIANCE PATH: PRESCRIPTIVE, FULLY CONDITIONED COMMERCIALADDITION(S), MINIMUM UPON HIS FAILURE TO DO SO ON PROPER NOTICE, OWNER, ARCHITECTAND/OR ANY OF THEIR INSULATION REQUIREMENTS PER R-VALUE METHOD HEIGHTALLOWED: 45' EMPLOYEES OR AGENTS RESERVE THE RIGHT TO DEFEND SUCH ACTION AND CHARGEALL COSTS THEREOF TO CONTRACTOR. ADDITIONS: NEW PORTIONS OF THE BUILDING ENVELOPE MUST COMPLY WITH THE FRONT YARD REQUIRED: 15' 8. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS OR OTHER PROVISIONS OF THE ENERGY CODE AS THEY RELATE TO NEW SIDE YARD REQUIRED: REAR YARD REQUIRED: 5' 5' DOCUMENTS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IN WRITING OF SUCH OMISSIONS WORK WHICH APPEARS IN QUESTION. IN THE EVENT CONSTRUCTION WITHOUT REQUIRING THE UNALTERED PORTION TO OR ERRORS 'PROCEEDING WITH ANY ORR'S FAILING TO GIVE SUCH NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE OF THE CONTRACTOR'S COMPLY WITH THE [CURRENT]CODE. SEE CITY OFTUKWILA DCD PROJECT FILE NUMBER #L18.0026AND #L18.0027 RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. THE CONTRACTOR SHALL HAVE ALL ITEMS OR DETAILS CLARIFIED WITH THE ARCHITECT PRIOR TO ALTERATIONS: EXPOSED FRAMING CAVITIES EXPOSED DURING CONSTRUCTION ARE TO BE SUBMITTING A BID; OTHERWISE THE ARCHITECT'S INTERPRETATION SHALL BE FINAL. FILLED TO FULL DEPTH WITH INSULATION HAVING A MIN. NOM. VALUE OF AREA R-3.0 PER INCH. BUILDING SUMMARY 9. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER WITH THE ARCHITECTURAL, MECHANICALAND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLETS, BOLT SETTING, SLEEVES, INSULATION DIMENSIONS, ETC. POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 10, ALL WOOD WALL DIMENSIONS GIVEN ARE TO EXTERIOR FACE OF FRAMING. LIGHT GA STEEL WALLS ARE DIMENSIONED TO CL OF FRAMING. 11. SOME CONNECTIONS INDICATED ON THE DRAWINGS ARE SCHEMATIC. SECURE ALL COMPONENTS RIGIDLY TO STRUCTURE AND EACH OTHER. USE FASTENERS DESIGNED FOR EACH INSERVICE CONNECTION. 12. OBTAIN CLARIFICATION AND INTERPRETATION OF DRAWINGS AND SPECIFICATIONS. INCLUDE ADDITIONAL DETAIL, DIRECTLY FROM ARCHITECT. 13. WASTE MATERIALAND RUBBISH FROM DEMOLITION AND ALTERATION OPERATIONS SHALL BE REMOVED FROM SITE AS RAPIDLYAS POSSIBLE AND SHALL NOT BE ALLOWED TOACCUMULATE ON PREMISES. DISPOSAL OF MATERIALS WILL BEAT THE DISCRETION OF THE CONTRACTOR. OPEN FIRES WILL NOT BE PERMITTED FOR DISPOSAL OF WASTE. CONTRACTOR SHALL PROVIDE AN EXTERIOR AREA TO COLLECT ALL DEMOLISHED NOT TO BE REUSED. THIS AREA SHALL BE SAFE AND UN -OBSTRUCTING THE BUILDING FUNCTION AND THE OWNER'S DAILY BUSINESS OPERATIONS. 14. EXISTING UTILITY LINES INDICATED OR NOTED ON THE DRAWINGSARE SHOWN AS OBTAINED FROM EXISTING INFORMATION AND ARE PROBABLY INCOMPLETEAND ONLY APPROXIMATE IN LOCATION. THE CONTRACTOR SHALL TAKE EXTREME CAUTION TO AVOID DAMAGE TO EXISTING UTILITY LINES AND/OR HARM TO PERSONNEL ENGAGED IN WORKING IN THE AREA. Elm AT FF FINISH FLOOR PNL PANEL & AND FOC FACE OF CONCRETE PROP PROPERTY DEGREE FOP FACE OF FINISH PT PRESSURE TREATED 0 DIAMETER FOS FACE OF STUD PTD PAINTED # POUNDS FTG FOOTING FT FOOT OR FEET R RISER OR RADIUS AB ANCHOR BOLT FURN FURNITURE RA RETURNAIR ABV ABOVE RAD RADIUS ACT ACOUSTICAL TILE GA GAUGE OR GAGE RCP REFLECTED CEILING A/E ARCHITECT/ENGINEER GALV GALVANIZED PLAN AFF ALUM ABOVE FINISH FLOOR ALUMINUM GL GLASS REINF REINFORCING ALT ALTERNATE GLB GLZ GLUE LAMINATED BEAM GLAZING READ REQUIRED ANSI AMERICAN NATIONAL GYP GYPSUM RM ROOM STANDARD INSTITUTE GWB GYPSUM WALLBOARD RO ROUGH OPENING ARCH ARCHITECT OR ARCHITECTURAL HB HOSE BIB S SOUTH HC HOLLOW CORE SA SUPPLY AIR SO BD BOARD HDWD HARDWOOD SC SOLID CORE BLOCKING HDR HEADER SCHED SCHEDULE BLDG BUILDING HOW HARDWARE SO STORM DRAIN BM BEAM HF HEM -FIR SECT SECTION BTU BRITISHTHERMALUNIT HGT HEIGHT SF SQUARE FEET BUR BUILT ROOF HIM HOLLOW METAL Sim SIMILAR HR HOUR SPEC SPECIFIED OR CB CATCH BASIN HW HOTWATER SPECIFICATION CJ CONSTRUCTION JOINT SST STAINLESS STEEL CL CENTER LINE ]Be INTERNATIONAL STC SOUND TRANSMISSION CLG CEILING BUILDING CODE COEFFICIENT CLR CLEAR ID INSIDE DIAMETER STD STANDARD CMU CONCRETE MASONRY IFC INTERNATIONAL FIRE STL STEEL UNIT CODE STOR STORAGE CO CLEAN OUT IN INCHES STRUCT STRUCTURAL COL COLUMN INSUL INSULATION SUSP SUSPENDED CONF CONFERENCE INT INTERIOR SYS SYSTEM CONC CONCRETE IPC INTERNATIONAL CONT CONTINUOUS PLUMBING CODE T TREAD OR TEMPERED COORD COORDINATE IRC INTERNATIONAL T&G TOUNGUEAND CPT CARPET RESIDENTIAL CODE GROOVE CT CERAMIC TILE TB TOWEL BAR CW COLD WATER LAM LAMINATE TOW TOP OF WALL LAV LAVATORY TEMP TEMPERED d PENNY LB POUNDS THK THICK OR THICKNESS DBL DOUBLR LF LINEAR FEET THRU THROUGH DEG DEGREE LT LIGHT TOPO TOPOGRAPHIC MAP DEMO DEMOLISH OR LWC LIGHT WEIGHT TPD TOILET PAPER DEMOLITION CONCRETE DISPENSER OF DOUGLAS FIR TYP TYPICAL DIAM DIAMETER MATL MATERIAL DIAG DIAGONAL MAX MAXIMUM LINO UNLESS NOTED DIM DIMENSION MECH MECHANICAL OTHERWISE DN DOWN MFR MANUFACTURER UTIL UTILITY DG DOUBLE GLAZING MIN MINIMUM DTL DETAIL MIR MIRROR VCT VINYL COMPOSITION DS DOWNSPOUT MISC MISCELLANEOUS TILE DW DISH WASHER VERT VERTICAE NEC NATIONAL ELECTRICAL VEST VESTIBULE (E) EXISTING CODE VTR VENT THROUGH ROOF E EAST OR EXISTING (N) NEW VTO VENTTOOUTSIDE EA EACH N NORTH OR NEW EIFS EXTERIOR INSULATION NIC NOT IN CONTRACT W WEST FINISH SYSTEM N0. NUMBER W/ WITH ELECT ELECTRICAL NOM NOMINAL we WATERCLOSET EXT EXTERIOR NRC NOISE REDUCTION WD WOOD ELEV ELEVATION COEFFICIENT WDW WINDOW EQUIP EQUIPMENT NTS NOT TO SCALE WF WIDE FLANGE EQ EQUAL WG WIRE GLASS EW EACH WAY OC ON CENTER WH WATER HEATER EXIST EXISTING OPNG OPENING W/O WITHOUT WP WATERPROOF FD FLOOR DRAIN PL PROPERTY LINE OR WSEC WASHINGTON STATE FDN FOUNDATION PLATE WT ENERGY CODE WEIGHT FEC FIRE EXTINGUISHER P LAM PLASTIC LAMINATE WF WELDED WIRE FABRIC CABINET C PLYWD PLYWOOD WWM WELDED WIRE MESH (MIN. R-VALUE): ROOF -ABOVE DECK R-38 ci ROOF - METAL BLDG R-25 + R-11 LS ROOF -ATTIC & OTHER R-49 WALLS - MASS R-9.5 ci WALLS - METAL BLDG R-19 ci WALLS - STEEL FRAMED R-13+R-10ci WALLS - WOOD FRAMED & OTHER R-21 NOTE: BELOW GRADE WALLS- SAME AS ABOVE GRADE WALL FLOOR - MASS R-30 ci FLOOR -WOOD FRAMING R-30 FLOOR - STEEL JOISTS R-38 + R-10 ci UNHEATED SLAB R-10 PERIMETER, EXTEND 2' DOWNWARD OR HORIZONTALLY. NOT REQ'D TO EXTEND BELOW TOP OF FOOTING. HEATED SLAB R-10 UNDER ENTIRE SLAB & PERIMETER ALL CAVITIES IN THE THERMAL ENVELOPE SHALL BE FILLED WITH INSULATION, INCLUDING CORNERS, HEADERS, RIM JOISTS, AND THE JUNCTION OF FOUNDATION TO SILL PLATE. A CONTINUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE BUILDING'S THERMAL ENVELOPE. EXTERIOR DOORS: NOTE: DOORS HAVING 50 %OR MORE OPAQUE GLASS ARE CONSIDERED VERTICAL FENESTRATION SWINGING DOORS U 0.37 MAX. U-FACTOR ROLL -UP OR SLIDING DOORS R-435 MAX. U-FACTOR VERTICAL FENESTRATION: TO COMPLY WITH DEFAULT PRESCRIPTIVE REQUIREMENTS, TOTAL BUILDING'S VERTICAL FENESTRATION MUST BE 30% OR LESS OF GROSS ABOVE -GRADE WALL AREA. MAX U-FACTORS: WOOD FRAMED - FIXED OR OPERABLE 0.30 MAX. UTACTOR METAL FRAMED - FIXED WINDOW 0.38 MAX. U-FACTOR METAL FRAMED -OPERABLE WINDOW 0.40 MAX.U-FACTOR METAL FRAMED - ENTRANCE DOORS 0.60 MAX. U-FACTOR SHGC: UNLESS SHADING ELEMENTS OR ROOF OVERHANGS ARE PROVIDED, USE MAX. SHGC VALUE OF 0.40 S,E,W AND 0.53 N (WORST CASE). WHERE SHADING IS PROVIDED, CALCULATE PF VALUE (PROJECTION FACTOR) PER WINDOW AS FOLLOWS: PF =A/B, WHERE 'A' = HORIZ. DIST. FROM VERTICAL GLAZING TO FURTHEST EXTREMITY OF OF SHADING DEVICE AND 'B' = VERT. DIST. FROM BOTTOM OF GLAZING TO UNDERSIDE OF SHADING DEVICE. MAX. SHGC IS THEN DETERMINED FROM TABLE BELOW: ORIENTATION: SEW N PF <0.2 0.40 SHGC 0.53 SHGC 0.25PF<0.5 0.48SHGC 0.58SHGC PF>0.5 0.64 SHGC 0.64 SHGC SKYLIGHTS: SKYLIGHTS 0.50 MAX. U-FACTOR AIR LEAKAGE: TESTING REQUIRED: LIGHTING FIXTURES: CLOSEOUT DOCUMENTS: # ROOM NAME OCCUPANCY AREA SFIOCC OCCUPANTS 01 CLASSROOM A-3 Class Rm. 545.7 20 28 02 CLASSROOM A-3 Class Rm. 513.5 20 26 03 CLASSROOM A-3 Class Rm. 513.5 20 26 04 CLASSROOM A-3 Class Rm. 513.5 20 26 05 CLASSROOM A-3 Class Rm. 5135 20 26 06 CLASSROOM A-3 Class Rm. 518.1 20 26 07 CLASSROOM A-3 Class Rm. 542.3 20 28 08 1 CLASSROOM IA-3(Class Rm. 422.0 120 22 09 CLASSROOM A-3 Class Rm, 305A 20 16 10 CLASSROOM A-3 Class Rm. 287.2 20 15 11 CLASSROOM A-3 Class Rm. 282A 20 15 12 CLASSROOM A-3 Class Rm. 305.7 20 16 13 CLASSROOM A-3 Class Rm. 706.5 20 36 14 CLASSROOM A-3 Class Rm. 386.1 20 20 15 CLASSROOM A-3 Class Rm. 382.5 20 20 16 CLASSROOM A3 Class Rm. 582.4 20 30 17 CLASSROOM A-3 Class Rm. 488.6 20 25 18 CLASSROOM A-3 Class Rm. 439.0 20 22 19 CLASSROOM A-3 Class Rm. 439.8 20 22 20 CLASSROOM A-3 Class Rm. 429.4 20 22 21 CLASSROOM A-3 Class Rm. 424.8 20 22 22 OFFICE A-3(Accessory) 90.2 100 1 23 UNISEX N/A 61.6 0 24 COPY/DOC NIA 134.7 0 25 UNISEX NIA 61.6 0 26 TEL. S-2 59.0 0 27 ELECT. S-2 59.0 0 28 NURSE A-3(Accessory) 126.5 100 2 29 OFFICE A-3(Accessory) 193B 100 2 30 OFFICE A-3(Accessory) 126.5 100 2 31 OFFICE A-3(Accessory) 128A 100 2 32 MECH. ROOM S-2 193.0 300 1 33 BOYS NIA 157.1 0 34 UNISEX NIA 54.8 0 35 GIRLS NIA 213.0 0 36 CLOSET S-2 29.6 0 37A WALK-IN COOLER N/A 196.2 0 37B WALK-IN FREEZER N/A 66.8 0 38 PANTRY S-2 220.3 300 1 39 ELECT. N/A 99.9 0 40 KITCHEN A-3(Accessory) 1116.2 200 6 41 DINING A-3 Class Rim 5 771.1 15 385 100 1 VESTIBULE N/A 182.2 0 101A ENTRY N/A 789.9 0 1018 I RECEPTION A-3(Accessory) 743.6 100 2 102 CORR N/A 678.1 0 103 CORR N/A 260.8 0 104 CORR NIA 257.2 JO 105 CORR N/A 440.0 0 106 CORR N/A 530.8 10 107 CORK I N/A 1182.8 10 108 CORK I N/A 1570a7 10 0.35 MAX. SHGC NOTE: MIN. SKYLIGHT FENESTRATION AREA REQ'D FOR CERTAIN SINGLE STORY BUILDINGS OVER 2,500 SF WITH IF OR GREATER CEILING HEIGHTS EXISTING BUILDING AREA 16,120.9 IN 75% OR MORE OF THE BUILDING. (SOME EXCEPTIONS) NEW BUILDING AREA 8,417.6 NEW GROSS BUILDING AREA 8,565 ACONTINUOUS AIR BARRIER MUST BE INSTALLED IN THE BUILDING ACCESSORY FLOOR AREA 1,925 (1925123724 = 8%) ENVELOPE. ALL BREAKS OR JOINTS IN THE AIR BARRIER WILL BE SEALED. BUILDING AREA 23,723.4 TESTING IS REQUIRED TO ENSURE LEAKAGE RATE OF NOT MORE THAN AD CFM/FT2ATA PRESSURE DIFFERENTIAL OF 0.3 INCHES WATER GUAGE (2.DU GROSS FLOOR AREA 23,723.d S M2 AT 75PA) IN ACCORDANCE WITH ASTM E779... RECESSED LIGHTING FIXTURES INSTALLED IN THE BUILDING THERMAL NOTES: ENVELOPE SHALL BE AIR TIGHT, IC RATED IN ACCORDANCE WITH ASTM E283 WITH NO MORE THAN 2.0 CU FT PER MINUTE AIR MOVEMENT FROM 1. 1INDICATES CORRIDORS, TOILETROOMS, MECHANICAL SPACES, ETC. THE CONDITIONED SPACE TO THE CEILING CAVITY, AT 1.57 PSF PRESSURE 2'GROSS FLOORAREWISMEASURED FROM INSIDE SURFACE OFEXTERIOR WLLSANDINCLUDES (75 Pa) DIFFERENCE AND SHALL BE LABELED. ALL RECESSED LUMINARIES CORRIDORS, TOILET ROOMS, MECHANICAL SPACES, WALLS, ETC,; INCLUDES OCCUPIABLE SPACE E SEALED WITH A GASKET OR CAULK BETWEEN HOUSINGAND SHALL B S H UNDER ROOFS OR PROJECTIONS WHERE THEREARE NO EXTERIOR WALLS. INTERIOR WALL OR CEILING COVERAGE. 3. 'BUILDING AREA' IS MEASURED FROM INSIDE SURFACE OF EXTERIOR WALLS, PROJECT CLOSEOUT DOCUMENTATION IS REQUIRED, INCLUDING EXCLUDING SHAFTS OPEN TO OUTSIDE AT TOP. APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, 4.'GROSS B UILDING ARENIS MEASURED FROM OUTSIDE FACE OF EXTERIOR WALLS AND IS USED AND FENESTRATION NFRC RATING CERTIFICATES FOR VALUATION. 5. AREA MEASUREMENTSARE IN SQUARE FEET DIMENSION NOTES FROM FACE OF STUDS OR CONCRETE FROM FINISHED WALLISURFACE DEFERRED SUBMITTALS FIRE SPRINKLER FIRE ALARM PLUMBING KITCHEN VENTILATION HOODS A0.1 TITLE SHEET PROJECT NAME: CHURCH OF THE VIETNAMESE MARTYRS LEARNING CENTER A1.1 SITE PLAN PROJECTADDRESS: 6847 S 180TH STREET LANDSCAPE DRAWINGS TUKWILA, WA 98188 L1.1 DEMO LANDSCAPE PLAN PROJECT DESCRIPTION: EXPANSION AND RENOVATION OF EXISTING 15,121 SF WELLS FARGO OFFICE L1.2 LANDSCAPE PLAN BUILDING INTO RELIGIOUS LEARNING CENTER COMPRISED OF L1.3 IRRIGATION PAN CLASSROOMS, A KITCHEN, AND DININGAREA CIVIL DRAWINGS OWNER: CHURCH OF THE VIETNAMESE MARTYRS Cl COVER SHEETAND NOTES 6801 S.1BOTH STREET C2 REMOVAL AND TESC PLAN TUKWILA, WA 98188 C3 TESC DETAILS 253.951.6449 C4 PAVING AND GRADING PLAN -1 CONTACT: Fr. THAN DAO thanxudao20l4@gmail.com C5 PAVING AND GRADING PLAN - 2 KIEN NGUYEN kienkham@gmail.com C6 DRAINAGE AND UTILITY PLAN TRUC VU vhtruc@hotmail.com C7 INFILTRATION SYSTEM DETAILS ARCHITECT: BRODERICK ARCHITECTS CB STORMFILTERTREATMENT AND STANDARD DETAILS 55 S. ATLANTIC STREET, SUITE 301 C9 SECTIONS AND DETAILS -1 SEATT134 206.682.7525 C10 SECTIONS AND DETAILS-2 2.7525 Gil STANDARD DETAILS CONTACT: SEAN HILL Sean@broderickarchitects.com ARCHITECTURAL DRAWINGS STRUCTURAL ENGINEER: RIVERSTONE STRUCTURAL CONCEPTS A2.0 EXITING PLAN 671 E. RIVERPARK LN., STE #150 A2.1 DEMO PLAN BOISE, ID 83706 A2,2 FOUNDATION PLAN 208.343.2092 A2.3 FLOOR PLAN CONTACT: PATRICK BIRD patdck@dverstonese.com A2.4 ROOF PLAN _ LEGAL DESCRIPTION: FOR OF GOV LOT 4 IN NW 1/4 OF SECTION 36-23-04 - BEGIN NW CORNER OF A3.1 BUILDING ELEVATIONS NW 114 OF NW 114 TH S 01.19.01 W 1320.01 FT TO NW CORNER OF GOV LOT 4 A4.1 BUILDING SECTIONS &ASSEMBLIES TH S 88-04-53 E ALONG CIL OF S 180TH ST 431.81 FT TH S 01- 55-07 W 36 FT A5.1 WALL SECTIONS TO SLY MGN OF S 180TH ST TH S 88.04.53 E 257.94 FT TH S 11-05-55 E 25 FT A5.2 WALL SECTIONS TH N 70-51-27 W 82.26 FT TAP ON SLY MGN OF S 180TH ST TO POB TH N 88-04-53 W 185 FT TH SWLYALG CURVE TO LEFT RAD OF 50 FT ARC A5.3 WALL SECTIONS DISTANCE 79.41 FT TH S 00-55-04 W 155 FT TH S 89.04.50 E 348.46 FT TH NLY A6.1 AIR BARRIER AND INSULATION DETAILS ALONG BANK OF RIVER THE FOLLOWING COURSES - N 15-06-12 W 33.74 FT A6.2 ROOF DETAILS TH N 09-22-49 W 50.02 FT TH N 07-39-54 W 50.09 FT TH N 11.05.55 E 45.89 FT TH N 70.51.27 W 82.26 FT TAP ON SLY MGN OF S 180TH ST & POB -- TGW UND A7.1 ENLARGED PLANS, INTERIOR ELEVATIONS, & DETAILS INTEREST IN PRIVATE ROAD ADJ FOR ASSESSMENT PURPOSES A7.2 ENLARGED KITCHEN PLAN & EQUIPMENT SCHEDULE PARCEL NUMBER: 362304-9079 A8.1 REFLECTED CEILING PLAN A9A FINISH FLOOR PLAN A10.1 SCHEDULES STRUCTURAL DRAWINGS BUILDING NOTES S0.00 GENERAL STRUCTURAL NOTES S0.01 GENERAL STRUCTURAL NOTES S0.10 TYPICAL DETAILS S0.11 TYR SHEAR DETAILS ALLOWABLE STORIES: 2 STORIES (IBC) "- 0.12 TYP. WOOD FRAMING DETAILS PROPOSED STORIES: 1STORY REVISIONS 1.00 FOUNDATION - FLOOR FRAMING PLAN ALLOWABLE HEIGHT: 60' (lee 45' (TMC) 1.01 ROOF FRAMING PLAN PROPOSED HEIGHT: 22' TO 7TOP OF ROOF No c"an:aes shall be made to the scope Of work witnout Piro: anoroval of the 2.00 FOUNDATION DETAILS GROSS SF: 23,724 GSF (PROPOSE) Tukwila Building Dmision. 2.10 WOOD FRAMING DETAILS TYPE OF CONSTRUCTION: VB NOTE: Revisions will rea,uue a new plan 2.11 WOOD FRAMING DETAILS submittal and may inciude additional plan review.1 IECHIANICAL DRAWINGS 0.0 LEGEND & NOTES OCCUPANCY TYPE: A-3 - M0.1 MECHANICAL SCHEDULES SPRINKLERS: YES, NFPA 13 _M1.0 DEMOLITION FLOOR PLAN M2.0 HVAC FLOOR PLAN AREA FACTOR INCREASE: W=30 (All Minimum Frontage Distances Exceed 39) M2A HVAC ROOF PLAN RECEI\ FRONTAGE INCREASE: If = [F/P - 0,251 W/30 M3.0 DETAILS F = 697', P = 697', IN = 30 ELECTRICAL DRAWINGS If = .75 Et ONE LINE DIAGRAM MAR 0 6 E2 ELECTRICAL POWER PLAN ALLOWABLE AREA: Aa = [At+ (NS x 10] E3 ELECTRICAL LIGHTING PLAN col ncVn. Aa=[24,000+(6,000x.75)] L E4 ELECTRICAL DETAILS omit t[r W As = 28,500 SF E5 _ ELECTRICAL PANELS BLDG AREA SUMMARY: EXIST, NEW PROPOSED SEt ELECTRICAL SITE PLAN GROUND FLOOR: 15,121SF 8,418SF 23,539SF RECEIVED TOTAL BUILDING 15121 SF 8,418 SF 23 539 SF CITY OF Tt3K%VILA RISK CATEGORY: III MAR 0 6 2019 APPLICABLE CODES: 2015 [Be W/ WASHINGTON STATE AMENDMENTS PERMIT CENTER 2015 IMC WIWASHINGTON STATE AMENDMENTS 20151FC WIWASHINGTON STATEAMENDMENTS 2015 UPC W/ WASHINGTON STATE AMENDMENTS 2015 WSEC b 14va 00 6 0 PLUMBING FIXTURE ANALYSIS PLUMBING FIXTURE CALCULATIONS PER 2015 IBC CHAPTER 29 OCCUPANCY: E- EDUCATIONAL(ACTUALUSEFORPLUMBINGANALYSIS) GROSS BUILDING AREA 23724 SF 1100 = 238 OCCUPANTS (2015 Be WA2902.1, e.) OCCUPANT LOAD: 23812=119 EACHSEX OCCUPANT RATIO: 119 WOMEN & 119 MEN REQUIRED FIXTURES: FIXTURE MEN WOMEN TOTAL (2015 IBC WA TABLE 2902.1) WATER CLOSET 1 PER 35:119135 = 4 1 PER 25:119125 = 5 9 LAVATORY 1 PER 85:119/85 = 2 1 PER 50:119150 = 3 5 (2015 IBC 2902.5.1) DRINKING FOUNTAIN 1 FOR FIRST 150, THEN 1 FOR ADD. 500 2 PROVIDED FIXTURES: FIXTURE MEN WOMEN TOTAL WATER CLOSET 4 6 10 LAVATORY 4 7 11 DRINKING FOUNTAIN 2 VICINITY MAP N.T.S. L7L 00 Do Do W Q V) LU M � < � J [- F- W Z W U ~ W U e � •� Z W t1 0-' Z w U ..1�. W L10 _Z J J LL. DO � m O c-- C/) d- 00 L.L.. U LP)N (_ U 00 L J 110 I- '0 O N U r_ r/ O L M F- M Ln � U Z UJ O � Z_ LU U 2 F- >Q> O L F- w U) Q u1 to TITLE SHEET A0.1 YD YARD DMUMENT —E—TSA CENTERLINE OF STREET `�" .......... SPERRY DRIVE --- — -- — -- — -- — -- — -- — -- — -- — ---- PROPERTY LINE 0 0 cn F 9 Z o G) Mom X 0 A a :z 2c o m c:0 -, > 0 z LZ— o;u rn — t 2 IF 16,045 PbtDate:31519 Sean Hill 16,G45VMFabFmAmUl,,AC22 > m tF It, z t,;-, m Lj NO. DATE DESCRIPTION r- r7l, F7 BRODERICK ARCHITECTS 55 S. ATLANTIC STREET, SUITE #301 SEATTLE, WASHINGTON 98134 206.682.7525 BUILDING PERMIT SET 3-4-2019 CHURCH OF THE VIETNAMESE MARTYRS LEARNING CENTER "�MT= J. momma 6847 S 180TH STREET o TUKWILA, WA 98188 DJ Of m 0 PE _— -_- --- ,U) - ------------ --- _- o _EDGE{if_??:R BRIDGE IV 'I TREE PROTECTION FENCE � I i20" PRUNUS SERRULATA . �' PROTECT AND SAVE f i SAWCUT & REMOVE (E) CURB 1 � TREE PROTECTION FENCE 16" PRUNUS SERRULATA PROTECTANDSAVE 18" PRUNUS PROTECT y\ TREE PROTECTION FENCE r -' S1°13 1"W 50. 0' DEMO PLAN _ -- -_ - `� G IN Catt (1T' ATA { _ LEVEE BUFFER PLIC LINE24"THUJA� o 11 t EXISTING EVERGREEN TREE TO BE REMOVED. t 1 ) COORDINATE REMOVAL WITH TUKWILA CITY .=-\ AND KING COUNTY TO RELOCATE WOOD AT i APPROPRIATE NEARBY SHORELINE SITE. I � SAWCUT & REMOVE (E) PAVEMENT FOR NEW \ TRASH ENCLOSURE , i s - FUTURE SITE RENOVATION - - - 1 l I LEVEE BUFFER LINE i r 1 I SAWCUT & REMOVE ( (E) PAVEMENT II I EXISTING BUILDING TO REMAIN FOR LEARNING CENTER RK AREA OF WO II „ �- (E) COVERED WALKWAY TO BE REMOVED I SAWCUT&REMOVE E PAVEMENT, TYP ��„ ,••- i vv �. ❑ I �� •.� , �\� I I N I , ❑I 10" PINUS NIGRA I II j 30" PINUS SYLVESTRIS REMOVE 'n I ❑ II- - - _ - PROTECTANDSAVE 1 18" PINUS NIGRA I REMOVE I 1 ❑ ❑ ( M' PINUS NIGRA yA ii� PROTECT AND SAVE - SERRULATA 24"PRUNUSSERRULATA 24"PRUNUSSERRULATA ANDSAVE PROTECTANDSAVE =I, PROTECTANDSAVE 1 SAWCUT & REMOVE \t , (E)CURB \ v I I V I j Ll LJ \� 24" PRUNUS SERRULATA 24" PRUNUS SERRULATA PROTECTANDSAVE PROTECT AND SAVE SPERRY DRIVE (A PRIVATE STREET) ----------- 0 0 FUTURE SITE RENOVATION o A� ( D ) EXISTING DECIDUOUS TREE TO REMAIN REMOVE EXISTING TREE AREA OF WORK OUTSIDE OF WORK AREA f TREE PROTECTION FENCE SEE: TREE & VEGETATION PROTECTION DETAIL SOIL / PLANTING NOTES 1. For landscaping in sidewalks and parking lots, or inlimited areas of soil volume, structural soils (Cornell University ' product or similar must be used tpreferred se o a de th of 36 inches to promote tree root growth and provide struct ural tural P P 9 P support to the paved area. Minimum soil volumes for tree roots shall be 750 cubic feet per tree (see specifications and sample plans for CU Structural Soils). Trees and other landscape materials shall be Planted according to specifications in "CU Structural Soils -A Comprehensive Guide," as it now reads and as hereafter amended, or using current Best Management Practices (BMPs) as approved by the Director. Suspended pavement systems Silva Cells or similar may also be used if v ( ) y s approved by the director. 2. For soil preparation in bioretention areas, existing soils must be protected from compaction. Bioretention soil media must be prepared in accordance with standard specifications of the Surface Water Design Manual, adopted in accordance with TMC Chapter 14.30, to promote a proper functioning bioretention system. These specifications shall be adhered to regardless of whether w ' g e a stormwater permit is required from the City. 3. For all other plantings such as large planting areas where it v e so volumes are adequate for health root growth), soil P 9( 9 P 9 q y 9 ), s • must be prepared for planting in accordance with BMP T5.13, "Post Construction Soil Quality and Depth," from the Washin ton Department of EcologyStormwate Management r Manual for Western Washington as it now reads an as hereafter amended), regardless whether a stormater permit is required by the City. 9 ( d 4. The applicant will be required to schedule an inspection by the City of the planting areas prior to planting to ensure soils are properly prepared. Soil must be amended, tilled and prepped to a depth of at least 12 inches. 5. All plant material shall meet the most recent American Standards for Nursery Plant Stock (ANSI Z60.1). 6. Evergreen trees shall be a minimum of 6 feet in height at time of planting. 7. Deciduous trees shall be a minimum 2.5 inch caliper six inches off the ground when installed. 8. Shrubs shall be at least 18 inches in height at time of planting. 9. Installation of landscape plants must comply with best management practices including: a. planting holes that are the same depth as the size of the root ball and 2 times wider than the size of the root ball; b. root balls of potted and balled and burlapped (B&B) plants must be loosened and pruned as necessary to ensure there are no encircling roots prior to planting. At least the top 2/3 of burlap and all straps or wire baskets are to be removed from B&B plants prior to planting; and c. The top of the root flare, where the roots and the trunk begin, should be about one inch from the surrounding soil. The root ball shall not extend above the soil surface. d. If using mulch around trees and shrubs, maintain at least a 6-inch mulch -free ring around the base of the tree trunks and woody stems of shrubs. If using mulch around groundcovers until they become established, mulch shall not be placed over the crowns of perennial plants. 10. Maintenance and Pruning a. Any landscaping required by this chapter shall be retained and maintained by the property owner for the life of the project In conformance with the intent of the approved landscape plan and this chapter. Maintenance shall include keeping all planting areas free of weeds and trash and replacing any unhealthy or dead plant materials. b. Pruning of trees is only allowed for the health of the tree, to maintain sight distances or sight lines into commercial areas, or if Interfering with overhead utilities. All pruning must be done in accordance with American National Standards Institute (ANSI) A-300 specifications. No tree planted by a property owner or the City to fulfill landscape requirements, or any existing tree, may be topped or removed without prior approval from the City. If a tree is topped or removed without approval it shall be replaced with a new tree that meets the intent of this chapter within 120 days or the property owner will be subject to code enforcement action per TMC 8.45. Options at the DCD Director's discretion are to require replacement of the tree with a new tree of similar species that will achieve a similar canopy size at maturity, replace the tree with multiple smaller diameter trees of an appropriate species (only if there are limitations on space or conflicts with utility infrastructure), and/or require an in ieu fee for off -site tree replacement. IRRIGATION NOTES 1. Irrigation shall be designed to conserve water b using th g g y s g e best practical management techniques available. These techniques may include, but not be limited to: drip irrigation to minimize evaporation loss, moisture sensors to prevent irrigation during rainy periods, automatic controllers to insure proper duration of watering, sprinkler head selection and spacing designed to minimize overspray, and separate zones for turf and shrubs and for full sun RECEIVED exposure and shady areas to meet watering needs of different sections of the landscape. CITY CF T UK%gILA 2. Exceptions to the irrigation requirement may be approved b t p g q y pp y he DCD Director, such as xedscapmg (i.e., low water usage plantings), plantings approved for low impact development JUN 06 2019 techniques, established indigenous plant material, or landscapes where natural appearance is acceptable or desirable to the City. However, those exceptions will require temporary irrigation until established. PERMIT CENTER TREE & VEGETATION PROTECTION CANOPY DRIP LINE DEFINES TREE & TREE PROTECTION FENCING VEGETATION PROTECTION AREA 1. MUST BE INSTALLED PRIOR TO DEMOLITION OR GROUND DISTURBANCE 2. KEPT IN PLACE FOR THE DURATION OF CONSTRUCTION 3. NO SOIL DISTURBANCE OR ACTIVITY ALLOWED WITHIN FENCED AREA, SUCH AS MATERIAL STORAGEtSTOCKPIUNG, PARKING, EXCAVATION, DUMPING, OR WASHING 4. MODIFICATIONS OF THESE REQUIREMENTS BYAPPROVAL OF DPD PLANNER ONLY 5. IF ROOTS GREATER THAN 21NCH FOUND *CH7A1N OUTSIDE OF FENCING, PROTECT BY HAND EXCAVATION AND, IF NECESSARY, CUTCLEANLYAND KEEP MOIST 6. USE 31NCHES OR DEEPER WOOD CHIP-i- i-i• - Tt MULCH OUTSIDE FENCED AREAS TO _'T~ PROTECT FEEDER ROOTS VEGETATION PROTECTION 1. MINIMIZE CONSTRUCTION ZONE 2. PROTECT VEGETATION OUTSIDE CONSTRUCTION TT ZONE WITH FENCING AS SHOWN - TREE& VEGETATION FENCINGAROUND ENTIRE DRIP LINE ON PERMIT SITE. 3. USE 31NCHES OR DEEPER WOOD CHIP ALTERNATIVE TREE PROTECTION, IFAPPROVED :-:VIE D FOR BY DPD, AS SHOWN ON SITE PLAN MULCH OUTSIDE FENCED AREAS TO CODE CO PLIANCE PROTECT FEEDER ROOTS APO rwcn ELI f L40.193w.1 1. j JUL 17 2019 j, City of Tukwila BUILDING DIVISION () L.G. L.L.I L1J w ZZ U LJJ u _Z Z LU _¢ w J LL. O U U 91 00 00 00 Q F- W w F- _ O 00 vi O BUILDING PERMIT SET 3-4-2019 DEMO LANDSCAPE PLAN L1.1 1" =2U 0 10' 20• 40• m rac Q LE�/EF m o EDGE OF CONC. BRIDGE f :._ --- -- VATUM z - _ �'` _ . - �- --- __ - �--- - VEVERGREEON HUCKLEBERRY 5 GAL _ _ _ -__. _ _ :- ✓- S THUM PLICATA'GREEN GIANT' ` �! _ - _ WESTERN RED CEDAR 8' • 10' HGT ` K t VE '` 3 CHAMAECYPARISNOOTKATENSISPENDULA' i'C H n 31 POLYSTICHUMMUNITUM r y, k ALASKAN YELLOW CEDAR 8' -1U HGT \ ! 7 SWORD FERN 2 GAL G< % � 3 ACER CIRCINATUM VINE MAPLE 6'-8'HGT !� 111 t � i {. 1113 GAULTHERIASHALLON %.;'" � 4 ACER RUBRUM `RED SUNSET' SALAL 1 GAL 18" O.C. TRI-SPACE RED SUNSET MAPLE 30" • 36' t 1 PSEUDOTSUGAMENZIESIIt f v II w _ a EXISTING PARKING �+ DouoLASFIR a'-1o'HGT t' LANDSCAPING TO REMAIN I El <r .: �, .. I II I,li �, •I �it I t (-a-i�i •1 i.i -1 i� r _ 1 r 2 RH RON'JEAN MARIE MONTAGUE! \ \X - D 30 36" FUTURE SITE RENOVATION 35 RHAPHIOLEPIS OVATA'SOUTHERN MOON' � \. , , i 5GAL \. OD c --- - - l COVERED I 7 VIBR WALKWAY 2 UNUM DAVIDII 3GAL - �:! _---._ I _-�>,. ••\ .-� t C BRICK / CO UMNS(TY�° Lu I _ \ 2 PYRUS CALLERYANA'CAPITAL' AREA OF WORK ORNAMENTAL PEAR 21/2" CAL ! 1TA I N 13 LEARNING CENTER BUILDING coRNUS'CELESTIAc \ rr '. (il • CELESTIAL DOGWOOD _ 2 CAL CI ! (� Y,-',ul ijt� AA¢\ t all If< `.` �'•+ \ W 88 RHAPHIOLEPIS OVATA'SOUTHERN MOON'. z tY 5 GAL \ \\ f 7 r=1 t ' 1. l - - - {I .,.,:, O `r� `. 7 ACER RUBRUM'RED SUNSET' �. RED SUNSET MAPLE 30%36" !� '.I ?Q \\.\` �� ��,� �I! '•` rJ(121CORNUSSTOLONIFERA'ISANTI'"'`\�,\`` \\, RED TWIG DOGWOOD 5 GAL \� \ 14 x } � ,a ff / ' i r .��,;�; \ ''.`\ \ ;\ �. � \\\tom\.\ •�. ,. \. \ \ .�\\\ .;=_ :;I c �' /� ` =-- l �'• / Y 'Y+u i � r { •�h.LL{-AEI S1°13'41"W 50.00' n� n __ SPE1212YDRIVE a Z 'A IIRIV,1M_ E SII GEI i ------------ __...._ _ - 22 RHODODENDRON'JEAN MARIE \ \ 9 61 ERICA CARNEA'SPRINGWOOD WHITE 96 VIBURNUM DAVIDII HEATHER 1 GAL 18"O.C.TRI-SPACE 3GAL 11 RHODODENDRON'P.J.M.' \- 24" - 30" 305 ERICACARNEA'SPRINGWOOD i HEATHER 1 GAL 18" O.C. TR �S l FUTURE SITE RENOVATION _ _ - -- LZI -- \ \- �f �" ------ — _-----.-Y - --- -- - _. LANDSCAPE PLAN — 1" - 20' -- i 0 10' 20' 40' lotfi r i NEW PERVIOUS PAVING i cj NEW CONCRETE WALKWAY AREA OF WORK OUTSIDE OF WORK AREA PLANT LEGEND SYMBOL QTY BOTANICAL NAME / COMMON NAME SIZE CONDITION COMMENTS TREES 0 3 ACER CIRCINATUM VINE MAPLE 6'- B' HGT B & B MULTI -STEM = 11 ACER RUBRUM'RED SUNSET RED SUNSETMAPLE 2112" CAL B 8 B BRANCHES AT 6' HGT 3 CHAMAECYPARIS NOOTKATENSIS'PENDULA' ALASKAN YELLOW CEDAR 8' -10' HGT B & B FULL FOLIAGE O 13 CORNUS'CELESTIAL' CELESTIAL DOGWOOD 2112" CAL B & B STRONG CENTRAL LEADER 0 2 PYRUS CALLERYANA'CAPITAU ORNAMENTAL PEAR 21/2" CAL B & B STRONG CENTRAL LEADER 1 PSEUDOTSUGA MENZIESII DOUGLAS FIR 8' -10' HGT B & B FULL FOLIAGE 0 5 THUJA PLICATA'GREEN GIANT WESTERN RED CEDAR 8'-10' HGT B & B FULL FOLIAGE SHHR'U�B,S 12 CORNUS STOLONIFERA'ISANTI' RED TWIG DOGWOOD S GAL CONTAINER 3 STEMS MIN 123 RHAPHIOLEPIS OVATA'SOUTHERN MOON' 5 GAL CONTAINER 22 RHODODENDRON'JEAN MARIE MONTAGUE' 30 - 36" B & B BUDDED { / •� 11 RHODODENDRON'P.J.M.' 24" - 30" B & B BUDDED 8 VAC EVER EVERGOVATUREEN EVERGREEN HUCKLEBERRY 5GAL CONTAINER 123 VIBURNUM DAVIDII 3GAL CONTAINER GROUND COVER / 366 ERICA CARNEA'SPRINGWOOD WHITE' HEATHER 1 GAL 18" O.C. TRI-SPACE 123 GAULTHERIASHALLON SALAL 1 GAL 18"O.C. TRI-SPACE 31 POLYSTICHUM MUNITUM 2GAL SWORD FERN REVIEWED FOR CODE COMPLIANCE APPROVED i JUL 17 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 0 6 2019 PERMIT CENTER 9 1711,14 .. Q L o, L U o WN 4 Qw w Z LuN U W _Z Lu ~% Z z = Lu Q � J LL CD O I.L. U co co co rn Q J H F-- w w I- N f- O 00 vs 0 co t,0 c I Ln 1 N Uco Ln LU O N U= rO L.G/. M � M E3 co U_ Z Lu 0 N Z Lu U 7 F- Q Z > O rw> r ¢ t L/1 Ln W Lr) N 6 0 BUILDING PERMIT SET 3.4-2019 LANDSCAPE PLAN L 1.2 TOP OF LEVEE -------------------- - _ _ _ - 314. 2"MAINLINE \ 4" SLEEVE #5 _ _ LOCATION SCHEMATIC g,y ', 77 PLACE IN 4"SLEEVES , � EXISTING PARKING & '4"SLEEVE - _ - E - - - - - _ I - LANDSCAPING TO REMAIN - - - — - — ' — — — — — 4" SLEEVE f I - - - - - - - - - j l 27 Ve 4" SLEEVE - 4" SLEEVE - FUTURE SITE RENOVATION i 488 � w r 3 I J I ID�MAINLINE LOCATION SCHEMATIC PLACE IN 4" SLEEVES l AREA OF WORK a 111 � � III t (N) LEARNING CENTER BUILDING 4"SLEEVE cr 2 ¢ I 4" SLEEVE 4" SLEEVE -F / , Z - - - lil - --�4"SLEEVE�4"SLEEVE w C9 uJ Lry -- — = _ Z LJ #3 9.62 2"MAINLINELOCATION Z a El PLACE N 4SSLE V61C �L) z CONTROL CLOCK wIRAINBIRD g w WRC WIRELESS RAIN SENSOR j 171 a s z VERIFY LOCATIONw/ LANDSCAPE ARCHITECT I R a ,-'� 4"SLEEVE w 1"PVC CONDUIT I � ara• I'i ata ��` -''�'`-/ EXISTING WATER METER C X4 ;. I t 4 4" SLEEVE 4" SLEEVE - — SLEEVE ` 1"PVC CONDUIT Sl'13'41"W 50.00' 7 --------------------------------------- 4 `�- r- -------- - - - -- ---- ---------- - -- SPERRY DRIVE I--- �22 (A PRIVATE STREET) i— I ,\ IRRIGATION PLAN LEGEND AREA OF WORK OUTSIDE OF WORK AREA IRRIGATION RAINBIRD 1812 w/ 15 EST NOZZLE RAINBIRD 1812 w/ 15 SST NOZZLE RAINBIRD 1812 w/ 5Q NOZZLE RAINBIRD 1812 w! 5H NOZZLE RAINBIRD 1812 wl8Q NOZZLE RAINBIRD 1812 wl8H NOZZLE RAINBIRD 1812w/10QNOZZLE DRAINBIRD 1812 w/ 10H NOZZLE DRAINBIRD 1812 w/ 12H NOZZLE RAINBIRD 1812 w/ 15Q NOZZLE RAINBIRD 1812 w! 15H NOZZLE 150 FEB PR5-D AUTOMATIC VALVE PVC LATERAL CLASS 2 - - - — - - - PVC 2" MAINLINE SCHEDULE 40 4" PVC SLEEVE 1" PVC CONDUIT #.## VALVE NUMBER GPM POINT OF CONNECTION WILKENS 1 1!2" 950 XL DCVA D1 112" BRASS ISOLATION VALVE QUICK COUPLER VALVE NOTES: 1) LOCATION OF IRRIGATION LINES ARE SCHEMATIC. PLACE IN PLANTING AREAS. VERIFY w/ LANDSCAPE ARCHITECT, 2) IRRIGATION SYSTEM TO COMPLY WITH ALL APPLICABLE CODES. 3) CONTRACTOR TO CONFIRM MINIMUM WATER PRESSURE OF 65 PSI @ METER. 4) VERIFY PLACEMENT OF VALVE BOXES WITH LANDSCAPE ARCHITECT. 5) ALL SLEEVES TO BE 4"PVC. PROVIDE SLEEVING AT ALL LOCATIONS WHERE PIPING PASSES UNDER PAVING. 6) VERIFY LOCATION OF WIRELESS RAIN SENSOR WITH LANDSCAPE ARCHITECT, REVIEWED FOR CODE COMPLIANCE APPROVED "JUL 17 2019 City of Tukwila BUILDING DIVISION, RECEIVED CITY OF TUKWILA MAR 0 6 2019 PERMIT CENTER sue", V) L..L. Q co 00 00 LLI Q L LLI ce J zz Lu L.0 U O z I- �z LLJ W LL IY Fc- wcn J � LL, Co 0 = O Co L.G. 91 BUILDING PERMIT SET 3-4-2019 IRRIGATION PLAN L1.3 1" =20' 0 10' 20' 40 0 E Z J 3 ,r..�M�rR" 7, � �r.�.,a„�,�,rrst�� M��..x;�t,�, ��t,x•_..nxx:.:�'x ,� r ,, �;- „��. zri.,ti; ;�, R � 'x,�.xa, x, ,m.t'. �arn��:vk ` 2,�.��r::.,. � �:r�a.3a> �^..�xxoc,.xr � .�x;�"a i., LEARNING ARNr , r : CENTER t , `� ^s f ADDITION AND � PARKING ,... 3 r �h LOT EXPANSION t. .r E 1 1 s' 98188 GENERAL NOTES 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2, AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. 3. REQUEST A PUBLIC WORK UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF THE CITY OF TUKWILA DEVELOPMENTAL GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENTAL GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES. NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGE OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACT. CONSTRUCTION NOTES 1. ALL WORK PERFORMED SHALL BE APPROVED PER PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK 3. WORK IN ROADWAYS A) ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: B) PRIOR TO ANY ACTIVITY IN CITY RIGHT-OF-WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS, AND DESCRIPTION ON THE TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. C) ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D) FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS, E) ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAY REQUIRES PREAPPROVAL FROM THE DIRECTOR. F) INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. PAVEMENT RESTORATION: 1. COMPACT BACKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BACKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILLING OR WHEN CONCRETE IS CURED. A. EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT: 1. ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. 2. ON OTHER STREETS WITHIN 7 CALENDAR DAYS. B. FOR WORK PREVENTED DUE TO WEATHER: 1. PROVIDE A TEMPORARY PATCH. 2. PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE. E UTILITIES 0 a WATER: CITY OF TUKWILA 6200 SOUTHCENTER BLVD o TUKWILA, WA 98188 N (206) 433-1800 N SEWER: CITY OF TUKWILA 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 (206) 433-1800 POWER: SEATTLE CITY LIGHT 700 FIFTH AVENUE, SUITE 3300 SEATTLE, WA 98124 (206) 684-3000 GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS, 2. BEFORE BEGINNING AND CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN, 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A) PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B) STOCKPILES, ON SITE, ENOUGH COVER MATERIALS TO COVERALL DISTURBED AREAS. C) BY OCTOBER 8, SEED ALL AREAS THAT REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS, 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTORS AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT -RELATED WORK. 10. ALL WORK PREFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A) NOTIFY THE PUBLIC WORK DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B) OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORK DEPARTMENT PRIOR TO MODIFYING ESC MEASURES. C) MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D) REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E) INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIR IMMEDIATELY. RECOMMENDED CONSTRUCTION SEQUENCE: 1. PRE -CONSTRUCTION MEETING. 2. POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF CONSTRUCTION SIGN). 3. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7. CONSTRUCT SEDIMENT PONDS AND TRAPS. 8. GRADE AND STABILIZE CONSTRUCTION ROADS. 9. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 11. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE APPROVED CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY EROSION AND SEDIMENT CONTROL STANDARDS. JUN 18 2019 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY City of Tukwila SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PUBLIC Works PLASTIC SHEETING OR EQUIVALENT. 13. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. GAS: TELEPHONE: CABLE: PUGET SOUND ENERGY QWEST COMCAST 1-888-321-7779 1-800-526-3557 1-866-771-2281 CONTACTS COUNCIL MEMBER: CIVIL ENGINEER: VIETNAMESE MARTYRS PARISH PBG, LLC 6801 S 180TH ST 5130 S. 166TH LANE TUKWILA, WA 98188 SEATAC, WA 98188 (253)951-6499 (206)229-6422 CONTACT: KIEN NGUYEN CONTACT: HAN PHAN, P.E. VICINITY MAP NTS ORIGINATING BENCHMARK: KING COUNTY ID #3537 EL=29.52' 3" BRASS DISK, SET FLUSH WITH CONCRETE SIDEWALKSTAMPED WITH THE AGENCY. FROM THE INTERSECTION OF WEST VALLEY HIGHWAY AND S 180TH ST, GO WEST TO THE INTERSECTION WITH S 180TH ST AND SPERRY DRIVE. THE MONUMENT IS LOCATED AT THE NORTHWEST CORNER OF THE INTERSECTION AND SET IN THE CONCRETE SIDEWALK. GDID#:48 SET BY MIKE HALL ON 5-13-93, NOT STAMPED. DRAINAGE NOTES: 1. ALL METHODS AND MATERIAL SHALL MEET CITY OF TUKWILA DEVELOPMENTAL GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE ADOPTED KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE 3. DRIVEWAY CULVERTS SHALL BE SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING TAX PARCEL NUMBERS 3623049017,3623049079 & 3623049087 DRAWING INDEX REFERENCE SHEET NO. C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 SURVEYOR: BUSH, ROED & HITCHINGS, INC LAND SURVEYORS & CIVIL ENGINEERS 2009 MINOR AVE E SEATRTLE, WA 98102 (206) 323-4144 CONTAC: TAYLOR SCHULTE, P.L.S 2EFERENCE SHEET SHEET NO. 1 C I OF 11 SHEETS a • 1 s � .. I�1 i � 1 c u m rn w v c tt N to u' A 16 0 � M N � !n 6K H O' 0 o z z co z z a a f- F- _ _ o ((D m 0530 m o z Ld FrZ Z Y w 0 Uj v Of DRAWING TITLE "'"" ` "=L COVER SHEET AND NOTES REMOVAL AND TESC PLAN TESC DETAILS ECEIVED PAVING AND GRADING PLAN -1 CITY OF TUKWILA PAVING AND GRADING PLAN - 2 MAR 06 2019 0 DRAINAGE AND UTILITY PLAN PERMIT CENTERLu U Lu INFILTRATION SYSTEM DETAILS Z 0 STORMFILTER TREATMENT AND STANDARD DETAILS al re SECTIONS AND DETAILS - 1 DS. SECTIONS AND DETAILS - 2 STANDARD DETAILS _ REVIEWED FOR CODE COMPLIANCE APPROVED „ ' ',JUL'i 7 2019 i City of Tukwila BUILDING DIVI s ING PERMIT SET 3-4-2019 PRO�, 11� r fi 11,1011- w V/ , I �) "IGH7- 0, WAY NE ` 1 740� / : " JiIS 11,11"G, - �,4 ��C7- ,gspH 8 &", 11 ", " JET R/GHI, -D 8 Wq), ro 7-//v _,fVr4�&Qfv Si�M, 0 1080j� C19( onsS C,�� S ADJAC,�FIV7_EN p -PC6 9 gsPy51? ro c 7 Burro Q11vr "-R 7-Y BA Rp 4��j g I " " , , , I , f -, LINE S� N vlcb P&Op� NB Q- /C Cot _&Ty COIVC. WA �6 1 F?,AZ!A4Ov '664,1 r\ VVA y I CORIVI-0 4 AN Aj /- / cows ... ... iE�k. c S7 !�A&Tfj j4, 6,6ve _VLUMAtS-"ZR��t) 6; S' ... .... ry v,4k CA If � O-k SAWCtJ7. 0 14 DD 10 C: PII�O 01 "URS PA tj�o, Rj�_Alo V, CO&C 2,1 EC t-cr 6 tp, a/ 9�SN4,A cur Y) (C) s/ \ l \ �� � ii� i" i� iiii% '''iii'.iiX rii%�iii�%�r'r�%'i �i iiii%%� / c�"' I � ,,-tom, I - I; ' ; I i I I' i� i' ,'' ; ;`' ;' �r �� ! � �' 1 �, ;' ;, ; ! Al --------- A 59 A4A/Al-r.,/V, > SA VVCt) T Li 1/vS -A , �vo at_Al' I, "EA40V _ 1 �i V,�, `V Of? 1 ( "Afo 7-yp; P VCAL s SIG�STIC T UCC Ps-rAr. C _r/O/V S Ifz 01V 1IVc,)v p VI ........ s vl� -1. ca k 0 u Cr1O iii CA q ✓ ci SN /V If I/V L Slk 7' re low up), VLSI R t//V 7,1'_ C3 PER oi;�JEF /NS7,qk ro 7,P&O -------- 1, - T�� fIlYS1, k 6 1 CLEC -,W)��- -IV SH f �i C3 S�k RE�c T"m -,, I'll, I . 7f_� q 4� vulvb - 7 14�& �u -,U,82 0 -kj"13 U012 '�fk� ov, 7_'�MPORl f�EVES Up (;Ov OR W/ sroc CO PER ply Kp J opLftrlC /LE� T 0: o• 4� 1prRE rlo VA sa It C, S,,Z� 07fiETULT Ij w M TAlk 0/, Q/vp,�N vnz 46, o p 814E�,-T �3,11VG 'As & sE U) Iv wu PtOOL) p V' Ec 7 (1 r/o/v �4 0, q,) poHN-,VU28 �?6,5�5!ice 1 V,_ CD TQ 'r 76 13P lofvfr��tv Rimovj�t) -IV IV \0 AID LAfv OvjEF�w I c �Cljr 0� o /VjD 13, . U&S 14' , - ) AOSFslvl;��A pl,�r, RO I SA U ......... R,�40v, 'Rol, err Bk PA HAJ_ PARKING V11F A�k 0 21, 'V" A4,1Z PRO TECLOWso cu ....... . s ,rj�cp Iirr/ PAR,�.Ifv PP,90 v ERS Atv[) DCA VED r\ A /A S, ....... r GLO I A 0 os-,, 'r B, 6,1 1 1jqO JuN 1 Vlt-D jut IiiiiCity Pub trokw,. BP- tf- vbo ro Mv LI 1-1 ity of v v(MAL-L t pi z 0 E CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD 100'MIN. EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT R=25'MIN.. 15'MIN. PROVIDE FULL WIDE IF THERE IS A ROADSIDE DITCH OF INGRESS/EGRESS AREA PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS m N -NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. X 2" X 14 GA. WIRE OR EQUIVALENT, — IF STANDARD STRENGTH FABRIC USED. FILTER FABRIC F—ri ---6'MAX. ------ 1-1 --------- -Ii-- U - 11 POST SPACING MAY BE INCREASED TO 8'IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT Z z iv z 4" MIN 2 BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES- FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED 10.0'MAX. __I I I__J I _H-1 IJIM, A TOE INSHEETING IN\ 6 MINIMUM 4"X4" TRENCH t Jill— F PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE UNDISTURBED GROUND CATCH BASIN GRATE LOVERFLOW E1: FLOW SOLID FILTER MEDIA FOR DEWATERING POROUS BOTTOM NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2016 KCSWDM FIGURE C.3.9.13 SCALE: NONE ffw41L SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER I APPROVED JUN 18 2019 City of Tukwila PUBLIC Works REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2919 City of Tukwila BUILDING DIVISION =1 RECEIVED CITY OF TUKWILA MAR 06 2019 PERMIT CENTER REFERENCE SHEET SHEET NO. 3 C3 OF 11 SHEETS • B 041 LU gh, U -9 00 E .2 :6� c� rq N CD c, m Ln m LU rn CD z z LU z z < < Lncn F- ri i- d T: 7: z 2 6: uj 0 z 0 Lu W VAs P (*to ;I BUILDING PERMIT SET 3-4-2019 i ap so LZI j M 7- CA ----------- ------- IZOz -%A 7 SIC, I v/ �2A/vopY, w k-c-c LANIl (,ryF D S CA P_,z I 1SLANyl F(3 f-- j -.g 39 G_-29. -2 16�' FG4-47 1 1*40 - . z ACC-Iss Y/ P,"A �. � ` �"•� „ "`�-,.,'.,� i i III �..._..� ""�-..,,,`"'�--�•-.. -1 -A "I A T _\ jT i.\�: \\ \\� \\26" EEi1 liotic a-- ; 01?IDG,- LEV Riv Ii "',7eii EA — '_F?0rE iION — r ;-lir REC 4 6989 1 0 b, I ACCESS < 684;, SOO ",rc"t tvo:, &U/401/vc ROOF C ACCESS 7-0 . IRAStjlpt� 'JvERiEFo ""-c--30.00 "Ll/V 6NULOSUR CONCRETE FE PA mQ PG'29-46 iol T, A pROPER� LINE RIG HTOF WAY LINE RIGHT OF SX'S WAY CENTERLINE ONG EsEA..N. ADJACc�Nr LINE PROPIZ LEVEE SET _RTY LINE R BACK LINEQOF OVERHANG SAWCUr LINE 4" CO NCR ETE OVE- PAVEMENT L;813C PROPOSED BUILDING STRUCTURE 2" GRIND & OVERLAY XICLASS SpHAL T OVER 6" cs_A�SPAVEMENT CONCRETE PAVEA4EN, (PAVER) PRopeR7y CORNER ON J, vor WIDE p ul�7.AIL TRIAN PAT M 1 i i i 40 �,�—O�' SIN SHEET L;9 vlALKSrRIPING WIDE GLE DIRECTIO CURB RA 6 PER DETAIL ZiTR P Up PER DE.IAIL i! 17o Arl, CROSS 10 ON S _rjj:�Ej S �LK H Clo q S I L; (PA VER)CEFAIONCRSE7A/L 2 ON S E CURBAND GU7TERot pfALr rltsr b PAVEMj�FW C9 k� Pr, 11 CEMENr I PER DE -TAIL 10 N 9 ...... CONCRE_,:r A 19 1 " " % , ! . , , , , , , I n7 , SHE w sz GRIND'NAPIZIC C ET 67 ...... AND PEI? DE AIL 4 ON SHEST Cq CURB P 7-RAPpIC ARRO OVERLAY D'__rAlL 3 ON HA W PER DEir, �nL_E7- C9 i 9,2? NDICAP PER Der, PAR ()N SHEEr -- - - - - - KING s-r, 7 wtv SHEE - 0 AND P T,u V I t�j) TICAL Pei WITH CONCRCONCRere CURB 7 s I PGISLAND STRIPING -clAIL8 `vVALK 11GRAL 6' SHEE7- C9 St .... ... WIDE CON --c "10 S/DE PA WALK d) S ALL SrR PARKING L)VER 3" ,�jjsc V) an LANDS G, 4" G� .......FG SEE PAINTED wHI.I.E _ivuCAP ND __(;lq/rEC7_URAL DRAWINGS 1,_j c 7, PARALLEL CURB RAMP PER Ex-rp"E. DETAIL _Lu 'r( oe-r 11 ON SHEET Clo 5 -'Ivl/ZN7 CON SHEET —CURB :1 SAW LO ce ck -p CU7- P L _ZllqENrpA7., (A4,-'t;H Z HING Q 50 2, I-AVEA4_,v i UOO GALL SECTION) PER CITY 0GREASE /NTIE�RC WIL-A SWACU-r Ut�TAIL S� 'UR ca 14 �;;_N 'rAlL 14 PER DE & PAVEIWENT ONSH L;H'NG C 'rE PA END DETAIL k? 17 �! ull V0 4- WIDE SHEET ry C9 1WH1rPAINTED 0, (TgYp) 1'2STRIPE, REVIS 0 CODE c WO FOR 28 0.0 CZ 1- 1) 1 OMPliA., 411� I S7 9 ui z J a 0 S E m 0 0 MATCHLINE - SEE SHEET 4 OF 11 m m mvm m m m m m m m m n. m m m 1....:i P4T n _ `� V AIS H a. 4 DRI E 1fE 4 D P [. / s P ; .� P F 28.43 �, . ' � � R-2 r 4 �.� {TY ) 8 5 1 SD v` Lis s ' TY FG=28.55 6 SD a g \ \ \ v SB\ SD 2 \\ eA 4 (TYP) \ \ so FG=28.64 r/ A \ / w NEAT SAWCUT � r 'Pil R w /LINE \ ./ ss NN _ � (TYI 6801 SOUTH 180TH ST PARCEL NO.:362304-9087 •VIETNAMESE CHURCH OF MARTYRS" 7 a TYP m 'C m / ECM FLOOD PROT GTI N LEVEE EASEMENT x REC. #20101004002883 0ASS LEVEE BUFFER LINE RIVER PROTECTION" EASEMENT REC. #5769890 / .I t 4� w 'd o' d' vvCU1 I�''' UU II �Il;ill�;; II LEGEND PROPERTY LINE ------- RIGHT OF WAY LINE — — RIGHT OF WAY CENTERLINE REFERENCE SHEET NO. C5 SHEET 5 OF 11 SHEETS - — — — — — — — — - EXISTING EASEMENT LINE ---------- ADJACENT PROPERTY LINE _ — — — — — LEVEE SETBACK LINE U) V ------- ROOF OVERHANG ------------- SAWCUT LINE W CL 00 00 4" CONCRETE PAVEMENT ry T I— N OVER 3" CSBC U) < /� V PROPOSED BUILDING STRUCTURE < O j Q z � J CONCRETE PAVEMENT (PAVER) LI_) U) cfj 3" CLASS B ASPHALT PAVEMENT OVER 6" CSBC Uj< (� 06~ Z`✓ PROPERTY CORNER W < CL CONSTRUCTION NOTES U 6' WIDE CONCRETE SIDEWALK OVER 3" CSBC O SINGLE DIRECTION CURB RAMP PER DETAIL 10 ON SHEET C10 03 LANDSCAPE ISLAND SEE LANDCAPE ARCHITECTURAL DRAWINGS ® 6' WIDE PEDESTRIAN PATH CROSS WALK (PAVER) PER DETAIL 17 ON SHEET C10 0 EXTRUDED CEMENT CONCRETE CURB PER DETAIL 6 ON SHEET C9 © ASPHALT PAVEMENT PER DETAIL 1 ON SHEET C9 Q7 TRAFFIC ARROW PER DETAIL 15 ON SHEET C9 ® SAWCUT & PAVEMENT PATCHING (MATCH EXISTING PAVEMENT SECTION) SOIL / PLANTING NOTES 1. FOR LANDSCAPING IN SIDEWALKS AND PARKING LOTS, OR INLIMITED AREAS OF SOIL VOLUME, STRUCTURAL SOILS (CORNELL UNIVERSITY PRODUCT OR SIMILAR) MUST BE USED TO A PREFERRED DEPTH OF 36 INCHES TO PROMOTE TREE ROOT GROWTH AND PROVIDE STRUCTURAL SUPPORT TO THE PAVED AREA. MINIMUM SOIL VOLUMES FOR TREE ROOTS SHALL BE 750 CUBIC FEET PER TREE (SEE SPECIFICATIONS AND SAMPLE PLANS FOR CU STRUCTURAL SOILS). TREES AND OTHER LANDSCAPE MATERIALS SHALL BE PLANTED ACCORDING TO SPECIFICATIONS IN "CU STRUCTURAL SOILS - A COMPREHENSIVE GUIDE," AS IT NOW READS AND AS HEREAFTER AMENDED, OR USING CURRENT BEST MANAGEMENT PRACTICES (BMPS) AS APPROVED BY THE DIRECTOR. SUSPENDED PAVEMENT SYSTEMS (SILVA CELLS OR SIMILAR) MAY ALSO BE USED IF APPROVED BY THE DIRECTOR. 2. FOR SOIL PREPARATION IN BIORETENTION AREAS, EXISTING SOILS MUST BE PROTECTED FROM COMPACTION. BIORETENTION SOIL MEDIA MUST BE PREPARED IN ACCORDANCE WITH STANDARD SPECIFICATIONS OF THE SURFACE WATER DESIGN MANUAL, ADOPTED IN ACCORDANCE WITH TMC CHAPTER 14.30, TO PROMOTE A PROPER FUNCTIONING BIORETENTION SYSTEM. THESE SPECIFICATIONS SHALL BE ADHERED TO REGARDLESS OF WHETHER A STORMWATER PERMIT IS REQUIRED FROM THE CITY. 3. FOR ALL OTHER PLANTINGS (SUCH AS LARGE PLANTING AREAS WHERE SOIL VOLUMES ARE ADEQUATE FOR HEALTHY ROOT GROWTH), SOILS MUST BE PREPARED FOR PLANTING IN ACCORDANCE WITH BMP T5.13, "POST CONSTRUCTION SOIL QUALITY AND DEPTH," FROM THE WASHINGTON DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (AS IT NOW READS AND AS HEREAFTER AMENDED), REGARDLESS OF WHETHER A STORMWATER PERMIT IS REQUIRED BY THE CITY. 4. THE APPLICANT WILL BE REQUIRED TO SCHEDULE AN INSPECTION BY THE CITY OF THE PLANTING AREAS PRIOR TO PLANTING TO ENSURE SOILS ARE PROPERLY PREPARED. SOIL MUST BE AMENDED, TILLED AND PREPPED TO A DEPTH OF AT LEAST 12 INCHES. 5. ALL PLANT MATERIAL SHALL MEET THE MOST RECENT AMERICAN STANDARDS FOR NURSERY PLANT STOCK (ANSI Z60.1). 6. EVERGREEN TREES SHALL BE A MINIMUM OF 6 FEET IN HEIGHT AT TIME OF PLANTING. APPROVE® 7. DECIDUOUS TREES SHALL BE A MINIMUM 2.5 INCH CALIPER SIX INCHES OFF THE GROUND WHEN INSTALLED. JUN 18 2019 8. SHRUBS SHALL BE AT LEAST 18 INCHES IN HEIGHT AT TIME OF PLANTING. City of Tukwila PUBLIC Works 9. INSTALLATION OF LANDSCAPE PLANTS MUST COMPLY WITH BEST MANAGEMENT PRACTICES INCLUDING: A. PLANTING HOLES THAT ARE THE SAME DEPTH AS THE SIZE OF THE ROOT BALL AND 2 TIMES WIDER THAN THE SIZE OF THE ROOT BALL; B. ROOT BALLS OF POTTED AND BALLED AND BURLAPPED (B&B) PLANTS MUST BE LOOSENED AND PRUNED AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. AT LEAST THE TOP 2/3 OF BURLAP AND ALL STRAPS OR WIRE BASKETS ARE TO BE REMOVED FROM B&B PLANTS PRIOR TO PLANTING; AND C. THE TOP OF THE ROOT FLARE, WHERE THE ROOTS AND THE TRUNK BEGIN, SHOULD BE ABOUT ONE INCH FROM THE SURROUNDING SOIL. THE ROOT BALL SHALL NOT EXTEND ABOVE THE SOIL SURFACE. D. IF USING MULCH AROUND TREES AND SHRUBS, MAINTAIN AT LEAST A 6-INCH MULCH -FREE RING AROUND THE BASE OF THE TREE TRUNKS AND WOODY STEMS OF SHRUBS. IF USING MULCH AROUND GROUNDCOVERS UNTIL THEY BECOME ESTABLISHED, MULCH SHALL NOT BE PLACED OVER THE CROWNS OF PERENNIAL PLANTS. C'm7yN nECFIVEn CITY CP'1'Ui:', ILA JUN 06 2019 PERMIT CENTER 10. MAINTENANCE AND PRUNING A. ANY LANDSCAPING REQUIRED BY THIS CHAPTER SHALL BE RETAINED AND MAINTAINED BY THE PROPERTY OWNER FOR THE LIFE OF THE PROJECT IN CONFORMANCE WITH THE INTENT OF THE APPROVED LANDSCAPE PLAN AND THIS CHAPTER. MAINTENANCE SHALL INCLUDE KEEPING ALL PLANTING AREAS FREE OF WEEDS AND TRASH AND REPLACING ANY UNHEALTHY OR DEAD PLANT MATERIALS. t B. PRUNING OF TREES IS ONLY ALLOWED FOR THE HEALTH OF THE TREE, TO MAINTAIN SIGHT DISTANCES OR SIGHT LINES INTO COMMERCIAL AREAS, OR IF INTERFERING WITH OVERHEAD UTILITIES. ALL PRUNING MUST BE DONE IN / ACCORDANCE WITH AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) A-300 SPECIFICATIONS. NO TREE PLANTED BY A PROPERTY OWNER OR THE CITY TO FULFILL LANDSCAPE REQUIREMENTS, OR ANY EXISTING TREE, MAY BE TOPPED OR REMOVED WITHOUT PRIOR APPROVAL FROM THE CITY. IF A T IS HORIZONTAL GRAPHIC SCALE TOPPED OR REMOVED WITHOUT APPROVAL IT SHALL BE REPLACED WITH A NEW TREE THAT MEETS THE INTENT OF THIS CHAPTER WITHIN 120 DAYS OR THE PROPERTY OWNER WILL BE SUBJECT TO CODE ENFORCEMENT ACTION PER TMC 8.45. OPTIONS AT THE DCD DIRECTOR'S DISCRETION ARE TO REQUIRE 20 10 0' t0 20 Know what's below. REPLACEMENT OF THE TREE WITH A NEW TREE OF SIMILAR SPECIES THAT WILL ACHIEVE A SIMILAR CANOPY SIZE AT MATURITY, REPLACE THE TREE WITH MULTIPLE SMALLER DIAMETER TREES OF AN APPROPRIATE SPECIES (ONLY IF THERE ARE LIMITATIONS ON SPACE OR CONFLICTS WITH UTILITY 1 inch = 20 ft. Call before you dig. INFRASTRUCTURE), AND/OR REQUIRE AN IN LIEU FEE FOR OFF -SITE TREE REPLACEMENT. BUILDING PERMIT SET 3-4-2019 N c c .c m w l� c E N N W o Ln V �^ 0 W M o z z U) M U) q a a 0 f-i _ _ o (0 m O m O 00 0 5-' p (Dz z Lu w 'o LU v a z 0 H K ouuj � z w 0 D w w > zz 1=LLj o F- U Ir 0 w w ZQ� J a uj �n A 0 9 E E O rn O CENTERLINEOFSOUTH -7-80THST',- 1 7E NOT Wr0LE UI GREEN 1 111111 C/111 "T, , ", 'I" _'HBN (BOTTOM='8.37 I CO( =22.72 12'*CP(S,Vl) - - - - - - ---- W S oPBT ep Fr �"tVE 2'p T R vILTE I 't.Ec. I SD E j` Ld W W [_b. FIT L bRTME ON (F1 )4. UrTE I B 6" WAT R`L0 E 8' UT) T.- ASPH ITY RECj 0. t ASEMENT 11080649 of I 5'x 25'JUNDE RGROUND E C. SYSTEM EASEMENT REG. NO. 11012020782 j A T UST ILITY LIDS_ S NEEDED 01 NISH RADiI A JUST VJTILITY-MH- O FI ISH GRADE ' WjI I CDC= 10( if W\ j so 0 SOMH RIM=28.55 IE-21A0 18" 'P(6) IE=21,35 �" -P(t) IE 21 15 1 TOP NIS BOTH', UbILH TIP O WHITE V, ASPH ASPH WHITE Tfi 12' x 1\2 'EASEMENTL REQ- NO. 7509120404 L0 co 15 z 0 LLI ASPH - - - - - - - - - - - CONC BRIDGE _BP 77 - --------- ----------- -- --- ----- ------------ ------ ----------- 11 - ----- ------- -7, _4QE4�_ C, ROCKERY SIGN PLANTER -- ------------ ONIC I! nCK tC. 31 ""K (TY CONC. SIDWALK I TO EX LINE I CST WATERL JI-ItLy Vt:rUr Y LU A I mj�4 & SIZE PRIOR CONSTRUCTION) C R:1=281110 47 - cs �4 VLC S5 7 P(IY) IE=26.70 4'C SP 4 CP sc) uo I) C SD SD SD SD 'SD _1/ :�* ----- I M VE EX. Du SD 013 t I ASPH , CANOPrw W W ECC W , vi W 2W W W - W . . . . . . -- - - - -- - 'DEC 1',Z2` C - - - - - - - - - - - - - - - - - - - 4' ED BUILDING 0 ACCESS WALL MOUNTED PIV CONC BUILDING HEIGHT 13-8' - - - - - - m AT THIS LOCATION (OLANTER�yrA PLANTER m BUILDING E L/ ACCESS 10"D z z 10 "DEC EX. WATER MAIN EX. WALL MOUNTED m VERIFY PIPE SIZE NO POST INDICATOR VALVE (PIV) 14 Mu CABINET PRIOR CONSTRUCTION CARD m 8p 18"CON z 10; -C 6847 SOUTH TBOTH SF k 0 PARCEL NO.:362304-9079 LEMING CENTER OR \\-ELECTRIC CABINET ASPH IE=2532 4"CP(N) L -1 EC BOTTON=2367 BRICK COLUMNS EX BUILDING TO REMAIN COVEREP FFE=30. 00 I� I - �' I,.DEd 1 ; ti 1l wQT°'\{{' 1 WALKWAY BUILDING ROOF -COVERED 11 r ACCESS TRASH ENCLOSURE HI- C "I"" R,01_11,0'WS� \VERY, it! AR,,Ca 1, \ 1� �0LItID, RTAT=28,47 " 1E=27..32-4"CP(S) 14 "WELLS FARGO RESERVED BOT7041=25�2 V 00","'' VED "HANDICAP" GONG Qt, I % I I � PARKING- SIGN (TYP.) -7/7- SIGN -LfINEARNADJUST EX. COMM. VAULT LID 4- 'A CEWERADDM�Nf * 30"PINE 7 S 180TH SIREET !IES HANDHOLE- T'I'l ! It CONSTRUCTION NOTES 0 INSTALL 18 LF 6" DI, CL 52 INSTALL 23 LF 6" DI, CL 52 INSTALL 51 LF 8" ADS N12 ROOF DRAIN O COLLECTOR @ 2.00% MIN. CB #1-TYPE 1 VANED GRATE RIM=28.80 IE (E)=26.99 INSTALL 39 LF 4" SOLID DI FOOTING DRAIN O COLLECTOR @ 1.00% MIN. CB #2-TYPE 1 VANED GRATE RIM=29.36 IE (E)=26.50 IE (N, W)=26.60 INSTALL 77 LF 6" DI SD @ 0.50% CB #10-TYPE 2 - 54" WITH FLOW CONTROL & SOLID LOCKING LID PER DETAILS ON C7 RIM=29.60 IE (E)=23.00 IE (SW)=23.00 IE (N)=25.00 O 4- DIA x 540' LONG PERFORATED CMP PIPE SEE SHEET C7 FOR DETAIL �g INSTALL 81 LF 8" DI SD @ 0.50% 11 CB #3-TYPE I VANED GRATE RIM=28.94 IE (W, E)=26.10 IE (S)=26.00 @ INSTALL 60 LF 6" DI SD @ 0.50% CB #4-TYPE 1 VANED GRATE RIM=29.52 IE (W)=26.40 INSTALL 24 LF 12" DI SD @ 1.75% MH #1 (72" DIA)-STORMFILITER WITH SOLID LID PER DETAIL 1 ON SHEET C8 RIM=29.08 IE (W)=23.28 IE (N, S)=25.58 INSTALL 14 LF 12" ADS N12 SO @ 2.00% INSTALL 24 LF 12" DI SD @ 1.75% CB #9-TYPE 1 VANED GRATE RIM=28.84 IE (E)=27.11 INSTALL 69 LF 6" DI SO, @ 0.50% CB #5-TYPE 1 VANED GRATE RIM=29.23 IE (SW)=26.50 IE (W)=26.40 INSTALL 60 LF 8" DI SD @ 0.50% CB #7-TYPE I VANED GRATE RIM=28.65 IE (E, W)=26.10 IE (N)=26.00 INSTALL 82 LF 8" DI SD @ 0.50% CB #8-TYPE I VANED GRATE RIM=29.03 IE (E)=26.51 IE (W)=26.61 INSTALL 101 LF 8" ADS N12 SD @ 1.26% INSTALL 101 LF 6" DI SD@ 0.50% CB #6-TYPE 1 VANED GRATE RIM=28.43 IE (N)=26.85 CB #11 -TYPE 2 (48") SOLID LID RIM=28.37 IE (NE)=21.99 IE (E)=21.82 EX. IE (NW)=21.72 8" SDCO #1 ]E=26.00 REFERENCE SHEET SHEET NO, 6 0 INSTALL 42 LF 6" PVC SIDE SEWER STUB OF @ 2.00% MIN C6 11 0 6" SSCO #1 SHEETS IE=23.84 0 INSTALL 193 LF 6" DI SIDE SEWER @ 1.50% 0 6" SSCO #2 IE=26.66 (g 2,000 GALLONS GREASE INTERCEPTOR OR ry PER CITY OF TUKWILA Lij 00 DETAIL SS-14 OR EQ. LIJ cu RIM=28.87 rvo T"- 00 (g INSTALL 30 LF 6" DI SIDE SEWER U) cr) @ 2.00% MIN. WITH 6" SSCO (TFROM FOUNDATION) mjL < c:) F- �g INSTALL 107 LF 4" DI SD @ 0.50% 7_5 00 Lij V_ W a - AREA DRAIN WITH GRATE RIM=29.64 LU IE (E)=27.54 2 , C�I 00 Z (a INSTALL 26 LF 4" DI, CL 52 < Lij > Q REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION APPROVED JUN 18 2019 City of Tukwila PUBLIC Works ckly% nECFivEn CITY OF TUKWILA JUN 06 2019 PERMIT CENTER LEGEND PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE Know what's below. Cal I before you dig. - - - - - - - - - - - - - EXISTING EASEMENT LINE - - - - - - - LEVEE SETBACK LINE HORIZONTAL GRAPHIC SCALE20 10 0 10 20 SS SIDE SEWER LINE -SD STORM DRAIN LINEb* -W- WATERLINE BUILDING '41VI? cu)i9 LU 0 ILM 71) C E CO 0 O Ln 05 ul 0, o C8 z ::11 Lu < < (D F- -T: ci 7: 74 z U) Lu FU 0 W Z Lu 0 LU LU 0 z uj o � O E z 0 E CB #10 TYPE 2-54" SEE DETAIL ON SHEET C8 34' PLAN VIEW NTS INLET 8" ADS N12 ROOF DRAIN COLLECTOR CB #10 TYPE 2-54" V CONTROL & SOLID LOCKING LID SEE DETAIL THIS SHEET OUTLET TO CB #11 PROVIDE CONFINED SPACE SIGN PER OSHA REQUIREMENT (TYP. ALL RISERS) 36" ACCESS RISERS WITH LADDER (TYP) MEETING ALL REQUIREMENTS OF KC KC DWG. FIGURE 7-00 4'DIA PERFORATED — ADS N12 TANK TOP ELEV=26.50 BOTTOM ELEV=22.50 6" FREEBOARD — 7 Mm DESIGN MWSE=26.00—/ F_ Uj 0 Lu 0 L6" SEDIMENT STORAGE 2 LF 36" ADS N12 -SECTION A -A NTS ROUND MANHOLE COVER MARKED "DRAIN" WITH LOCKING BOLTS I t> LID 18" DIA CMP FABRICATED 0) TEE AND RISER (ALUMINUM) 3"X0.90" ALUMINUM PIPE SUPPORT STRAP SPACED AT 3.0'. ANCHOR TO WALL WITH %" —1v- 2.0'MIN STAINLESS ANCHOR BOLT I 1.0'MIN ® XOUTLET CMP COUPLING ------ IE (OUT)=23.00 04 12" REMOVABLE SECTION OF RISER TO BE ATTACHED WITH GASKETED BAND CV RESTRICTOR PLATE z 1.0" ORIFICE EL=21.00 I> SECTION NTS AIN CLEARANC ANY PORTIC 4CLUDING ELE OUTLET TO CB#11 ELBOW RESTRICTOR SEE DETAIL PLAN VIEW NTS INFLOW FROM CMP PIPE =19IN&MMI.TT100 14 LF 12" ADS N12 MH #1 (72" DIA.) - STO SOLID SOLID LOCKING LID — 100 YR MAX W.S. ELEV= 26.00 17 HANDHOLDS, STEPS OR LADDER — MEETING ALL REQUIREMENTS OF > KC DWG. FIGURE 7-006 LIFT HANDLE EXTEND TO MH COVER INLET PIPE IE (IN)=23.00 SHEAR GATE WITH CONTROL ROD FOR CLEANOUT/DRAIN KC DWG. FIGURE 7-026 COMPACTED BACKFIL 3/4" - 1 1/2" WASHED ROC BACKFILL FOR DRAIN ES: LOCATE LADDER & COVER TO PROVIDE 2.0' CLEARANCE FROM LADDER TO TEE AND PIPES. 2'MI1` Eli] APPROVED JUN 18 2019 City of Tukwila PUBLIC Works REFERENCE SHEET SHEET NO. 7 C7 OF 11 SHEETS m C/) ry 00 W (L Uj U) ED 00 V_ cl) >_ ry 00 m c/) -r zcj) ry F_ 0 C:) W,J W < 00 F— Z F_ LLJ U_ z LU -9 g 0,0 E 10 � 6 .2 N W cq 0 LI) 0 Ln M LU rn C1 LuN z < z < z z -T: 0 2E m 0 0 OD m - LL uj z cc) 0 LU z U) Lu Lu (TYP) EFOR CROSS SE CTIO REVIEWED ODE''COMPLIANCE RECEIVED NTS APPROVED CITY OF TUKWILA JUL 17 2019 MAR 06 2019 City of Tuk-wilia. PERMIT CENTER m BUILDING DIVISION )Iqcp (MV0 BUILDING PERMIT SET 3-4-2019 C5 I p p ° OUTLET SUMP n D pa D . p o D 0 A e L��- -gyp ,t L - - --� - OUTLET pp-- � L 0 Dn , - - D D ° TOP SLAB ACCESS D D° . D SEE FRAME AND COVER DETAIL (84") O.D. 72" I.D. MANHOLE STRUCTURE PLAN VIEW STANDARD OUTLET RISER FLOWKIT: 42A CONTRACTOR TO GROUT TO D D D e FLOATABLES BAFFLE - D a INLET PIPE c n' a a p D D D STORMFILTER CARTRIDGE L HOPE OUTLET RISER FLOWKIT OUTLET SUMP SECTION A -A � WW o>z U?Fiin W J N Z 0ZO 0-O =?0 STORMFILTER DESIGN NOTES STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES, THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (3). VOLUME SYSTEM IS ALSO AVAILABLE WITH MAXIMUM 3 CARTRIDGES. 048" MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.0 CFS. IF THE SITE CONDITIONS EXCEED 1.0 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. r - - - - - - - - - - CARTRIDGE SELECTION I CARTRIDGE HEIGHT 27" 18" LOW DROP RECOMMENDED HYDRAULIC DROP (H) 3.05' 2.3' 1.8' SPECIFIC FLOW RATE (gpm/sf} 2 gpm/ft' 1 1 gpm/ft' o 2 gpm/ft' I 1 gpm/ft' 2'gpm/ft' 1 1 gpmt8' CARTRIDGE FLOW RATE (gpm) 22.5 1 11.25 15 1 7.5 10 5 1.-- -J FRAME AND COVER (DIAMETER VARIES) N.T.S. GENERALNOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 5' AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO. 6. FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft). INSTALLATION NOTES 1. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2, CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE(S). 5. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8 INCHES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID MH #1 WATER QUALITY FLOW RATE (CIS) 0.81 PEAK FLOW RATE (cfs) 0.688 RETURN PERIOD OF PEAK FLOW (yrs) 100 # OF CARTRIDGES REQUIRED 7 CARTRIDGE. FLOW RATE 11.25 GPM MEDIA TYPE CSF, PERLITE,:ZPG, GAG PHS) ZPG PIPE DATA: LE. `MATERIAL DIAMETER INLET PIPE #1 25.58 DI 12" INLET PIPE #2 25.58 DI 12" OUTLET PIPE 23.57 ADS N12 12" RIM ELEVATION 29.08 ANTI -FLOTATION BALLAST WIDTH HEIGHT NOTES/SPECIAL REQUIREMENTS: STORMFILTER FACILITY LOCATED DOWNSTREAM OF DETENTION PER ENGINEER OF RECORD copmeff www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX APPROVED JUN 18 2019 t;i4y of Tukwila PUBLIC Worrkks_ `''i`YY\ PROPERTY LINE PLUGGED CLEAN OUT (TOTAL 9V REQUIRES CLEAN OUT) LONG SWEEP w BEND z PLUGGED CLEAN OUT ADDRESS O (WYE) a z A. SOIL PIPE ADAPTER 4' MIN. SEWER PIPE J w ExIsnNG t5o'MAX SEPTIC 36 C RAY INSPECTION TEE AT LINE I- CITY RAN LINE CLEAN OUT B' PLUG s•xs•,:a•wYE B'SEWERPIPE STREET SEWER MAIN NOTES: SADDLE AT EXISTING MAIN 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 19 HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. 4. STANDARDS FOR SEWER MAIN APPLY TO CONNECTIONS LONGER THAN 1 50'FROM THE MAIN. SEE CHAPTER 8. 'al NOT TO SCALE SHEET: "------ RESIDENTIAL SEWER c,SANITARY SIDE E Tukwila REvistoxst: 08,03 RE SIS-02usrreeastoN; ---.- City ® 12,04 APPRom B. SHELTON 40.1 ,"''MDE SO. 1R.. PLAN VIEW ELEVATION CAST IRON RING AND COVER -"TONAL Y'' 3 & EXPIRES: �RNISH RACE �•, •-}4 PLUG iz'olA aaa^ FIBRE JOINT PACKING 45° SENDD-7 CODE COMPLIAN E APPROVED I (z 'JUL 17 2019 0 t= - E City of Tukwila BUILDING DIVISI N <n w Q t z ____ ______ ___ ; CITY OF TUKV IL o SIDE SEWER-------- =i A MAR 06 201 :--------------- � PERMIT CEN ER REFERENCE SHEET SHEET NO. 8 CQ OF 11 SHEETS iz •• 1 � _ 1 •• 1 IL cD• 00. 1 c :U Palc a w 1U G gmg N " 00 0 �, N O eyi VTU� 0 � 9 �nN F � p O z z 8 v.I- cz z Q Q S2 rn a a CL i- H=Z Y Y S S O (� m m > tr 000 p m o z w g rn w O w = _ O 0 U 0- ►-mom Im • w 0 r: 6i 0 3" COMPACTED DEPTH CLASS B ASPHALT CONCRETE PAVEMENT 6" COMPACTED DEPTH CRUSHED SURFACING BASE COURSE ASPHALT PAVEMENT SCALE: NONE 6-0" 24" #4 REBAR — ANCHOR PINS, 2 EACH c"I 8'-0" MIN. SEE PLAN 4" WIDE YELLOW PAINTED STRIPE PRE -CAST WHEEL STOP/ r— I PRE -CAST WHEEL STOP SCALE: NONE 6" EXPANSION JOINT 61 5" CEMENT CONC. SIDEWALK 1 0.05 FT,/FT. A 3" MIN. CRUSHED SURFACING BASE COURSE V-15" MOTE: TOP OF LIP AT DRIVEWAYS. CEMENT CONCRETE CURB AND GUTTER SCALE: NONE CONCRETE PAVER MIN. 3 Y8" THICK 1 Y2" TO 2" SAND BEDDING COURSE 6" AGGREGATE BASE CONC. PAVER DETAIL o� SCALE: NONE 8'-0" MIN, 6-0" TO 8'-0" SEE PLAN 4" WIDE WHITE PAINTED STRIPE (TYP) PRE -CAST WHEEL STOP 7 7— ADA ACCESSIBLE PARKING SIGN (TYP) —IMF— HANDICAP PARKING STALLS SCALE: NONE V-6" RESERVED PARKING STATE DISABLED PARKING PERMIT REQUIRED FACE OF CURB 6 Y2" 1/2" R --, Pi_,,; /-- 11" "R CEMENT CONC. TRAFFIC CURB DETAIL PER WSDOT STANDARD PLAN F-10.12-03 SCALE: NONE GRIND AND OVERLAY DETAIL rA SCALE: NONE STAINLESS STEEL FASTENERS ADA ACCESSIBLE PARKING SIGN I O Lo z E: 0 9 zo TOP OF ASPHALT TO PAVEMENT SCALE: NONE CROSSWALK PATH STRIPING 14 SCALE: NONE 6" In" MIN =a I LIJ 014 a�� wy, 1:4 g k d1*191 g A;1:1 I SCALE: NONE WHITE PAINT .TRAFFIC ARROWS 15 SCALE: NONE SEAL JOINT PAVEMENT RESTORATION LIMITS MINIMUM 3" CLASS "B" ACP (COMPACTED DEPTH) EXISTING ACP 1.0'BACK FROM EDGE OF TRENCH _\ (T MIN. WIDTH) OR MATCH EXISTING WHICHEVER IS GREATER FF -0 Z15 z, 1, -- '0 - - - - - - - - -- - jev To yx a IV' YW -xv), EXISTING BASE NATIVE SUBBASE - 5/8" MINUS BACKFILL FOR TRENCH' ":,2 7 T ACP TRENCH RESTORATION NOTES: APPROVED 1. FOR TRENCHES LESS THAN 18" WIDE, USE 100% CDF FOR TRENCH J BACKFILL. UN 18 2019 City Of Tukwila 2. FOR TRENCHES GREATER THAN 18" WIDE, ALL BACKFILL IN RIGHT-OF-WAY PUBLIC Works SHALL BE MIN. CSTC. TRENCH RESTORATION _C1, alit, RECEIVED I o SCALE: NONE REVIEWED FOR CITY w vagtYll A CODE COMPLIANCE MAR 06 2019 APPROVED JUL 17 2019 PERMIT CENTER City Of Tukwila BUILDING DIVISION i BUILDING PERMIT SET 3-4-2019 REFERENCE SHEET SHEET NO. 9 C9 OF 11 SHEETS • 11 57A" H. QF WA 2815 �SSION L (0) all c uj I& I u c m c -9 00 ZW , ,000 E Q ':3 Zv 0 r-j (f) Lo Q ,9 In V) F- LU z z LLI z z < < cn L2 A a- _ z 0 W 0 cn 0 m 0 (n LLJ of Lu SIDEWALK 3/8" EXPANSION JOINT (TYP.) LANDING A 6' SIDEWALK 8.3% MAX. 6' 6' io 3/8" EXPANSION JOINT (TYP.) i- SIDEWALK DETECTABLE WARNING SURFACE L DETECTABLE WARNING SURFACE - SEE DETAIL THIS SHEET SEE DETAIL THIS SHEET FACE OF CURB CROSSWALK DEPRESSED CURB & GUTTER PLAN VIEW TYPE PARALLEL B (A�, 15'-0" MAX GRADE BREAK CURB RAMP 3/8" EXPANSION JOINT (TYP.) DETECTABLE WARNIN( PATTERN AREA SHALL BE YELLOW 5'-0" 3/8" EXPANSION JOINT (TYP.) LANDING I I /J- SEE NOTE I CURB 6N -� / / Z SIDEWALK CURB & GUTTER --/ CURB RAMP 6'-0" FACE OF CUR 5'-0" GRADE BREAK 2.0% MAX. SECTION n A RAMPB . I A B DETECTABLE WARNING SURFACE - SEE DETAIL THIS SHEET rL DEPRESSED CURB & GUTTER CROSSWALK PLAN VIEW TYPE PARALLEL B PEDESTRIAN CURB - SEE NOTE 6 CEMENT CONCRETE PEDESTRIAN CURB - SEE NOTE 6 MIN, MAX. -+ T I O A 1 5/8' 2 3/8" PLAN B 5/8" 1 112" Co C 7 3/ M D 7/8/8" 1 7/16" I - D ELEVATION TRUNCATED DOMES DETECTABLE WARNING PATTERN DETAIL DETECTABLE WARNING SURFACE -- SEE DETAIL THIS SHEET i 5'-0" 1 2.0% MAX. W w LANDING SECTION (A REFERENCE SHEET SHEET NO. 10 THIS PATTERN AREA SHALL RAMP G10 OF CEMENT CONCRETE BE YELLOW IN COLOR B 11 SHEETS WALKWAY RAMP , AI 3/8" EXPANSION JOINT 6' `�A RAMP _ CEMENT CONC. WALKWAY 2' MIN. MAX. a B 1.60" 2.40' PLAN B 0.65" — Q H Y C 0.45" 0.90" w C CL Uj 0 J I D 0 90° 1.40" I (n W ono A �' E o.20" 0.20° LY_ W D �=Q DETECTABLE WARNING ELEVATION < in PATTERN (SEE DETAIL) TRUNCATED DOMES QO Q z ASPHALT PARKING DETECTABLE WARNING LU r Q CEMENT LOT AREA PATTERN DETAIL LLI -- a) CONCRETE CURB r- � & GUTTER PLAN VIEW 2 o WALKWAY RAMP 3/8" EXPANSION JOINT 6-0" Q pp O PLAN CEMENT RAMP Z CONCRETE 2-0 io LANDING W �. WALKWAY t�H.p > to - GRADE BREAK COUNTER SLOPE TOP OF 5 0%, MAY ROADWAY DEPRESSED DEPRESSED CURB & GUTTER PARALLEL CURB RAMP DETAIL PER WSDOT STANDARD PLAN F-40.12-03 SCALE: NONE 1 • "g Kom mia -urr S ALE: NONE NOTES 1. PROVIDE A SEPARATE CURB RAMP FOR EACH MARKED OR UNMARKED CROSSWALK. CURB RAMP LOCATION SHALL BE PLACED WITHIN THE WIDTH OF THE ASSOCIATED CROSSWALK, OR AS SHOWN IN THE CONTRACT PLANS. 2. WHERE "GRADE BREAK" IS CALLED OUT, THE ENTIRE LENGTH OF THE GRADE BREAK BETWEEN THE TWO ADJACENT SURFACE PLANES SHALL BE FLUSH. 3. DO NOT PLACE GRATINGS, JUNCTION BOXES, ACCESS COVERS, OR OTHER APPURTE- NANCES IN FRONT OF THE CURB RAMP OR ON ANY PART OF THE CURB RAMP OR LANDING. 4. THE CURB RAMP MAXIMUM RUNNING SLOPE SHALL NOT REQUIRE THE RAMP LENGTH TO EXCEED 15 FEET TO AVOID CHASING THE SLOPE INDEFINITELY WHEN CONNECTING TO STEEP GRADES. WHEN APPLYING THE 15-FOOT MAX. LENGTH, THE RUNNING SLOPE OF THE CURB RAMP SHALL BE AS FLAT AS FEASIBLE. 5. CURB RAMP, LANDING, AND FLARES SHALL RECEIVE BROOM FINISH. SEE WSDOT STANDARD SPECIFICATIONS 8-14. 6. PEDESTRIAN CURB MAY BE OMITTED IF THE GROUND SURFACE AT THE BACK OF THE CURB RAMP AND/OR LANDING WILL BE AT THE SAME ELEVATION AS THE CURB RAMP OR LANDING AND THERE WILL BE NO MATERIAL TO RETAIN. LEGEND SLOPE IN EITHER DIRECTION "CEMENT CONCRETE CURB RAMP ISOMETRIC VIEW TYPE PARALLEL B PAY LIMIT DETECTABLE WARNING J PATTERN (SEE DETAIL) SECTION JUN 18 2019 City of Tukwila PUBLIC Works M, GRADE POINT 1"R WIDTH AS SPECIFIED ON DRA1 6" SCORE LINE rr FT FINISH GRADE CEM. CONC-/ I 1' \ (-COMPACTED SUBGRADE -6" \`{� THICKENED EDGE .QC m w 1V W N c � W N No ,U =O N N Ln V a CD 0 � � � . 9 Ln Ln t- LUa, L O z z Q q cn rn v= a= Y Y = Z o m Ci m O } 0 z IJ.�,L.. z z Y 0 a p U d z 0 L) U) w 0 z 0 w w NOTES 1. "H" SHALL BE 6" FROM FINISHED ROADWAY GRADE UNLESS OTHERWISE SPECIFIED. SIDEWALK WITH THICKENED EDGE 8 SCALE: NONE REVIEWED FOR RECEIVED CODE COMPLIANCE CITY OF TUKWILA APPROVED m JUL 17 2019 MAR 06 2019 PERMIT CENTER a City of Tukwila o [4p BUILDING DIVISION z bUILURG PERMIT SET 3-4-2019 ui E o 0 to 6" RISER SECTION EX 10BARE NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5•-0". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAYBE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE, PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2" PER FOOT 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS-06, 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. NOT TO SCALE IIIIIll 0140IN I City of TYPE I SHEET: DS-01 Tukwila REVISION #1: 08.03 1 @ APPROVAL: B.SHELTON 0 DIM_ -A" -CLEA11ACCESSOPENINGS DI CONCRETE SLOT BOTH SIDES 2'VENTLI E. PLAN VIEW CONNECTTO BUILDINGVENT [24'DIA, LOCKING FRAME &COVER 2'CR LARGER ADJUST, AIR I GAS TIGHT 3 PLCS (2 PEGS ON 577-GA) I' MIN r -94M INLET ou,," L GROUT L AROUND BOTH SIDES V3LENGTH 1rJ LENGTH NOTES: SECTION A -A 1, REFER TO CHAPTER 8 OF THESE STANDARDS. 2. CONCRETE: 28 DAY COMPRESSIVE STRENGTH Fc = 4500 PSI 3. REBAR: ASTMA-615 GRADE 60. 4. MESH: ASTMA-185 GRADE 65. 4. DESIGN: AC141883 BUJILDING CODE ASTM C-857 *MINIMUM STRUCTURAL DESIGN LOADING FOR MONOLITHIC OR SECTIONAL PRECAST CONCRETE WATERAND WASTEWATER STRUCTUREW. 5 LOADS: H-20 TRUCK WHEEL WITH 30% IMPACT PER AASHTO. 6 FILL WITH CLEAN WATER PRIOR TO START UP OF SYSTEM. 7 CONTRACTOR TO SUPPLY & INSTALL ALL PIPING & SAMPLING TEES. 8. ONLY GRAY WATER, EXCEPT DISHWASHERS. BLACK WATER SHALL BE CARRIED BY SEPARATE SIDE SEWER. -SIZING CHART - DESIGN Number Of Meals X Waste Flow X Retention X Storage Capacity FORMULA: Per Peak Hours Rate Time Factor In Gallons ",F;M"F;FV_r1 WnTMV NOT TO SCALE GREASE INTERCEPTOR City of SINGLE VAULT WITH DOUBLE BAFFLE .p SHEET. SS-14 Tukwila RevisioN#i: 08.03 1 LAsTstmiom: 04.08 APPROVAL' BOB GIBERSON, CITY ENGINEER LLI ON x C8 z z LU < :) z z < = = cn gCL 8- Z F- APPROVED JUN 18 2019 City of Tukwila PUBLIC Works 4+11 FRAME AND GRATE OR RING AND COVER RISER OR ADJUSTMENT 4-IIII.TO16'MAX 2E * MAX FRONT SLAB COVER FIT . . . . . . . . . . . . . . . 20'X24'OR STEPS AND LADDER 24'DIAMETER 48, SC OR 6D' 'B'(IZ 4 MST IN PLACE 1 PRECAST REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) MORTAR FILLET Z MIN. GAS SO INIFT IN EACH DIRECTION FOR 48* 0.19 SO IN/FT IN EACH DIRECTION FOR SV 7q 0.26 80 IN/PT IN EACH DIRECTION FOR W 4�W DIA4�r tj I i 54' DWO' (VARIES) V PRECAST 13ASEVMH INTEGRAL RISER 67 DK t GRAVEL SACKFILL FOR PIPE BEDDING, V S' MIN. COMPACTED DEPTH. FOR PRECAST *FOR SEPARATE BASES ONLY. CAST IN PLACE SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE REINFORCING STEEL (FOR SEPARATE BASE ONLY) '0* RING 0-23 SO INIFT IN EACH DIRECTION FOR48' OAS SQ:NIIFT IN EACH DIRECTION FOR W 0.25 So NIFT N EACH FORGO" PRECAST BASE JOINT DETAIL SECTION HANDHOLDS Max) DIRECTION NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 15"MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B"IS 41 OR LESS. REFER TO DS-10C AND DS-1 1 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IS 36" FOR 48' CATCH BASIN, 42' FOR 54' CATCH BASIN, AND 46'FOR 60"CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, V MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS-06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE t;A I IL;H IISAWN cityof TYPE 2 (48-154!'160-) # SHEET. DS-02 Tulovild REVISION#1: 08.03 1 LASTREVISION; 04.08 . @ APPROVAL- BOB GIBERSON, CITY ENGINEER If- $PADS I-1Vx314*xI1W _LETT A TOP VIEW I-W ISM* 3' A, SEE SECTION 2 0' [ 1_60 SECTION A -A BE RECESSED 1116' I ,,, _F- 2W J s,' • DETAIL SLOT DETAIL LOCKING LID B-B SECTION NOTES: 1, WELDING IS NOT PERMITTED. 2. DIMENSIONS SHALL HAVE A:0116" 3. EDGES SHALL HAVE 1/8' RADIUS AND CHAMFER OR COMPLETE DEBURRING. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. LETTERING TO BE RECESSED 1/16". 5. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING, TO STREAM, DUMP NO POLLUTANTS*, ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA. S. LOCKING LID REQUIRED. TOLERANCE. 118° 4. "OUTFACE VANE DETAIL SECTION C-C REFERENCE SHEET SHEET NO. 11 cil OF 11 SHEETS DRAINS TO CATCH BASIN MARKING NOT TO SCALE I t;A I UH 1:11AUIN & INLET VANED GRATE city SHEET. DS- 8 Tukwjja REVISIONI"; 08.03 LAST REVISION: 04.08 @ APPROVAL: BOB GIBERSON, CITY ENGINEER I FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION REVIEWED 0 ci (0 Z 0 03 0 00 RLu z z Lu en LU UJI I = a 0 0 CL PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) PERMIT CENTER a 1-1 ZUMAR INDUSTRIES HOTTAPE —APPROVED EQUAL NO DUMPINGI STREAM 51 1 20' 1 12" RISER SECTION i cV n. RECEIVED CITY OF TUKWILA MAR 06 2019 BUILDING PERMIT SET 3-4-2019 S; C '000 E (7, c' C5 M n L APPROVED JUN 18 2019 City of Tukwila PUBLIC Works 4+11 FRAME AND GRATE OR RING AND COVER RISER OR ADJUSTMENT 4-IIII.TO16'MAX 2E * MAX FRONT SLAB COVER FIT . . . . . . . . . . . . . . . 20'X24'OR STEPS AND LADDER 24'DIAMETER 48, SC OR 6D' 'B'(IZ 4 MST IN PLACE 1 PRECAST REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) MORTAR FILLET Z MIN. GAS SO INIFT IN EACH DIRECTION FOR 48* 0.19 SO IN/FT IN EACH DIRECTION FOR SV 7q 0.26 80 IN/PT IN EACH DIRECTION FOR W 4�W DIA4�r tj I i 54' DWO' (VARIES) V PRECAST 13ASEVMH INTEGRAL RISER 67 DK t GRAVEL SACKFILL FOR PIPE BEDDING, V S' MIN. COMPACTED DEPTH. FOR PRECAST *FOR SEPARATE BASES ONLY. CAST IN PLACE SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE REINFORCING STEEL (FOR SEPARATE BASE ONLY) '0* RING 0-23 SO INIFT IN EACH DIRECTION FOR48' OAS SQ:NIIFT IN EACH DIRECTION FOR W 0.25 So NIFT N EACH FORGO" PRECAST BASE JOINT DETAIL SECTION HANDHOLDS Max) DIRECTION NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 15"MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B"IS 41 OR LESS. REFER TO DS-10C AND DS-1 1 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IS 36" FOR 48' CATCH BASIN, 42' FOR 54' CATCH BASIN, AND 46'FOR 60"CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, V MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS-06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE t;A I IL;H IISAWN cityof TYPE 2 (48-154!'160-) # SHEET. DS-02 Tulovild REVISION#1: 08.03 1 LASTREVISION; 04.08 . @ APPROVAL- BOB GIBERSON, CITY ENGINEER If- $PADS I-1Vx314*xI1W _LETT A TOP VIEW I-W ISM* 3' A, SEE SECTION 2 0' [ 1_60 SECTION A -A BE RECESSED 1116' I ,,, _F- 2W J s,' • DETAIL SLOT DETAIL LOCKING LID B-B SECTION NOTES: 1, WELDING IS NOT PERMITTED. 2. DIMENSIONS SHALL HAVE A:0116" 3. EDGES SHALL HAVE 1/8' RADIUS AND CHAMFER OR COMPLETE DEBURRING. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. LETTERING TO BE RECESSED 1/16". 5. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING, TO STREAM, DUMP NO POLLUTANTS*, ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA. S. LOCKING LID REQUIRED. TOLERANCE. 118° 4. "OUTFACE VANE DETAIL SECTION C-C REFERENCE SHEET SHEET NO. 11 cil OF 11 SHEETS DRAINS TO CATCH BASIN MARKING NOT TO SCALE I t;A I UH 1:11AUIN & INLET VANED GRATE city SHEET. DS- 8 Tukwjja REVISIONI"; 08.03 LAST REVISION: 04.08 @ APPROVAL: BOB GIBERSON, CITY ENGINEER I FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION REVIEWED 0 ci (0 Z 0 03 0 00 RLu z z Lu en LU UJI I = a 0 0 CL PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) PERMIT CENTER a 1-1 ZUMAR INDUSTRIES HOTTAPE —APPROVED EQUAL NO DUMPINGI STREAM 51 1 20' 1 12" RISER SECTION i cV n. RECEIVED CITY OF TUKWILA MAR 06 2019 BUILDING PERMIT SET 3-4-2019 S; C '000 E (7, c' C5 M n L FRAME AND GRATE OR RING AND COVER RISER OR ADJUSTMENT 4-IIII.TO16'MAX 2E * MAX FRONT SLAB COVER FIT . . . . . . . . . . . . . . . 20'X24'OR STEPS AND LADDER 24'DIAMETER 48, SC OR 6D' 'B'(IZ 4 MST IN PLACE 1 PRECAST REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) MORTAR FILLET Z MIN. GAS SO INIFT IN EACH DIRECTION FOR 48* 0.19 SO IN/FT IN EACH DIRECTION FOR SV 7q 0.26 80 IN/PT IN EACH DIRECTION FOR W 4�W DIA4�r tj I i 54' DWO' (VARIES) V PRECAST 13ASEVMH INTEGRAL RISER 67 DK t GRAVEL SACKFILL FOR PIPE BEDDING, V S' MIN. COMPACTED DEPTH. FOR PRECAST *FOR SEPARATE BASES ONLY. CAST IN PLACE SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE REINFORCING STEEL (FOR SEPARATE BASE ONLY) '0* RING 0-23 SO INIFT IN EACH DIRECTION FOR48' OAS SQ:NIIFT IN EACH DIRECTION FOR W 0.25 So NIFT N EACH FORGO" PRECAST BASE JOINT DETAIL SECTION HANDHOLDS Max) DIRECTION NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 15"MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B"IS 41 OR LESS. REFER TO DS-10C AND DS-1 1 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IS 36" FOR 48' CATCH BASIN, 42' FOR 54' CATCH BASIN, AND 46'FOR 60"CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, V MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS-06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE t;A I IL;H IISAWN cityof TYPE 2 (48-154!'160-) # SHEET. DS-02 Tulovild REVISION#1: 08.03 1 LASTREVISION; 04.08 . @ APPROVAL- BOB GIBERSON, CITY ENGINEER If- $PADS I-1Vx314*xI1W _LETT A TOP VIEW I-W ISM* 3' A, SEE SECTION 2 0' [ 1_60 SECTION A -A BE RECESSED 1116' I ,,, _F- 2W J s,' • DETAIL SLOT DETAIL LOCKING LID B-B SECTION NOTES: 1, WELDING IS NOT PERMITTED. 2. DIMENSIONS SHALL HAVE A:0116" 3. EDGES SHALL HAVE 1/8' RADIUS AND CHAMFER OR COMPLETE DEBURRING. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. LETTERING TO BE RECESSED 1/16". 5. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING, TO STREAM, DUMP NO POLLUTANTS*, ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA. S. LOCKING LID REQUIRED. TOLERANCE. 118° 4. "OUTFACE VANE DETAIL SECTION C-C REFERENCE SHEET SHEET NO. 11 cil OF 11 SHEETS DRAINS TO CATCH BASIN MARKING NOT TO SCALE I t;A I UH 1:11AUIN & INLET VANED GRATE city SHEET. DS- 8 Tukwjja REVISIONI"; 08.03 LAST REVISION: 04.08 @ APPROVAL: BOB GIBERSON, CITY ENGINEER I FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION REVIEWED 0 ci (0 Z 0 03 0 00 RLu z z Lu en LU UJI I = a 0 0 CL PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) PERMIT CENTER a 1-1 ZUMAR INDUSTRIES HOTTAPE —APPROVED EQUAL NO DUMPINGI STREAM 51 1 20' 1 12" RISER SECTION i cV n. RECEIVED CITY OF TUKWILA MAR 06 2019 BUILDING PERMIT SET 3-4-2019 S; C '000 E (7, c' C5 M n L SECTION HANDHOLDS Max) DIRECTION NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 15"MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B"IS 41 OR LESS. REFER TO DS-10C AND DS-1 1 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IS 36" FOR 48' CATCH BASIN, 42' FOR 54' CATCH BASIN, AND 46'FOR 60"CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, V MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS-06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE t;A I IL;H IISAWN cityof TYPE 2 (48-154!'160-) # SHEET. DS-02 Tulovild REVISION#1: 08.03 1 LASTREVISION; 04.08 . @ APPROVAL- BOB GIBERSON, CITY ENGINEER If- $PADS I-1Vx314*xI1W _LETT A TOP VIEW I-W ISM* 3' A, SEE SECTION 2 0' [ 1_60 SECTION A -A BE RECESSED 1116' I ,,, _F- 2W J s,' • DETAIL SLOT DETAIL LOCKING LID B-B SECTION NOTES: 1, WELDING IS NOT PERMITTED. 2. DIMENSIONS SHALL HAVE A:0116" 3. EDGES SHALL HAVE 1/8' RADIUS AND CHAMFER OR COMPLETE DEBURRING. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. LETTERING TO BE RECESSED 1/16". 5. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING, TO STREAM, DUMP NO POLLUTANTS*, ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA. S. LOCKING LID REQUIRED. TOLERANCE. 118° 4. "OUTFACE VANE DETAIL SECTION C-C REFERENCE SHEET SHEET NO. 11 cil OF 11 SHEETS DRAINS TO CATCH BASIN MARKING NOT TO SCALE I t;A I UH 1:11AUIN & INLET VANED GRATE city SHEET. DS- 8 Tukwjja REVISIONI"; 08.03 LAST REVISION: 04.08 @ APPROVAL: BOB GIBERSON, CITY ENGINEER I FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION REVIEWED 0 ci (0 Z 0 03 0 00 RLu z z Lu en LU UJI I = a 0 0 CL PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) PERMIT CENTER a 1-1 ZUMAR INDUSTRIES HOTTAPE —APPROVED EQUAL NO DUMPINGI STREAM 51 1 20' 1 12" RISER SECTION i cV n. RECEIVED CITY OF TUKWILA MAR 06 2019 BUILDING PERMIT SET 3-4-2019 S; C '000 E (7, c' C5 M n L t;A I IL;H IISAWN cityof TYPE 2 (48-154!'160-) # SHEET. DS-02 Tulovild REVISION#1: 08.03 1 LASTREVISION; 04.08 . @ APPROVAL- BOB GIBERSON, CITY ENGINEER If- $PADS I-1Vx314*xI1W _LETT A TOP VIEW I-W ISM* 3' A, SEE SECTION 2 0' [ 1_60 SECTION A -A BE RECESSED 1116' I ,,, _F- 2W J s,' • DETAIL SLOT DETAIL LOCKING LID B-B SECTION NOTES: 1, WELDING IS NOT PERMITTED. 2. DIMENSIONS SHALL HAVE A:0116" 3. EDGES SHALL HAVE 1/8' RADIUS AND CHAMFER OR COMPLETE DEBURRING. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. LETTERING TO BE RECESSED 1/16". 5. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING, TO STREAM, DUMP NO POLLUTANTS*, ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA. S. LOCKING LID REQUIRED. TOLERANCE. 118° 4. "OUTFACE VANE DETAIL SECTION C-C REFERENCE SHEET SHEET NO. 11 cil OF 11 SHEETS DRAINS TO CATCH BASIN MARKING NOT TO SCALE I t;A I UH 1:11AUIN & INLET VANED GRATE city SHEET. DS- 8 Tukwjja REVISIONI"; 08.03 LAST REVISION: 04.08 @ APPROVAL: BOB GIBERSON, CITY ENGINEER I FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION REVIEWED 0 ci (0 Z 0 03 0 00 RLu z z Lu en LU UJI I = a 0 0 CL PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) PERMIT CENTER a 1-1 ZUMAR INDUSTRIES HOTTAPE —APPROVED EQUAL NO DUMPINGI STREAM 51 1 20' 1 12" RISER SECTION i cV n. RECEIVED CITY OF TUKWILA MAR 06 2019 BUILDING PERMIT SET 3-4-2019 S; C '000 E (7, c' C5 M n L i cV n. RECEIVED CITY OF TUKWILA MAR 06 2019 BUILDING PERMIT SET 3-4-2019 S; C '000 E (7, c' C5 M n L n. RECEIVED CITY OF TUKWILA MAR 06 2019 BUILDING PERMIT SET 3-4-2019 S; C '000 E (7, c' C5 M n L 13 g 33" WIDTH REQD (34"CLR PROVIDED) J47, XIT # FEC CLASSROOM 220 07 42 SF 2II OCC I I I I mum IIIIII4"/r.-"--,-------- — — — — — — I , CLASSROOM I ( oG I I stasF I I CLASSROOM os 514 SF 2G OCC ------------ CLASSROOM 04 514 SF -zG OCC MAX TRAVEL DIST, 100 ---- MAX TRAVEL DIST: 94 CLASSROOM 03 14 SF 2G OCC CLASSROOM 02 s14 sF 2G occ CLASSROOM of 54G SF 2a OCC CO FEC I I 1 I 1 I 1 I ®j I MAX TRAVEL DISP. 145' CORR c�' r� o CLASSROOM) CLASSROOM 10 za7 sr- 1 it zaz sF 75 OCC I 75 OCC 1 E I R R MAX TRAVEL DIST. 164' CLASSROOM 3 706 SF 3G OCC CLASSROOM 4 3a6 SF 20 OCC UNISEX qI COPY/DOC OFFICE 18.75" WIDTH READ (42" CLR PROVIDED) � WALK-IN MECH. ROOM FREEZER NURSE OFFICE OFFICE OFFICE 32 37n p 28 29 30 31 793 SF G7 SF CLASSROOM 1z1 sF 9s sF zG sF 2a sF occ 0g '2 OCC 2 OCC 2 OCG 2 OCC -- 305 SF H 6 0CC PANTRY 38 CORR I—--------- --—raR----------------------- zs7 sF ' LI ; FEC --------- --- ' BOYS I TV isi3sF MAX TRAVEL DIST 134' r' nJ CLASSROOM CORK CLASSROOM 6 0 CLASSROOM 107 183 SF I G OCC 3 M 2G OCC A g GIRLS ti z13 sF CORK II s3�sF FEC FEC ELECT. II ' 27 59 5F { I CLASSROOM CLASSROOM a1 439 SF 19 440 SF I) TE zz occ zz occ II 26 595FSIGN 1 0FED INDICATING: �— OCCUPANCY LIMITED TO 506 PERSONS CLASSROOM 5 383 5F 20 OCC FEC ENTRY I 1otA ( 790 sF I_—__--- i---------------------- 507 (507 = 50% OF BUILDING'S TOTAL OCCUPANT LOAD) 77" WID H REQD ® (144" CLR PROVIDED) VESTIBULE 00 82 SF XIT #1 - MAIN EXI ( 253 _---- I I FEC I 0 I CLASSROOM CLASSROOM za 429 SF 1 ( zt 425 SF qq) 22 OCC ( 22 OCC I fl I II MAX TRAVEL DIST: 185' ----------------------------------------j I ---------' WALK-IN COOLER t 9G SF 37A ELECT. EXITING NOTES 39 t ao sF � 0 1 I I I I I I I I i KITCHEN 40 � I leocc I FEC DINING 41 5,771 SF 385 OCC WHEN FULLY OPEN: FEC 1. CONSTRUCTION TYPE: V-B 2. SPRINKLERS: Yes, NFPA13 3. REQUIRED EXIT DOOR WIDTH: 0.15 inches per occupant (IBC 1005.3.2.1). Minimum door width 32 inches. (IBC 1010.1.1) 4. MAXIMUM EXIT ACCESS TRAVEL DISTANCE: 215 FT from SE comer of dining area. (250 FT allowed per IBC table 1017.2) 5. REQUIRED CORRIDOR WIDTH: Minimum 44 inches Clear Corridor Width Required (IBC 1020.2) Minimum .15 inches per Occupant (IBC 1005.3.2.1)) 6. Thresholds at doorways shall not exceed .5" above the finished floor or landing. (IBC 1010.1.7) 7. Egress doors shall be readily openable from the egress side without the use of a key or any special knowledge or effort. (IBC1010.1.9) 8. Door handles, pulls, latches, locks, and other operating devices required to be accessible by Chapter 11 shall be installed between 34" and 48" above the floor surface and shall not require tight grasping, pinching or twisting of the wrist to operate. (IBC 1010.1.9.1 and 1010.1.9.2) 9. Exit and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Exit sign placement shall be such that no point in an exit access corridor is more than 100' or the listed viewing distance for the sign, whichever is less. (IBC 1013.1); Exit signs shall be internally or externally illuminated. 10. A tactile sign stating EXIT in raised characters and Braille and complying with ICC At17.1 shall be provided adjacent to each door leading to the exit discharge. (IBC XIT # 1013.4). 12.75" WIDTH REQD 11. The means of egress, including the exit discharge, shall be illuminated at all times (42" CLR PROVIDED) the building space served by the means of egress is occupied. The illumination level shall not be less than 1 foot-candle at the walking surface level. (IBC 1008.2 AND 1008.2.1) 12. Emergency fighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle and a minimum at any point of 0.1 foot-candle. (IBC 1008.3.5). 13. In the event of a power failure an emergency electrical system shall automatically illuminate the following areas (IBC 1008.3.1): -Aisles Corridors -Vestibules and areas on the level of discharge used for exit discharge -Electrical Equipment Rooms -Fire Pump Rooms 14. Length of dead end in corridor shall not exceed 50 feet. (IBC 1020.4.2) 85 VM XIT # 5"WIDTH REQDCLR PROVIDED) MAX TRAVEL DIST: 215' --------------F LEGEND INDICATES THE NUMBER OF OCCUPANTS AT EACH EXIT ®� SIGN / DIRECTIONAL SIGN wtIT EMERGENCY LIGHTINGEXIT EMERGENCY LIGHTING --- PATH OF EGRESS FOR TRAVEL DISTANCE FEC FIRE EXTINGUISHER CABINET FE FIRE EXTINGUISHER CODE COMPLIANCE APPROVED r JUL 17 2019 City of Tukwila BUILDING DIVISION E 7 O N d- m I— tJJ H ce W CL 17) Z m iY Q 00 Cn 00 LL1 Q 5W Z W U LU Z o Z w T � W y~ J O LL 00 00 �t n/ I v J C+'t (_ N I— Fn 00 LU O N O Iry rn *t LU t^ U'=o ce L1J U N I— Z J LL! E— C N BUILDING PERMIT SET 3-4-2019 EXITING PLAN s12 O� 2 t21 t\ 3 CA� I f EXISTING DOOR INVENTORY (E) ID (N) ID LOCATION I TYPE SWING NOTES DEMO E01 MAIN ENTRY STOREFRONT DEL E02 ENTRYVESNBULE STOREFRONT DBL E07 WAITING RM 01 EXIT EXT.SWING RH E18 BREAK ROOM EXIT EXT. SWING LHR E36 CLASSROOM 05 EAST INT. SWING RHR E38 CIASSROOM05EXIT EXT SWING RHR E41 COftRIDOR04 WEST EGRESS EXT SWING LHR E42 INT. COURTYARD SOUTH EXT SWING RH E43 INT. COURTYARD NORTH EXT SWING LH IU KtMAI IN E03 13 CLASSROOM01 INT SWING RHR E04 12 CLASSROOM 02SOUTH INT. SWING RHR NEW CLASSROOM HARDWARE * CLOSER E05 08 CLASSROOM 02 NORTH INT. SWING RHR NEW CLASSROOM HARDWARE *CLOSER Ell 30 OFFICE04 INT SWING LH ADD CLOSER E12 31 OFACE05 INT. SWING LH ADDCLOSER E14 32 MECHANICALRM INT. SWING RH NEWADA LEVER FORLEI CYLINDERLOCK FIE 105 CORRIDOR 02 ENTRY EXT SWING RHR tE)TRANSOM &SIDELITE E19 34 AOA RESTROOM INT SWING LH ADD CLOSER E20 33 MEN'S RESTROOM INT. SWING RH E21 36 JANITOR CLOSET INT SWING LHR NEW STOREROOM HARDWARE E22 35 WOMEN'SRESTROOM INT SWING RH E32 41 D CLASSROOM 03 EXIT EXT. SWING RHR KtLt It Ai t E06 10 CONFERENCE RM 01 INT SWING RHR NEW CLASSROOM HARDWARE * CLOSER E08 22 OFFICE01 INT. SWING LH ADOCLOSER E09 29 OFFICE02 INT. SWING LH FRAME TO REMAIN IADO CLOSER BID 28 OFFICE 03 INT SWING LH FRAME TO REMAINIADD CLOSER E13 18 CORRIDOR OI INT. SWING LHR ADD CLASSROOM LOCK E16 27 ELECTRICAL [TELECOM INT SWING LH E17 26 MAILROOM INT SWING RH NEW STOREROOM HARDWARE E23 11 0 FICE06 INT SWING LH NEW CLASSROOM HARDWARE -CLOSER E24 15 OFFICE 07 INT. SWING RH ADD 114 LITE, CLASSROOM HARDWARE. CLOSER E25 14 OFFICE 08 INT SWING LH ADD IN LITE, CLASSROOM HARDWARE -CLOSER E26 20 WAITING RM 02 INT. SWING RH ADD CLASSROOM LOCK E27 23 OFFICE 09 INT SWING RH NEW PRIVACY LOCK BIB 25 OFFICE IO INT SWING LH NEWPRIVACYLOCK E29 41C CORRIDOR 04 EAST EXT SWING RHR E30 01 CLASSROOM 03 EAST INT. SWING RHR ADD CLASSROOM LOCK E31 05 CLASSROOM 03 WEST INT. SWING LHR ADD CLASSROOM LOCK E33 02 CLASSROOM04EAST INS SWING LHR ADD CLASSROOM LOCK E34 06 CLASSROOM 04 WEST INT. SWING LHR ADD CLASSROOM LOCK E35 03 CONFERENCE RM 02 INT. SWING RHR ADD CLASSROOM LOCK E37 07 CLASSROOM 05 WEST INT. SWING LHR ADD CLASSROOM LOCK E39 16 CLASSROOM 06 EAST INT. SWING RHR ADD CLASSROOM LOCK E40 17 CLASSROOM 06 WEST INT. SWING RHR I ADD CLASSROOM LOCK yr nvsrf vrvv® CONFERENCE 01 233 SFifi E08 E09 t c i o1 �e ( I , I f � , I i I , I I i i VERIFY WIDTH OF MASONRYOPENING PRIOR TO PURCHASING WINDOWS I�-DEMOOFFICE ®� vev®®®r s® �®viov®srr o I tMECH. s ro®o svo®va®vv vvwv®®®®o®o sv®®®®vv a +orvvv®vvvvvs. v®®vvrs®v®®v®oiivwwvivsv®�®ii®n/ ROOM AREA,NG 011 H OFFICE 01 OFFICE 02 OFFICE 03 OFFICE 04 OFFICE 1 G, �iJ//I/XIfi % vPE/!!E /A •vl/I DEMO WINDOW CORRIDOR 01 E `/ DEMO COVERED WALKWAY - I COLUMNS TO REMAIN I I I Eta CORRIDOR 02 491 SF E20 OMEWS 7225E ELECTRICAL/TELEPHONE 32 E18 O .r, LEGEND EXISTING WALL TO REMAIN 0 EXISTING WALL TO BE DEMOLISHED EXISTING ITEM TO BE DEMOLISHED (CASEWORK, EQUIPMENT, DOOR, ETC) U MAIL ROOM tat sF i BREAK ROOM E21 474 SF if DEMOWINDOW WOMEN'S E22 O DEMO WALLS, TYP. , _- - OFFICE 06 i I E42 423 SF it III ,i Eo3 CORRIDOR 03 III ii .. . ENTRY .._. CLASSROOM 01 I OFFICE 10 � E23 ! OFFICE 07 711 SF 354 SF 1 f N 722 SF it 1495E „ DEMO WALLS, TYP. i t it CLASSROOM 06 it CONFERENCE 02 98O SF 't ER sF it ` ... •'E2e WAITING AREA 02 if I E25i4 if f .E27 i= Eo1 i I _ ( OFFICE 08 if �/------- —i :-if --- i:;? - g---- — ----0-- -------------- f — -- OFFFICCEE09— *-------- --�--- - ; ..� . .. I 123 SF ' 3 DEMO ENTRY VESTIBULE tt' �__� _�_ »___ __ I ::--=----- .... DEMO (2) BEAMS DEMO CONC, WALKWAY AT ROOF FRAMING CORRIDOR EOS I i DEMO WALL FOR NEW OPENING I CLASSROOM 02 I ti i j 995 SF iif i it DEMO COLUMNS -------- { ---- --- c �A B- - - - --- - - -3.. r — - - - 1 ;- — - - —.- ..F- - - —' •.r 6 - - y-t v b a— »._.»_•_ - - - - - -- - - - - ...».»_».. M - - -- t ,.. - - ' „k .^,., :.;.,C �:,;,: «;_. i-VA fx ;a:,: j � E37 ^( .rr. 'i I DEMO COLUMN E33 !i E31 I DEMO COLUMN I iii DEMO WALLS, TYP. ti -- - - — - - — - --- '- - -- - - --- - - ---- - - --- - - — - - -- -- -- -- - - --- --- - - — - - — - - — - - — -- - — - - '-- - -- ---- - - -- ._ - - - --- -- ---- - - -- CLASSROOM -L A-S-S-1,R4-1-O8 -OSF- M -- 0 -5i O CLASSROOM -L -S—OS1,R2-1O3 -OSF -M 04 - ---- - - — - OI- - - — - - CLASSROOM - 0- 3 7,432 SF . if -- - - -- - - — - - --.. I I I i .•. E38 i i ( I E32 Iit ifI N if i I I i INTERIOR OPEN COURT 1,300 Sf I I I i I I I I 1 I I i f i L I I i I i I I 1 I 1 ` I i 1 I 1 `F —07 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION 5< 00 00 00 rn LU Q O u LLJ LLI Z W Lu U Z I.1.1 > 7 Lu z = W Lu J J 00 m O T-- T C/) i d' U U Ln N N Lrl N W co co Cs N � _ \.A n/ O LL m LLt � M N � _U tf z o � Z Lu U � I— Q z� LL L.GLu 1_Try to 91 a 0 BUILDING PERMIT SET 3-4-2019 DEMO PLAN A2.1 �A� ` B 1 C l D 37'-8" 30'-2112" T•51I2" �--� ( i i 1 I I I i i i 1 i 1 f I I 30'-2 114" (TYR) 6" STEM WALL @ EXTERIOR/ PERIMETER I ---------- - ---- f ---- -I- _--- ------ ------ - - - - - — — _771 �� �� II EXISTING FOUNDATION EXISTING FOUNDATION Ijl _ I � - I'1 I fl f I IL I (TYR) 6"STEM WALL @ I L- -- -- - - - - - - - - - -- - - - - -1 I - —, �EXTERIOR/PERIMETER I C'I ljll i I li I I it I rl I II _--__^__®-__—_--__----- 7.r-®_-----__------�.�% fll r nLJ I II I i-'l I1�1 I I� ! IIII III I �I I'-_-=---------------_- f , I l I IiI I I! I IIII I; ! I it -----I I I I I ifll i a I; ! I 4l --- - - ----- -- - --- --- -- ---- �a — = - = = i. __ _ - - - -= - _ - - - - -- _ - - _- - - - - - _ _ - __ - _ _ __ --____ __- __--__---__--� 4�---------------- 1 r-I �1I I�11 ,j EXISTING FOUNDATION 1 (TYR) GRADE BEAM. � I . SEE: STRUCT. DRWGS I I I f ! ! I I 26'•0" (TYR f SEE: HELICAL PIERS. SEE:STRUGTDRWGS. f rI ,I- 24'_10• - - - - - - _ 27'-0' 33'-10" I ----------------- I---'r- - ;� t ---r - - I 1 - - - - - - - - I � I III I f I II i I I f� , l I I I J (TYR) 6" STEM WALL @ EXTERIOR/ PERIMETER I j I 1 I - _.._.._ _ l Ii I N _.. ---- -------------.,.-'--------------{-=---1-1---=---_� 26'_0" 24'-t0" I I 2T-0' 33'10" l I -- I i_ __ _ __ _ _ _I_� r, 4- q .-.^s-_-__..__....___-@--__. --- _ 30'-4" � � I 6'$" I�_ 1T•10" i`�, i 17'•6° q — IfjT-8" (TYR) 6" STEM WALL @ 51/2" STEM WALL (TYR) 6" STWALL @ -EXTERIOR! PERIMETER EXEk�I EXISTING FOUNDATION EXISTING FOUNDA'Tk_IONINTERIOR - -- I IERIORRIMETER '_j1 - - -- - - -- - - - - - - - - - - - - - =— - __ - I- �i -1 o _ --- --- _-— - - - - - - - - - - - ------- (TYP)6"STEM WALL IO/PM�XTERRERIETE. i I I -- -- -- - _ _- REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION ' 29'-11518" QW/8"' _ IT-7/8" p _g 91•105/6" 14'-0" 1 FOUNDATION PLAN _0 u 4' T 16, L— J 1 L— J L_ J RECEIVED CITY OF TUKWILA O M V) L.L. LLI V) LU :E C:� < LU zz W F.. U LU U > z Lu w J U_ 0 t� U U co 00 co LLI Lu c 00 d' co Lr) fV Lr) co 0 N 0 m c�n Cy) Z LU U Vz U c=n I- Q J Lu Q ...i vi Lr) w Lr) U) BUILDING PERMIT SET 3.4-2019 FOUNDATION PLAN MAR 0 6 2019 A2.2 29'-4" -_ 14'-0" ! 50'-10" 1 27'-0" 8'•3" 12'-8" 15'-9" 22'-21/2" T-11/2" 4'-5" 9'-7" T-10" 1V-6" 17'•5" 11'-6" 2-7" 29.2" 6'-10" -- 1 i I I A3.17I-- 1 3 I I I I 1 C NEW GAS LINE F-------1- , 4" L------------- - - - - - - ----(2_LOWPRESSURE)- j I ®1 ------ ---- ---- ------- -J ---- -- - ----- C -- -- C _ A a , I l` C ?;. � w.saw �w .�...4>„�... ,� .,. �.,.,i::�,:�w�,.......�. x s {. .'s.�..��..., ,3,Y�n�.,,..r z.�'., .�..r._ . .... ..J,.,,:. ,. ..• ,� :, ,........w ..,.....�.F.'.u,+ ....�, y .,._^.,ha... w, ::>"_.., .�,,., ,."d, . `� .�a+t'. "c � I \.J WALK-IN 1'•3" 1°z 1 t 11 1t2" s _ MECH. ROOM ; FREEZER WALK-IN COOLER ( I I t- - - --� ! 1 NURSE OFFICE OFFICE OFFICE <� 32 �{iII 29-11112 6-23f8" ,.;= 24'-10" 31t2" t18'-2" + I zs 30 31P! - 37a m 37A Q 93 SF ii sF 6 _ o I CLASSROOM (HOLD) v CLASSROOM 1 CLASSROOM I z6 sF 93 sf z6 sF I( z8 sF occ % ( 38 0 2 - J T 07 ) %. 08 w6 09 1 2 OCC 2 OCC 2 OCC 2 OCC i r 1 5- I 542 Sf 3x A22 SF 305 SF S u '> --J PANTRY 7RAN LECT, - i-- i 39 1 - I I CORR EXISTING DOOR ( z o s O oo sF 1 v I ! BYTIITI o � � to4 _ "_. - - -. . , �P ®®,®�.e.��.a®,s., �, :.a _ - _.... _ _: m-:; ....", ..I Ike ..,�. _ _ _...� _ i,.-.,,. .. __._ _ a, sax ...._.,.. _ F , .:� _ _ — _ - .._.. - - -- - - — _ _ 3 I L fi'. OS 09 ..,ems" ..^, N' 1?.:�c::: a.. 178 f " ®ems -w- - i 2 ij CORR W9 ALIGN FOF to3 I I 518" �,r m f .. BOYS I ---� b ..._I , 1 o I S89 SF TO EXISTING tt i ! 6'-8" 31/" Y 34 j CLASSROOM. ws I �`�j UNISEX CORR (---------� I I C stasF n�.� wg 1 4 ,.._� CLASSROOM CLASSROOM CLASSR M I CORR CLASSROOM CLASSROOM ROOF DRAIN { n 2 m 6 1°ff[dgOSETC�- Em-Noo"c: o1LEADER #1 1 i s OCC 16 0CC 183 5� 30 0CC 26 0CC `� ;71 __ .,.�.. _ -- -..... - - -.._. _ ...... .,, -m ... _ ._...,. _ �..... . I - 1 o2 Ws w7 - t1T-10718" 31/2" t3-11 314" A v. GIRLS13'itws ( ! ( 2 at CLASSROOM aoscFc jCORR I ' 2135sF �, CsL'E-sA^R C os nA(r 1I KITCHEN 6� lci" \J m 40 OI ( 1 6, = 4 I I 17765E Asa CORR I- we 1 to6 1 j nP ALIGN FOP I 53t 5F I ( NEW DOORAT 6 C o { TO EXISTING - I WINDOW OPENING = EXISTING WALL TO REMAIN 0 NEW WALL FIRE EXTINGUISHER OA DOOR TAG WINDOW TAG # ELEVATION MARKER SECTION MARKER # #.a U ENLARGED PLAN MARKER Wi WALLASSEMBLYTAG 4 _ .._. _ .. _ ._ . .. Grim"sr'im`-^. gym_->•--,,.•-._ ... _ _ ...,. .s. _ _ `o- _. _ — _ f ; - .I - _ .. _ .. ." j..._ W _ CLASSROOM ELECT. Wto jj I 13� 27 O I - °i i 706 sF 59 SF - { r) 1 W10 i {c0 1 I 36occ KVA/ 1D CLASSROOM �I CLASSROOM I CLASSROOM T N .. D II I o _ 4 z6 acc TE zz occ zz occ ��� I I C EXISTING MASONRY n t� 26 ` ' NOTES ILI STRUCTURE(TYP.} 595E \ , OPERABLE PARTITON + O // // ws ROOF I 1, CONTRACTOR SHALL DIVERT MATERIAL MUCH DRAIN --- -�� -I - � ( OF THE DEMOLISHED MATERIALS 5 _ - - - a^X r , ,, J - LEADER" 4 r } - ' ry• (_ _ e _ _ T _ _ 5 FROM THE LANDFILLAS POSSIBLE BY l „1 -_ I + x2 Ju -u Z �1� - s t%1v ' OF RECYCLING, DONATION, #3 _ I MEANS NG D ON .� 24 10" ( i ETC. I I i 0:11 2. DIMENSIONSGIVENARETOFACEOF NEW COLUMN FE) FMING OF N} L ISAUNd.CE FCLASSROOM t17'-6318" 31/217W 31/2"- /8T-41/2 + RA 03 f -3 SHEEREFETTO SA7INHRUADZLARSON z6occ ws a II _386 sf 1 m I, I DIMENSIONS NOT SHOWN HERE. CLASSROOM CLASSiODiNJING 14 41 4. TOP OF NEW PARTITION WALLS SHALL 03SFc , 5,771 SF EXTEND MINIMUM 3ABOVE BOTTOMOPERABLE PARTITON OC OF CEILING TILE W6 ' W9 WHEN FULLY i TnTTrfl i W LY Cg -^ __ IFlHl-r�®a®��®z..��®ems __ _ ®s___ _ �__ OPEN: �____ _ m._•_--_..___ _ ( i 1 l 7,583 SF 1 \� 506 OCC I _ I - CORR I ( I oa 1 sn SF f I 1 NEW WINDOWAT EXISTING OPENING CLASSROOM 1 HE.T p ±18W18" - 3112' .. '4" _.31/2 QN. ° 4.1 - s,02sF 1 QRWfEX /2" COPY/DOC ws iUNiSE O I z6 occ I� 6z SF I 35 sF 62 s �_E NEW COLUMN t - o Wt I A7.1 24'-10" 1 1 C � 1/2" 29'-6' 5112" 6'-35/8" ,i-9" RECEPTION ._ Q..EXISTING DOOR 312.OotB 1a4F. �_.�_._-22 2occ -._.-.-.-.- _—-_- --- 7 j @ ROOF DRAIN s 90 sF i LEADER#2 O� occ tI a CLASSROOM �� CLASSROOM _ 11 1/2^ ws - i 1 , 20 ;r 271 - 1 3a•-6 tie^ � � 4z9 sF 42s sF I I 1 { I C j ENTRY W9 COUNTER z2 occ z2 occ Ili I { ' I CLASSROOM 07A II t109'-4114" t Ot I 790 SF 1 - IT Wi i I 2s occ BUILT-IN SEATING II 1 I REVIEWED FOR - - - - - - - - - - - - - - - 1 EXISTING TILT -UP � 0_ , 1 Ij , CONCRETE WALLS (TYR) it O I NEW WINDOWAT CODE COMPLIANCE I 1 1 we ' - ' ' ' ' ' ' j ' ' ' ' ' - - - ' ' ' _ EXISTING OPENING APPROVED � � I JUL 17 2019 — L r ill WESTIBULE F C ---- c -1 NEWWINDOWSAT W4 _ I /� C C 1 @o TILT -UP WALLS A A A 1 .. L_--7-------.---------------�-----t-- , 1---3 s „ - -------- -------t-, Ft -------- City of Tukwila I Q O I 1 , NEW CONTINUOUS ,-----------1-- --- --- 1 i 04A o°a ��ATERTABLE, TYPICAL I ( Wa ( Ae.2 BUILDING DIVISION , _ 26'-B" W1 T-3 t 2' 9'-0" T-4" I ,23'.7112" , 1 FLOOR PLAN C 30'-8" I °� i - 0 1 ( 1 A3.1 I I I I ( A -3 I 1/8" 1�-d" 4 8' 18' r C ROOF ABOVE I 14'-0" 18'-7" 3T-1° I -, 114" I IV-4" 19'-4" 1 36'-8" L 29'-4" 14'-0" _ 50'-10" 1. 27'-0" L 33'-10" RECEIVED i— �6.i°,' \ J �E) F J CITY OF TUi:11iILA MAR 06 2019 PERMIT CENTER cn co co co m LU Q O LU IT � J QLU_ w Zw F U H LiJ U 0 _Z I--' Z w Q.. U = w c~n J � � E- J U_ co m O r-- co ch d" U U V J rq N U 'q LU 00 11�1 0 O cV n/ L..G. O M }� ax W M s \ / F- t- � \./ w R ^' w U W �Z Q U Z tn Z `?L a Q } O �j Ln U) BUILDING PERMIT SET 3-4-2019 FLOOR PLAN A2.3 IG) 6 i KEEP EXIST. KEEP EXIST. KEEP EXIST. DS r, — — , a a �_ -- I , , —__ �__ _ __—_ —__ _ __—--------- — — - — — L- — — — — — — — — — — — — -- — — — — — — — — — — — — — — — I ~ f EXISTING SCUPPER ' I LOW POINTOF ROOF TO REMAIN � T0. BEAM 14'-0" — --U� ' KEEPEXIST. ' / EXISTING SCUPPER DS EXISTING TO REMAIN ' ROOFS) L J r � --� 794LBS DSrill, VEXISTINGROOF 'I ' /1 •\,/ EXISTING II 1 Ol2 OFSLOPE DRAIN TO REMAIN RB 1MII RD 1M� 4�N2 --------=- _---- ' 1 ®� z u EXISTING ROOF EXISTING HP TO REMAIN 1 1/4:12 1/4:12 .0 DRAIN TO REMAIN j MIN I t - 11412 iXRD 1/4 12 —MIN - r� MI" zm 9 �\ a— w p.. EXISTING SCUPPER z' SAS :}•cz�ez.,z`�'.-c�-r-.-�'i I I I I I L------------- CA� --- -- , 6,12 6:12 DS DS I I I I I I� ----------`----------,\ i 9 U� 1 :12 1 —BUILDING FOOTPRINT BELOW i rp� NEW LOCATION (HP5) NEW CRICKET ¢ �2l EXISTINGSCUPPER 4 TOREMAIN A5.1 3 A3.1 LOW POINT OF ROOF T.O. BEAM 14'-0" TO. BEAM 14'-6" NEW GAS UNIT /t RTU 2 ( �� EXISTING G ROOF SLOPE 1 1026 LB I TO BE REMOVED LJ LJ ROOF LEGEND NIFORM ROOF INSULATION ROOF INSULATION EXISTING TAPERED ROOF INSULATION F7 NEW TAPERED ROOF INSULATION NEW METAL ROOFING a DS NEW DOWNSPOUT 0 KEEP EXIST. NEW DOWNSPOUT AT LOCATION DS OF EXISTING DOWNSPOUT RD ROOF DRAIN RIDGE VENTILATION DS V' A3.1 18' / NEW GAS UNIT ROOFING NOTES 2015ISO SECTION 1203 1203.2ATTIC SPACES. ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RTU 1 FRAMING MEMBERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATION OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN 026 LB AND SNOW. BLOCKING AND BRIDGING SHALL BE ARRANGED SO AS NOT TO INTERFERE WITH THE MOVEMENT OF AIR. AN AIRSPACE OF NOT LESS THAN 1 INCH EMT SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF HEATRG. THE NET FREE VENTILATION AREA SHALL BE NOT LESS THAN 11150 OF THE AREA OF THE SPACES VENTILATED. VENTILATORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS. EXCEPTION: THE NET FREE CROSS -VENTILATION AREA SHALL BE PERMITTED TO BE REDUCED TO 1I300 PROVIDED BOTH OF THE FOLLOWING CONDITIONS ARE MET: 1) ACLASS I OR II VAPOR RETARDER IS INSTALLED ON THE WARM -IN -WINTER SIDE OF THE CEILING. 2) AT LEAST 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NOT MORE THAN 3 FEET (914 MM BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION MORE THAN 3 FEET (914 MM) BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED. 1. 40% - 50% OF READ NFVA WILL BE PROVIDED BY RIDGE VENTS IN THE UPPER PORTION OF RAFTER SPACES, WITH THE BALANCE OF THE VENTILATION PROVIDED BY SOFFIT PANELS AND WALL VENTS, TO SATISFY CONDITION 12032.2, FOR 1:300 REQUIREMENT.' 2. DETAILS SHOW MINIMUM REQUIREMENTS. ANY MANUFACTURER REQUIREMENTS WHICH EXCEED THAT SHOWN SHALLALSO BE PROVIDED. 3. SEEA6.2 FOR REQUIRED ROOF VENTILATION CALCULATIONS, 4. SEE STRUCTURAL PLAN FOR LOCATION OF ROOF WORK. PATCH INSULATION AND ROOF SYSTEM AS REQUIRED, 5. SITE VERIFY EXISTING DRAINAGE AT ROOF, 6. EXISTING DOWNSPOUTS TO BE REPLACED SH E. ALL NEW DOWNSPOUTS TO TIE INTO NEW STC EVVED FOR CODE COMPLIANCE L� _ ®_ _ _ _ _ — _ _ s J APPROVED JUL 17 2019 DS ' City ofTukwiia ROOF PLA 1JILDING DIVISION ' \,A2.4 1 1'-00 4• B• 16• 1/8" - " RECEIVED CITY OF TUK%VILA MAR 0 6 2019 PERMIT CENTER a 2 6 0 h'. c� Q 00 00 00 Lu Q L1J � J zZLu Y U :D W_U Z Z w =W (f) J h co `O � 7 cto U Z U v J r1 N U co W to O N rvoo O M uj � m 00 tn a) uZ w 0 L.LiU Z W U N Z I— Q O w _j rv000 Lr, Q Lf) U) BUILDING PERMIT SET 3-4-2019 ROOF PLAN ROOF EPANEL )SITE WINDOW TRIM, \L ED SPLIT FACE CMU I, NEW ENCLOSED COOLER J. k`j �' ` ' - "'-" --, ""'.— """' -- ",,,.... - EXISTING MASONRY WALLS """. — "" --" J, NEW GROUND FLOOR ON NEW FOUNDATION J NORTH ELEVATION A3.1 1t8', = 1 -_D„ 1 91._010. COL BLENDED S NEW ENTRY BEYOND L 2 EAST ELEVATION A3.1 1t8" = 1'_0" METAL ROOF, TYP. �- 21'_9112'� T0. ROOF STOREFRONT WINDOWS AND DOORS---------1 24" DIAM, FIBERGLASS COLUMN COMPOSITE WINDOW TRIM, TYR HARDIEPANEL BLENDED SPLIT FACE CMU 3 SOUTH ELEVATION Y1 1t8° = 1'-011 NEW METAL ROOF �,____10'•71t2" BY 0. SOFFIT FRAMING LOCATION OF FUTURE SCULPTURE tMURAL FINY (SHED FLOC BLENDED SPLIT FACE CMU 4 WEST ELEVATION SURFACE MOUNTED OR RECESSED STRIP LIGHTING SURFACE MOUNTED SIGN LIGHT Wt 24" STEM ®_�18 Oil II o WALL SCONCE W1 I CAST DOWNLIGHT AND UPLIGHT ell NEW GROUND FLOOR ON NEW FOUNDATION C�1 EXISTING CONCRETE TILT -UP WALLS EXISTING L COVERED ENTRY ?PANEL A5.2 A5.2 9 NEW METAL ROOF v AT EXISTING TILT -UP WALLS A- a a bl - - - - --------- HIJUL O11/'� O 1 h WALLSCONCE CAST DOWNLIGHT AND UPLIGHT EXISTING CONCRETE TILT -UP WALLS Z1\ ,/1\ METAL ROOF HARDIEPANEL COLUMN LOCATION OF FUTURE SCULPTURE IMURAL BLENDED SPLIT FACE CMU II EXISTING COVERED WALKWAY BEYOND REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION ■ � e e ■r- 1 ' — T- —.T RECEIVED ITV OF WKWI A ■ ■ 45 MAR 06 2019 a PERMIT CENTE R ^) co co co m rLI^QJ 0 V J Fi O w5 4 ] . Q� J_ H Q Lu ~ w z w Y Ln U F_ I— I— Lu U Z_ t— ''' > Z w Lu U ■,r w LnZ J.. ,J LL 00 pt/) co d- U c� U v J Ln N rq U N N co O N U 1- r LL/ O M uj uj M N U Z W OR � U W N Z h u ~ Z Q J ? o O I - LLI -j Q "x. Ln n �cn BUILDING PERMIT SET 3-4-2019 BUILDING ELEVATIONS A3.1 J, 17'-0" 'r TOP OF (E) PARAPET T:O-"P—OF1 L(E) ROOF SHTG I CLASSROOM SIM 21 11 6-OUND FLOOR 71-��—V//�L I. BUILDING SECTION 1 - LOOKING WEST 1/8" = 1 �-O" RI A6.2 'F TOPOF E PARAPET __�V3 314 "ToMTr, I _t(N_jRoOFS I 0 CLASSROOM CORR CLASSROOM 1 CLASSR 05 101" 10 11 11-Ul-ID _FLO&�/7 1/8" = 1,0" WWI 0 am toll Lel kr4l 10 [al ilk Eel 1014 1 m 1/8" = 1'-0" WALL, FLOOR, AND ROOF ASSEMBLIES 9:VTrUll-10 %A/A I I C INJTFRIOR WAII I q 11200F.S. 1, 21'- 7 114" TOP OF (N) HIP ROOF .3] I )ROOF 13'-6"TOP OF (E) PARAPET 'F TOP OF (E) ROOF SHTG 3 OAR OFFICE I UA;. I 10 30 1i I SIM ILI 7) *lR—OUNDFLOOR C3 1414111111015W 5.3 110 I(]) KEY PLAN FF7v_ I l: T T (E)PET ±144 118"T. yl (E) ROOF SH KITCHEN I I__' k�A6.1 40 1 1 SIM. FL( WN/M Wl W2 TYPICAL EXTERIOR WALLS 5116! FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWOOD SHEATHING PER STRUCTURAL U5 2X6 WOOD STUDS wl R-21 BATT INSULATIONSHEATHING 5/8" GYPSUM WALL BOARD (AIR BARRIER) W6 TYPICAL INTERIOR SOUND ATTENUATED CLASSROOM WALLS 518' GYPSUM WALLBOARD I 5/8"GENIECLIP wl 7/8" FURRING PER MANUFACTURER'S SPEC 2X4 WOOD STUDS wl BATT INSULATION Rl IRS NEW ROOF MEMBRANE ROOF COVERING 114"COVERBOARD 8" R-40 CONT. INSULATION VAPOR RETARDER /AIR BARRIER PER STRUCTURAL • lo JOISTS PER STRUCTURAL cl TYPICAL ACT CEILING - SUSPENDED ACOUSTICAL TILE CEILING SYSTEM PER MANUFACTURERS SPEC ACOUSTICAL CEILING TILES cs GYPSUM BOARD CEILING JOIST PER STRUCTURAL 112" GYPSUM CEILING BOARD W2 SAMEAS WI BUT WITH NO INSULATION 518" GYPSUM WALLBOARD R5 SAMEAS RI BUT WITH 117/8" JOISTS W3 W4 TYPICAL EXTERIOR WALLS .5116" FIBER CEMENT BOARD - DRAINABLE WATER RESISTIVE BARRIER PLYWOOD SHEATHING PER STRUCTURAL 2X6 WOOD STUDS W7 W8 v INTERIOR WALLS 518" GYPSUM WALL BOARD 2X6 WOOD STUDS wl BATT INSULATION 5/8"GYPSUM BOARD W8 SAMEAS W7 BUT WITH NO INSULATION R2 PERIMETER ROOFS I HIP ROOF METAL ROOFING UNDERLAYMENT PER ROOF MANUFACTURER SHEATHING PER STRUCTURAL ROOF TRUSS C2 SUSPENDED GYPSUM BOARD CEILING SUSPENDED CEILING SYSTEM 1/2" GYPSUM CEILING BOARD FLOORS Fl CONCRETE SLAB ON GRADE FLOORING PER FINISH SCHEDULE W4 SAMEAS W3 BUT WITH 2X4 STUDS CONCRETE SLAB PER STRUCTURAL � -VAPOR BARRIER f -4" WASHED CRUSHED ROCK W5 TYPICAL EXTERIOR WALL BASE 4" NOMINAL SLIT FACE CMU wl GALVANIZED WALLTIES@ 16' HORIZONTAL AND (3) VERT 2"AIR GAP WATER RESISTIVE BARRIER PLYWOOD SHEATHING PER STRUCTURAL 2X6 WOOD STUDS w/ BATT INSULATION .50 GYPSUM BOARD (AIR BARRIER) W9 W10 INTERIOR WALLS 518" GYPSUM WALLBOARD 2X4 WOOD STUDS wl BATT INSULATION 518' GYPSUM WALLBOARD Wl 0 SAMEAS W9 BUT WITH NO INSULATION R3 R4 ROOF TRUSSES OVER JOISTS METAL ROOFING UNDERLAYMENT PER ROOF MANUFACTURER SHEATHING PER STRUCTURAL ROOF TRUSS R49 F.G. ATTIC INSULATION VAPOR RETARDER /AIR BARRIER C3 FRAMED INSULATED CEILING - R-49 F.G. ATTIC INSULATION ROOF TRUSSES PER STRUCTURAL VAPOR RETARDER /AIR BARRIER SUSPENDED ACOUSTICAL TILE CEILING INSULATION NOTES 1) INSULATION SHALL BE INSTALLED SUCH THAT IDENTIFICATION MARK IS READI OBSERVABLE DURING INSPECTION SHEATHING PER STRUCTURAL -18"JOISTS PER STRUCTURAL 2) INSULATION SHALL BE INSTALLED AT THICKNESSES AND R-VALUESAS INDICAl WALL, FLOOR,AND ROOFASSEMBLIES DRAWINGS, 3) INSULATION SHALL BE INSTALLED PER MANUFACTURERS INSTRUCTIONS. NOI will W12 FURRING AND SOFFIT WALLS 5/8"GYPSUM WALL BOARD • 2X6 WOOD STUDS R4 ROOF TRUSSES C4 EXTERIOR SOFFIT 2X4 WOOD STUDS - HARDIESOFFIT VENTED PANEL IMMEDIATELY IF THERE IS ANY CONFLICT BETWEEN THE MANUFACTURER'S INST ARCHITECTURAL DRAWINGS. 4) STAGGER EDGE JOINTS WHERE TWO OR MORE LAYERS OF RIGID INSULATION Wl 2 SAMEAS WII BUT WITH 2X4 STUDS SIMILAR BUT CEILING SHALL BE 112" GWB AND NO JOIST UNDER ... .. ......... 5) STANDARD WOOD FRAMING IN ACCORDANCE WITH WSEC Al 03.2 CIS- ROOF TRUSS 6) IF EXISTING CAVITIES AT EXTERIOR WALLS ARE EXPOSED DURING CONSTRUC SHALL BE INSULATED TO FULL DEPTH WITH R-3 PER INCH OR BETTR INSULATIOt rN TI&POOF(E) PARAPET REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of TUkvAI BUILDING DIVISION O Lu 4 � c� < w uJ zz Lu u LIJ 0- Lu > z u z = Lu U— rn u 171,11 ::D u z o 00 00 co Lu Lu co co 1.0 INTERMITTENT BLOCKING TO ALLOW FOR VENTILATION 12 METAL ROOFING 6 BAFFLES AT F.G. INSULATION PLYWD SHTG PER STUCTURAL ROOFTRUSS� ' TO ALLOW FOR VENTILATION \ i SHEATHING PER STRUCTURAL �-' 24" JOIST PER STRUCTURAL NG--------- 20 VENTILATED FIBER CEMENT SOFFIT > (N) DECORATIVE TRIM } FIBER CEMENT TRIM FIBER CEMENT TRIM -* O - BOTTOM OF CEILING SUSPENDED ACT CEILING CASTSTONE — — —WATERTABLE — — — SPLIT FACE CMU VENEER 2"AIRSPACE R-10 INSUL. @ STEM WALL 4" CONC. SLAB VAPOR BARRIER j I . FI I 4"GRAVEL SEE STRUCTURAL DRAWINGS FOR FOUNDATION, TYPICAL 1 � v e, TYPICAL EXTERIOR WALL A5.1 3/4" = 1'-0" INSECT SCREEN OR SIMILAR _ FOR VENTILATION FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWD SHTG PER STUCTURAL WOOD FRAMING GABLE TRUSS METAL ROOFING PLYWD SHTG PER STUCTURAL ROOF TRUSS VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM FIBER CEMENT_ TRIM FIREBLOCKING - FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWD SHTG PER STUCTURAL 2x6 PER STRUCTURAL W/ R-21 FG BATT INSUL GWB CASTSTONE — — WATERTABLE—\ SPLIT FACE CMU VENEER 2"AIRSPACE R-10 INSUL. @ STEM WALL (N) METAL ROOFING (N) INTERMITTENT PLYWD SHTG PER STUCTURAL BLOCKING ROOF TRUSS AT FLASHING FOR 12 VENTILATION; INSTALLCT GABLE TRUSS; SEE STRUCTURAL (N) METAL ROOFING -- SCREEN OR SIMILAR DRAWINGS AND TRUSS DRAWINGS PLYWD SHTG PER STUCTURAL SCREEN OR SIMILAR 18 ROOFTRUSS (E) SCUPPER 12 T. 0. EXISTING- WME- 18 (E) ROOF SHEATHING PER STRUCTURAL (N) GUTTER (E) GLULAM — 24" JOIST PER STRUCTURAL ti / �� BEAM BEYOND W 10'-7112" M-71/2" B.O. SOFFIT FRAMING 2, 1" — — — — — — - — - B.O. SOFFIT FR LNG (N)VENTILATED - T-10314" FIBER CEMENT - 1 1/4" SOFFIT 0 BOTTOM Of (N) VENTILATED CEILING FIBER CEMENT .1, 8-4 (N) DECORATIVE TRIM ------- SOFFIT BOTTOMOF CEILING (N) DECORATIVE TRIM (N) FIBER CEMENT SUSPENDED ACT CEILING TRIM / (N) DOWNSPOUT TO " CONCRETE (E) 3/ _ EXISTING SCUPPER � 3/4" AIRSPACE / 51/2° WOOD FRAMING &BATT INSUL. 5t8" GWB (E) CMU WALL { (E) FURRING AND FIG INSULATION FILL EXISTING OPENING: STRUCTURALSEE FLOOR PLANS AND DETAILS S (N) CAST STONE WATERTABLE TOP--�`'�._ TOP _ _ _ _ OF SILL SPLIT FACE CMU VENEER 2" AIR SPACE R-10 INSUL. @ STEM WALL (N) BOOT WITH 4" CONC. SLAB / FI 4AGRAVEL POR BARRIER j Ing —.—.—.----.—.—.—.——.—.---. 2'I o" � =1 GROUND FLOOR sx� a TO STORMWATER SYSTEM ° 2 EXTERIOR WALL AT MURAL A5.i 3/4" = 1'-0" 3 ROOF AT EXISTING CMU WALL A5.1 3/4" = T ,-Q„ INNINUICKING FIREBLOCKING SHALL BE INSTALLED BETWEEN ATOP STORY AND AN ATTIC, CONCEALED SPACES OF STUD WALLS, INCLUDING FURRED SPACES, AT CEILING LEVELS, AND HORIZONTALLYAT INTERVALS NOT EXCEEDING 10 FEET, FIREBLOCKING SHALL BE PROVIDED AT INTERCONNECTIONS BETWEEN CONCEALED VERTICALAND HORIZONTAL SPACES, TYPICAL. (IBC 718) (N)INTERMITTENT BLOCKING TO ALLOW FOR VENTILATION; INSTALL COR-A-VENT OR SIMILAR (E) COPING; ..o REPAIR AS REQUIRED v v v v. (E) ROOF v v v v v: (E)BEAM BOTTOM OF v o .. Q d'. o CEILING 0 9 0 a- d SPLIT FACE CMU VENEER o 2"AIRSPACE / R-10INSUL. @ STEM WALL- v. OR j v o. a a v ° j ' a d (� ROOF / EXISTING CONC. WALL A5"1 3/4" = r-0" 3 EL e 2 n • � a e et' 4 1 . _ r _ t RECEit E-4-1 CITY OF Tt Y n , MAR 06 REVIEWED FOR CODE COMPLIANCE PERMIT C APPROVED P � Fl O N 4 Lu W N W CL U Z_ In J Z) CO L.L t/ co 0 O0 �.�.) 6) W W ZW (_. L) W U Z_ f— Llj Z w T w V) J� J CD O 00 d' U 1`1110 v j Ln I— N Lf) w 00 a N T (.d�.� LL m 0 ((v S LLJ H U f- Z W u = L� Z Q B 0 W W Lr) V) BUILDING PERMIT SET 3-4-2019 WALL SECTIONS A5.1 �dI KLY i , City of TukvAla (T-) ENLARGED PLAN - VESTIBULE 1/4" = 1'-0" FOAM EXTRUDED PROFILES FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWD SHTG PER STRUCTURAL WOOD FRAMING WOOD FRAMING HARDIESOFFIT PANEL 6 VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM ROUND PLYWD BLOCKING AT TOP OF COL. WOOD COLUMN w! WRAP BLOCKING PER MANUF. INSTRUCTIONS ROUND FIBERGLASS COL. WRAP. INSTALL PER MANUF. INSTRUCTIONS ROUND PLYWD BLOCKING AT BASE OF COL. CASTSTONE WATERTABLE SPLIT FACE CMU AIR SPACE COL. BASE /STANDOFF. SEE: STRUCT. DRWGS. TREATED WOOD STUDS TRACE OF GLB I —PERSTRUCT. (BEYOND) DECORATIVE PANEL (BEYOND) i l l l l ENTRY PORCH CAST P.E. TRUSSES @ ENTRY. SEE: STRUCT DRWGS. (I P.E. TRUSSES @ ENTRY VESTIBULE. SEE: STRUCT. DRWGS. n ENLARGED PLAN - SOUTH FACADE BUILT-UP 1/4" = 1'-0" 24"(OUTSIDE DIAMETER) TRACE OF WATER * 2.4^ FIBERGLASS COL. TABLE (ABV)� EQ EQ SPLIT FACE CMU 2"AIRSPACEWRB r .:t BLOCKING PER MANUF. REQ'MTS. SHEATHING NO PT FRAMI 2. y -w f,: COL. SEE: STRUCT DRWGS. d{/,+ l•. q WATERTABLE TREATED SILL Cj (BELOW) PLATE & STUDS PROVIDE CIRCULAR - BLOCKINGAT COL. BASE & TOP PER BASE MANUF INSTRUCTIONS COLUMN 4 COLUMN WRAP A5.2 1/2" = 1 '-0" PLAN DETAIL (E) CONC. WALL COMPACTED FILL & 4" SLAB *6" STEM WALL & TREATED BOT PLATE (BELOW) EXTERIOR WALL, SEE:ASSEMBLIES TRACE OF WATER TABLE(BELOW) TRACE OF STONE 12 TRUSS BEARING HT. ENTRY @ ENTRY B.O.CLG 15 P� TRUSS BEARING T.O. WALUGLB (BEYOND) 12A GWB SOFFIT W/ SOFFIT FIRM-1 HT. `—R-49ATTIC INSULATION r I VENTILATED FIBER CEMENTSOFFIT GWB WOOD FRAMING & BATT INSUL GWB FIBER CEMENT BOARD DRAINABLE WATER RESISTIVE BARRIER PLYWD SHT G - EXTR WALL WD FRAMING & BATT INSUL. GWB VESTIBULE 100 (BEYOND) PILASTER -MID 1/2" = 1'-0" (E) CONC. WALL COMPACTED FILL & 4" SLAB +6" STEM WALL & TREATED BOT PLATE (BELOW) DRAINABLEWRB EXTERIOR WALL. SEE:ASSEMBLIES TRACE OF STONE WATER TABLE (BELOW) TRACE OF STONE VENEER(BELOW) SEE: ASSEMBLIES 7Z1 PILASTER -END PLAN DETAIL A5.2 1/2-1 = 1-o" FLASHING W/ DRIP EDGE 2X6 FRAMED TO (E) NAILER TO SUPPORT TRUSS. SEE: STRUCT, DRWGS ROOF MEMBRANE COVER SHEATHING CANT BLOCK (E) 4X14 BEAM - IN) DECORATIVE TRIM _J, 10' 0" ENTRY VESTIBULE B.O. CLG 3 K' B.O.SOFFIT -—-—-—-— - — - — -— - —- - DROPFRAME W4 STUCCO A.C.T.I DENSGLASS WOOD FRAMING ° GWB ENTRY 101 .. SPLIT FACE CMU VENEER y 2"AIRSPACE r R-101NSUL. @ STEM WALL / WRB CONCRETE SLAB T.Q. STEM WALL `�♦�`♦p`♦ �`/`♦``♦ ♦Q♦� �`` ♦Qp``♦ ♦Q♦♦````Qp````♦Qp`````Qp```♦Q� _ �`````♦OO```Qp```` Q♦O````C ♦.../♦ ,♦ yi.♦.,.., .ice..♦�i SPACE4 LAIRDINING ° EXTERIOR I 41 (N) CAST STONE WATERTABLE SPLIT FACE CMU VENEER '"AIRSPACE R-10 INSUL. @ STEM WALL v WRB j 4" SLAB OVER 3 / COMPACTED FILL SIDEWALK / - 6„ T.O.STE WALL ° . • `♦♦per Q NORTH EXIT A5.2 1/4" = 1'4" PLAN DETAIL - — - — - — - — - — - LFLASHING W/ DRIP EDGE 2X6 FRAMED TO (E) NAILER TO SUPPORT TRUSS. SEE: STRUCT DRWGS ROOF MEMBRANE OVER SHEATHING CANTBLOCK 12 15[_ (E)4X14BEAM - — - VENTILATED FIBER CEMENT SOFFIT (N) DECORATIVE TRIM I ° AIRSPACE . DROP FRAME SOFFIT—� A.C.TCEILING ROUGH OPENING REINFORCEMENT SEE: STRUCT DRWGS. EXTERIOR O ( i DI4ING AIR SPACE (VENT) i — - — - — -REVIEWEC FOR CODE COAAP lAN( 4" SLAB VAPOR BARRIER iAPPRO D COMPACTED FILL S SIDEWALK- ''JUL 17 019 6" TO. STEM WALL" SLOPE y .� (N) FOOTING ATTACHED TO (E). SEE: STRUCT. DRWGS.:```♦♦♦Q♦♦`````Q♦♦`````Q♦Q`�CITY OF TUKWILA nECF-IVJD `` ♦♦``♦`♦♦O♦``♦♦♦`.MAR i , 2019 SECTION AT WIN .•PERMIT CENTEM' V)) nI Q co 00 Cr Ol W W c J I- Q Lu W Z LLJ U � Z I— W > z Lu LU V = ce w v~i z �J o I -I- Co cn _ u Lo W U v J Ln N L17 u t\ 1.0 co O N (_ r/ LL O m F_ M \ / v( F_ : z — W U $ z W v= G� z Q o O J Lu F- Ln ul 0 a BUILDING PERMIT SET 3-4-2019 WALL SECTIONS A5.2 1/2" = V-0" 1/2" = 1'-0" t q 2'-6 1/2" (TYPICAL) J'ms" 'rTRUSS BEARING F--1 (N) MEMBRANE, COVERBOARD AND ?: INSULATION AS REQUIRED AT EXISTING L ROOF FRAMING ACT LASSROO 12 1 ROOFTRUSS PER MANUFACTURER ALLOW FOR VENTILATION NSTALL BAFFLES AT 12 INSULATION 4 (N) AIR BARRIERIVAPOR RETARDER (N)HEADER, SEE STRUCTURAL DRAWINGS (E) BEAM (BEYOND) (E) MASONRY PIER (BEYOND) 0(�3 (N) SUSPENDED ACT CEILING rORRI DOI 107 (E) STOREFRONT (N) SLAB ON GRADE rLASSROOI 16 A ' 4 j® CLERESTORY — SECTION EAST WEST 1/2" = V-0" GLULAM BEAM PER STRUCT. DRWGS. ELGO EZG 670 HANGERMATE FASTENER BY NWAP OR APPROVED EQUIVALENT o3/8'ALL THREAD PARTITION HANGER 3" = V-0" ROOFTRUSS PER MANUFACTURER JION ALLOW FOR VENTILATION NSTALL BAFFLES AT INSULATION 12 14 (N) GUTTER, TYPICAL I 6; TRUSS. 1 —AC BEARING B.O. OR RETARDER IERBOARD AND (N) HEADER; SEE STRUCTURAL DRAWINGS (N) MEMBRANE, COVERBOARD AND JIREDATEXISTING Op INSULATION AS REQUIRED AT EXISTING (N) HEADER, ROOF FRAMING SEESTRUCTURAL. DRAWINGS (N) GWB SOFFIT ......... V/A (E) BEAM (BEYOND) HVAC (E) MASONRY PIER (BEYOND) Tr- Ho. ACT� (E) STOREFRONT LASSROO ORRID01 I r 104 (N) SLAB ON GRADE CLERESTORY — NORTH WALL 1/2" = 1'-0" iC 45— REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION < 00 00 co Cr Lu 4 < Lu z Lu J z Lu z LLI CL uj z 7 Lu Ln T- u— 00 co 0 7 00 U r/ D 7 u mp� NF— u CN CN Lu 00 1�q O 0 LU cy) -0 u z r'vo LLJ 10- u: U LU F; Z u z < 0 rvoo L rn q BUILDING PERMIT SET 3-4-2019 nECEIVED CITY OF TUKWILA WALL SECTIONS MAR 06 2019 A5.3 PERMIT CENTER SEALAROUND ROUGH OPENINGS OF WINDOWS AND DOORS SEALALONG TOP PLATES ON EXTERIOR WALL SEAL ALONG BOTTOM PLATE ON EXTERIOR WALL PARTITIONS: SEAL AT TOP PLATE WHERE ADJACENT TO AN UNCONDITIONED SPACE SEAL DRYWALL TO FIRST STUD IN THE WALL SEAL ALONG INSIDE OF BOTTOM OF FIRST STUD IN INTERIOR WALL OR HOLD BACK FIRST STUD TO PASS DRYWALL BEHIND STUD. NOTES: 1. USE CAUTION WHEN INSTALLING DRYWALLAT GASKETS OR OVER POLYETHYLENE $O THAT GASKETS ARE NOT MOVED OUT OF POSITION OR POLYETHYLENE IS NOT CUT OR TORN, 2. GASKET CAN BE USED IN PLACE OF SEALANTS OR ADHESIVES. INTERIOR AIR SEALING DETAIL A6.1 N.T.S. PROVIDE (3) MASONRY TIES VERTICAL CMU VENEER, SEE: ASSEMBLIES 2"AIRSPACE TREATED SILL PLATE. SEE: STRUCT, DWGS. LAP WRB OVER FLASHING FLASHING W/ DRIP 2" CONTINUOUS R-10 INSULATION. EXTEND DOWt���������TI\G YY ' SEE: CIVIL PLANS ��VV ' FOR ROOF DRAIN LOCATIONS FOUNDATION WATERPROOFING FILTER FABRIC TO SURROUND GRAVEL. OVERLAP ON TOP. 4" PVC RIGID PERK PIPE WEEPHOLES DOWNWARD CMU VENEER FDTN 1 112"= 1'-0" BASE (SEE: FINISH FLOOR PLANS) FINISH FLOOR (SEE: FINISH a, FLOOR PLANS) 4" CONC, SLAB PER STRUCT tl3rr VAPOR BARRIER,1, ON r DRYWALL ADHESIVE AT BOTTOM & TOP OF STUD DRYWALL ADHESIVE ON BOTH SIDES OF FIRST INTERIOR STUD DRYWALL ADHESIVE AT BOTTOM PLATE & TOP PLATE AIR SEALING DETAIL AT INVEXT. WALL N.T.S. WINDOW 1 BACKERF SELF-ADHESIVE FL CAST$TONI DOWE PROVIDE (3) MASONRY CMU VENEER. BE 2 CMU VENEER CAP/ SILL A6.1 11/2 EXTERIOR WALL AIR SEALS (CAULKING, ADHESIVE, OR GASKET) DRYWALL CLIPS EXTERIOR WALL INTERIOR PARTITION HELD BACK FROM EXTERIOR WALL 1"TO ALLOW INSTALLATION OF EXTERIOR WALL DRYWALL PAST INTERIOR PARTITION DRYWALL CONTINUOUS PAST INTERSECTING INTERIOR PARTITION CEILING INSULATION TAPED JOINT AIR SEAL (CAULKING, ADHESIVE, OR GASKET) AIR SEALING AT INT/EXT WALL A6.1 N.T.S. 040"STUCCO ALUMINUM FLOORING 314" PLYWOOD +(_ 6 3/4" REINFORCEMENT 6"RIGID INSULATION (MIN R-28) �t is z 0" EXISTING CONC. SLAB a 8Q t !T r INSULATION AT FREEZER FLOOR A6.1 11✓2 r-O° INSULATION SUPPORT AND AIR PATH BUF VENTED ATTIC, TYP A6.1 N.T.S. CONTINUOUS SEALANTADHESIVE OR GASKET AT TOP PLATE EXTERIOR BATT INSULATION DROPPED CEILING CONTINUOUS SEALANTADHESIVE OR GASKETAROUND OPENING AT EXTERIOR SINGLE HEADER PREFERRED; LOCATE TO EXTERIOR OF WALL TO PERMIT INSULATING FROM INTERIOR AND TO MINIMIZE GYP BD CRACKING DUE TO WOOD SHRINKAGE LOAD BEARING WALL CONTINUOUS SEALANT ADHESIVE OR GASKETAT BOTTOM PLATE EXTERIOR NOTES: 1. EXTERIOR RIGID INSULATION IS SEALED TO EXTERIOR OF WALL FRAMING AT TOP PLATES, BOTTOM PLATES, AND AROUND OPENINGS 2. A HEADER IS NEEDED ABOVE WINDOW OPENING IF WALL IS LOAD BEARING SINGLE HEADER RATHER THAN DOUBLE HEADER PREFERRED, SIZED APPROPRIATELY FOR LOAD EXTERIOR AIR SEALING DETAIL A� N.T.S. RECEIVED CITY OF TUKWII A MAR 06 2019 AIR BARRIER NOTES: PERMIT CENTER 1. AIRTIGHT DRYWALL- GYPSUM DRYWALL SEAMS SHALL BE TAPED AND FINISHED, AIR BARRIER CONTINUITY SHALL BE MAINTAINED AT PERIMETER OF DRYWALLASSEMBLIES AND AT ALL PENETRATIONS THROUGH DRYWALL. 2. LIGHT FIXTURE SEALING REQUIREMENTS: LIGHT FIXTURES UNDER ROOF TRUSSES AND VESTIBULE FLOOR SHALL BE INSTALLED SO THAT AIR LAKAGE IS NOT GREATER THAN 2 CFM PER ASTM E283; SEAL WITH CAULKING OR DRYWALL COMPOUND PER MANUF INSTRUCTIONS 3. ELECTRIC BOX PENETRATIONS SHALL BE MADE AIRTIGHT BY CAULKING OR BY USE OF SPECIALLY DESIGNED AIRTIGHT BOXES WITH FLEXIBLE BOOT SEALS AND GASKETED FLANGES. 4. PER IBC 1405.3.1. A CLASS 11 VAPOR RETARDER IS REQUIRED. INTERIOR FACE OF DRYWALL AT THE BUILDING ENVELOPE SHALL BE PAINTED WITH A'VAPOR BARRIER INTERIOR PRIMER SEALERPRIOR TO FINISH COAT. PAINT SHALL BE'SHERWIN WILLIAMS MOISTURE VAPOR BARRIER INTERIOR LATEX PRIMER/FINISH B72W00001' OR APPROVED EQUIVALENT CLASS 11 VAPOR RETARDER PAINT, WITH VAPOR PERMEANCE AS PER ASTM E96 LESS THAN 1.0 PERM GRAINS/(HR F' IN Hg) AND GREATER THAN 0.1 PERM. 5. THE COMPLETED BUILDING SHALL BE TESTED AND THE AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.40 CFM/FT' ATAPRESSURE DIFFERENTIAL OF 0.3INCHES WATER GAUGE (2.0 Us X mz AT 75 PA) AT THE UPPER 95 PERCENT CONFIDENCE INTERVAL IN ACCORDANCE WITH ASTM E 779 ORAN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL (C4505.5.1.2). 6. SUBMITAIR BARRIER TEST REPORT TO JURISDICTION ONCE TESTIS COMPLETED, IF TEST RESULTS EXCEED0.4 CFM/FT1AT 0.31N. WG, THEN VISUALLY INSPECT AIR BARRIER AND SEL NOTED SOURCES OF LEA LOW - UP REPORT TO JURISDICTION NOTING CORRECTIVE MEASURES TAKEN, INCLUDE AIR BARRIER TE RE W-WED FOR COMPLIANCE PROVIDED TO OWNER. CODE COMPLIANCE APPROVED a JUL 17 2019 City of Tukwila blRep Dbt6 BUILDING DIVISION s 1 O N 4 M Lu w V) W CL. U _z w m u -i wit 0 LEN- a rV n/ Q 5F W 5W Lu ZZ W F-- U W U Z z W� =W O (_ ((_� 00 00 00 }01) Q W ff 0 W w f— O 00 t� d' 00 N CV W CO A I— �.o O cV (�_./� n/ O LL M QLUco ( } Z .�. w Q Q' U N Z W U Z aZ Z � O w rv10 MM � Q W Ln < BUILDING PERMIT SET 3-4-2019 AIR BARRIER AND INSULATION DETAILS v rr� HVAC CURB DETAIL A6.2 N.T.S. WALL/CURB USE APPROPRIATE TERMINATION TPO 18" CURB FLASHING OR MEMBRANE TPO BONDING ADHESIVE TPO MEMBRANE MUST EXTEND 1/2" BEYOND EDGE OF SEAM PLATE FASTENER AND SEAM PLATE @12" O.C. MAX. f- WELDED SPLICE (SEE NOTE #1) NOTE: 1. BONDINGADHESIVE REQUIRED BETWEEN MEMBRANE AND INSULATION FOR FULLY ADHERED SYSTEMS. TPO MEMBRANE -TPO BONDING ADHESIVE (SEE NOTE #1) SUBSTRATE 4 BASE TIE-IN FASTENED TO WALL A6.2 6" METAL ROOF. SEE: ASSEMBLIES RIDGE CAP. INSTALL PER MANUF INSTRUCTIONS ROOFING SCREW W/ SILICON GASKET BUTYLTAPE B/W RIDGE CAP & FLASHING TREATED NAILER FOR RIDGE CAP FLASHING W/ DRIP EDGE DRILL 2" HOLES FOR VENTILATION; INSTALL INSECT SCREEN OR SIMILAR (N) TRUSS. SEE: STRUCT DRWGS ROOF MEMBRANE OVER SHEATHING \ CANT BLOCK i /-(N) ROOF, SEE: ASSEMBLIES TRUSS ATTACHMENT TO FRAMING. SEE: STRUCT. -DRWGS. FRAMING. SEE: STRUCT. DRWGS. NOTES 1. BONDING ADHESIVE IS REQUIRED BETWEEN CURB AND TPO CUSTOM CURB FLASHING IN FULLY ADHERED SYSTEMS WHEN THE MEMBRANE CANNOT BE ATTACHED "UP & OVER" THE CURB, OR CURBS WHICH ARE GREATER THAN 12" HEIGHT. 2. CUT EDGE SEALANT SHALL BE APPLIED TO ANY EDGES WHERE SCRIM REINFORCEMENT IS EXPOSED. 3. VERTICAL T-JOINT COVERS REQUIRED AT ALL VERTICAL TRANSITIONS ON NON - FACTORY WELDS. 4. FIELLD T-JOINT COVERS ARE REQUIRED AT EACH T-JOINT WHERE THE FLASHING MEETS THE TPO FIELD MEMBRANE. FIELD T-JOINT COVERS ARE NOT REQUIRED WHEN 45 MIL. CURB FLASHINGS ARE USED. JAND WELD AT LAP OF CURB FLASHING (TYP) =ALANT (SEE NOTE 92) 01NT COVER - TYP (SEE NOTE #3) E 92) CONTINUOUS BEAD OF SEALANT FIELD FABRICATED METAL HOOD BY OTHERS FASTENER AT12"O.C.MAX (MECHANICALLYATTACHE SYSTEM ONLY) PRE -MOLDED TPO PIPE FLASHING WELDED SPLICE (2" MINIMUM) zo Of TPO MEMBRANE t_u w 0 z O 77! BSTRATEE 2 PIPE PENETRATION A6.2 ROOF VENTILATION CALCULATIONS BEAD OF SEALANT STEEL CLAMPING RING SUBSTRATE FIELD SEAM O TPO T-JOINT COVER OR TPO FLASHING (4" X 4") CENTERED OVER INTERSECTION PLAN VIEW PIPE FLASHING OVER FIELD SEAM BONDING ERED SYSTEM ONLY) tO MAIN ENTRY O5 SOUTH EXTRUDED ROOF VENTED AREA =1,137 SF VENTED AREA =197 SF REQUIRED NFVA =1,137SF/300=3.80SF=547SINFVA REQUIRED REQUIREDNFVA =197SF/300=0.66SF=96SINFVA REQUIRED = 547 SI / 2 = 274 SI NFVA REQUIRED HIGH & LOW = 95 SI 12 = 48 SI NFVA REQUIRED HIGH & LOW LOW VENTING: LOW VENTING: PROVIDED HARDISOFFIT = 210 SI NFVA (5 SI NFVA / LF X 42 LF) PROVIDED HARDIESOFFIT = 50 SI NFVA (5 SI NFVA I LF X 10 LF TOTAL) PROVIDED WALL VENTS = 80 SI NFVA (2 VENTS @ 40 SI NFVA/ VENT) TOTAL LOW VENTING = 50 SI NFVA TOTAL LOW VENTING = 290 SI NFVA HIGH VENTING: HIGH VENTING: PROVIDED WALL VENT = 40 SI NFVA (1 VENT @ 40 SI NFVA) PROVIDED RIDGE VENT = 280 SI NFVA (20 SI NFVA / LF X 14 LF) PROVIDED RIDGE VENT =10 SI NFVA (2" GAP AT RIDGE X 5 LF TOTAL) TOTAL HIGH VENTING = 280 SI NFVA TOTAL HIGH VENTING = 50 SI NFVA �2 WEST PARAPET ROOF O6 SOUTH PARAPET ROOF VENTED AREA =1,967 SF VENTEDAREA = 578 SF REQUIRED NFVA = 1,967 SF / 300 = 6.66 SF = 945 SI NFVA REQUIRED REQUIRED NFVA = 578 SF 1300 =1.93 SF = 278 SI NFVA REQUIRED = 945 SI 12 = 473 SI NFVA REQUIRED HIGH & LOW = 278 SI 12 =139 SI NFVA REQUIRED HIGH & LOW LOW VENTING: LOW VENTING: PROVIDED HARDIESOFFIT = 475 SI NFVA (5 SI NFVA / LF X 95 LF TOTAL) PROVIDED HARDIESOFFIT =140 SI NFVA (5 SI NFVA I LF X 70 LF TOTAL) TOTAL LOW VENTING = 475 SI NFVA TOTAL LOW VENTING =140 SI NFVA HIGH VENTING: HIGH VENTING: PROVIDED RIDGE VENTS = 400 SI NFVA PROVIDED RIDGE VENT =140 SI NFVA (2" GAP AT RIDGE X 70 LF TOTAL) (100 SI NFVA PER RIDGE @ 20 SI NFVA I LF X 10 LF) TOTAL HIGH VENTING =140 SI NFVA PROVIDED PARAPET RIDGE VENTS = 74 SI NFVA (2" GAP AT RIDGE X 37 LF TOTAL) TOTAL HIGH VENTING = 474 SI NFVA �7 CLASSROOM 16 & 17 VENTED AREA =1,816SF REQUIRED NFVA =1,816SF/300=6.05SF=871SINFVA REQUIRED O NORTH PARAPET ROOF = 871 SI 12 = 436 SI NFVA REQUIRED HIGH & LOW VENTED AREA = 395 SF LOW VENTING: REQUIRED NFVA = 395 SF 1300 =1.32 SF =190 SI NFVA REQUIRED PROVIDED HARDIESOFFIT = 450 SI NFVA (5 SI NFVAI LF X 90 LF TOTAL) =190 SI 12 = 95 SI NFVA REQUIRED HIGH & LOW TOTAL LOW VENTING = 450 SI NFVA LOW VENTING: PROVIDED HARDIE SOFFIT =100 SI NFVA (5 SI NFVA I LF X 20 LF TOTAL) HIGH VENTING: TOTAL LOW VENTING =100 SI NFVA PROVIDED RIDGE VENT = 450 SI NFVA (30 SI NFVA f LF X 15 LF) TOTAL HIGH VENTING = 450 SI NFVA HIGH VENTING: PROVIDED RIDGE VENTING = 96 SI NFVA (2" GAP AT RIDGE X 48 LF TOTAL) TOTAL HIGH VENTING = 96 SI NFVA O EAST PARAPET ROOF VENTED AREA =1,242 SF REQUIRED NFVA =1,242 SF / 300 = 4.14 SF = 596 SI NFVA REQUIRED = 596 SI / 2 = 298 SI NFVA REQUIRED HIGH & LOW LOW VENTING: PROVIDED HARDIESOFFIT = 300 SI NFVA (5 SI NFVA / LF X 60 LF TOTAL) TOTAL LOW VENTING = 300 SI NFVA HIGH VENTING: PROVIDED RIDGE VENT = 96 SI NFVA (12 SI NFVAI LF X 8 LF) PROVIDED RIDGE VENT = 202 SI NFVA (2" GAP AT RIDGE X 101 LF TOTAL) TOTAL HIGH VENTING = 298 SI NFVA BASKET r-COMPRESSION RING CONTINUOUS BEAD OF SEALANT TPO MEMBRANE TPO BONDING ADHESIVE (ADHERED SYSTEM ONLY) 1 MAX {INSUATONj iLATIO -. SUBSTRATE SUMP AREA FIELD SEAM REQUIREMENTS. A. IF FIELD SEAM EDGE IS WITHIN 9" OF DRAIN COMPRESSION RING, TPO TARGET PATCH REQUIRED. B. IF FIELD SEAM EDGE IS WITHIN 9" TO 18" OF DRAIN COMPRESSION RING, HEAT WELD A LAYER OF UTRAPLY TPO FLASHING (UNSUPPORTED) OR ULTRAPLY TPO MEMBRANE CENTERED OVER SEAM EDGE. FLASHING MUST EXTEND 3" MIN BEYOND EDGE OF SUMP. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUK%VILA MAR 0 6 2019 L) r/ Cn rW O � 0 V , CIA W r + M W W Z W un U Lu _Z L Z W CL Lu V =w Z J �1 u— m O rr=� V L.L. 7 U 00 co CO m J Y I-- 0 I— W W f— C/7 f— O CO �h CO 110 Ln I- N V r , N �.�..� 1.0 co I— 1.0 _ o N 7 Ur n/ O LLLL M Lu m F- \/ 5 go UZ _ Wo Lu � ~ Z W u Z U N H Z O J W F- � Q m V) __I BUILDING PERMIT SET 3-4-2019 ROOF DETAILS 5 BACK OF TRUSS A6.2 1 = 1 i_0" ® ROOF PERMIT CENTER A6.2 1 1/2" MIN TOILET PAPER HOLDER (HIGH) TOILET PAPER g HOLDER (LOW) x N � V Q ^ = U x � a n ci Z a _ � O z GRAB BARS WATER CLOSET/ TOILET PAPER HOLDER ° 24" LENGTH, CENTERED ON WC, PERMITTED WHERE WALL SPACE DOES NOT PERMIT 36" GRAB BAR DUE TO LOCATION OF RECESSED FIXTURE ADJACENT TO WC 16" -16" (ACCESSIBLE WATER CLOSET/ GRAB BARS TYPICAL PLUMBING FIXTURE MOUNTING DIMENSIONS 01 A„ IV VERTICAL GRAB BAR 42" GRAB BAR SANITARY NAPKIN DISPOSAL TOILET TISSUE HOLDER 2 NORTH ELEVATION A7.1 15" MIN LAVATORY VANITY LIGHT E01 MOUNTED +76" AFF SOAP DISPENSER - PAPER TOWEL DISPENSER IMI 8"XIRROR 36" GRAB BAR I TOILETSEAT l COVER DISPENSER 3 EAST ELEVATION A7.1 1/2" = 1'-0" STANDING PERSONS WHEELCHAIR ACCESSIBLE DRINKING FOUNTAINS VANITY LIGHT MOUNTED +76"AFF PAINTED GWB, TYP 1" WOOD TRIM,TYP a O oz Z 'v is 6" SHEET VINYL COVE 4 SOUTH ELEVATION A7.1 1/2° = 1--o° F.F. OPERABLE PARTS i � WEST ELEVATION A7.1 1/2" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKtiVILA MAR 0 6 2019 PERMIT CENTER i V /% n/ n/ Q L.L! V) LLJ W LU ZZ W U LU Z �Z L1.1 w J LI_ 0 U U 00 CD Q J I— • W W 1— tn F- O O 00 tV to UN Ll 00L tD 14 O N T (..i..� \./ n/ O LL. M F- Uz Wo K U U � Z_ W U = ~ 4 0 L F- Lu vi Q cp Ln Ln Ln BUILDING PERMIT SET 3-4-2019 ENLARGED PLANS, INTERIOR ELEVATIONS, & DETAILS A7.1 KITCHEN EQUIPMENT SCHEDULE ID APPLIANCETYPE MFR MODEL I MODEL NO. COLOR/ FINISH NATURAL GAS ELECTRIC NOTES QTY 01 DOUBLE STACK CONVECTION OVEN COOKING PERFORMANCE GROUP 351FGC200(UN) SST GAS COMPRISED OF (2) SINGLE OVENS + STACKING KIT 1 02 16-PAN PRESSURE STEAMER CLEVELAND PGM-200-2 SST GAS 1 03 INDIVIDUAL STOCK POT RANGE _ _ _ GLOBE GSP18G SST _ GAS 5 05 FRYER AVANTCO FF400 SST GAS 2 06 6 BURNER RANGE ATOSA ATHP-36.6 SST GAS COOKRITE 36" HEAVY DUTY COUNTERTOP HOTPLATE 1 07 ICE MACHINE SCOTSMAN PRODIGY SERIES/C0530MA-1D SST ELECTRIC AIR COOLED WITH BIN 1 08 FOOD HOLDER METRO C53 SERIES/C539-CDC-U SST ELECTRIC HEATED AND PROOFING CABINET 3 09 45 QT VERTICAL CUTTER/MIXER HOBART HCM450-62.4 SST ELECTRIC — 1 10A 4' WORK TABLE EAGLE GROUP T3648SE SST NIA WITH UNDERSHELF AND DUPLEX RECEPTACLES - SEE POWER & DATA PLAN 4 10B ------- 4' WORK TABLE - -- - EAGLE GROUP T3648SE SST N/A WITH UNDERSHELF ONLY 1 11 T WORK TABLE EAGLE GROUP T3696SE SST NIA WITH UNDERSHELF 3 12A 10' WORK TABLE EAGLE GROUP T36120SE SST NIA WITH UNDERSHELF AND DUPLEX RECEPTALES 1 12B 10' WORK TABLE EAGLE GROUP T36120SE SST NIA WITH UNDERSHELF ONLY 1 13 12' COUNTER CUSTOM SST NIA CUSTOM CASEWORK 1 13 16 GAUGE 4' SOILED/DIRTY DISH TABLE REGENCY 60ODDT48 SST N/A 1 14 16 GAUGE T CLEAN DISH TABLE REGENCY 600CDT24 SST N/A 1 15 DOUBLE DECK OVERSHELF REGENCY 600DOS1296 SST NIA SIDE MOUNTED ON T WORK TABLES 3 16 20' HOOD SST NIA SUPPLY PLENUM 1 17 14' HOOD SST NIA SUPPLY PLENUM 1 18 INGREDIENTS SHELF REGENCY SST NIA WIRE SHELF 1 A HAND WASH SINK w/ BACKAND SIDE SPLASHES REGENCY 600HS17SP SST NIA 2 B 2-COMPARTMENT PREP SINK ADVANCE TABCO FC-2-2424-24RL SST NIA 1 C 3-COMPARTMENT SINK REGENCY 600S3182424RT SST NIA ALTERNATE -ADVANCE TABCO DTC-3-2424.14412' 3-COMP SINK WITH SOILED STRAIGHT DISHTABLE 1 D DISHWASHER CMA DISHMACHINES CMA-18OT-S SST NIA HIGH TEMP SPLIT DOOR CORNER DISHWASHER 1 ENLARGED PLAN - KITCHEN 17 O 05 05 --- ---- - - ------ O 14 a jj s 9 04 e TO PANTRY #38 9 C KITCHEN NORTH 1/4" = 1'4' O 13 O O 09 08 OS 08 0 7�- r� KITCHEN EAST 1/4" = 1'-0" ICITCWEILI SOUTH 1/4" = 1'-0" 1s n 18 02 01 A O6 iF • ���� ?OCORR#111 05M0 03 03 03 03 03 �_ '8 �',, �B I'F-I'Fl 01 KITCHEN WEST 1/4" = l'-O" R2 A BEAM TO SUPPORT SOFFITAND ROOF; SEE STRUCT DRAWINGS EXISTING SPRINKLER ff 4'INSULATED WALLS w/2"AIRGAP TO WALK-IN , BY COOLER MANUR FREEZER 3 #378 "v CAOLER#37A r-jiul 6 COOLER SECTION A7.2 1/4" = 1'-0" +T TOP OF (E)BEAM 4X14 BEAM BEYOND NEW ACT CEILING HANGINGANGLE STAINLESS STEEL SURROUND 7-8" _ TOTO 0 STAINLESS STEEL PERFORATED PANEL k 5'-8" BOTTq OM OF HOOD QUARTER END PANEL II i 0" GROUND FLOOR NORTH HOOD SECTION A7.2 3/8" = 1'-0" i[ - Ol4j33112F TY P O (E) BEAM 4X14 BEAM BEYOND NEW ACT CEILING 'CEILINGREVIEVED FOR r4ANGLELESS STEEL SURROUND CODE COMPLIANCE _'_.6_ APPROVED TOP OF HOOD TAINLESS STEEL } JUL 1 %2019 ERFORATED PANEL•' BOTTCity of Tukwila BUILDING DIVISIONREND PANELS — RECEIVED STEAMER CITY OF TUK`.YILA MAR 0 6 2019 PERMIT CENTER M GROUND WEST HOOD SECTION A7.2 3/8" = 1A" b PAC p ^ �^' Ln" F co �G. co co LU 4 W w ZW WU � U Z_ F— LLJ Z w Lu TZ F-' F— LL- Co `U Cn ..L. Co U I Alp� N u'1 UN W �' W O N U �- �rn M p < W M § V) UWo �V)Z CeU LU v = z d J O � W Q in cn BUILDING PERMIT SET 3-4-2019 ENLARGED KITCHEN PLAN & EQUIPMENT SCHEDULE A7.2 (N) SOFFIT +10'-W AFF---------� (N) SOFFIT +10'-0" AFF---1 L_ - _ _ _ _ _ _ _ - - _ - - - _ _ _ _ J (N) SOFFIT +12'-O" AFF REFECTED CEILING PLAN ID LOCATION FIXTURE TYPE LAMP TYPE Manufacturer PRODUCT MODEL NO. A TYPTHROUGHOUT 2'X4'RECESSED LED LITHONIA LIGHTING BLTSERIES 2BLT4 48LADSM EZ1 LP840 B CORRIDORS TYP 2'X2'RECESSED LED LITHONIA LIGHTING BLTSERIES 2BLT2 48L ADSM EZ1 LP840 C DINING ROOM SOFFITS, ENTRIES, 6" RECESSED CAN LED JUNO LED DOWNLIGHT IC22LED 14LM 35K 90CRI MVOLT EZ10 20WH ENTRY VESTIBULE D1 ENTRY SUSPENDED CIRCULAR LED BETA CALCO MICRO RING It 953120/D35/N35/S2 DIRECTIINDIRECT D2 ENTRY SUSPENDED CIRCULAR LED BETA CALCO MICRO RINGII 953110/D35IN35(S2 DIRECT/INDIRECT E STORAGE /ANCILLARY SPACES 4' LINEAR LED FINELITE HP4 DIRECT HP-4 D-4'-S-835-F-120V-FA-FE-SC-Cl-OBO F RESTROOMS ZVANITY LED OXYGEN FUSE VANITY 3-544-2724 l r � I I I I I I I I LEGEND I NEW 2X4 ACT w12X2 FAUX GRID NEW 2X4 ACT OPEN TO FRAMING A NEW 2X4 LED TROFFER B NEW 2X2 LED TROFFER �C NEW 6" RECESSED DOWNLIGHT D NEW BETA CALCO MICRO RING PENDANT 0 NEW 4' LED LINEAR PENDANT pF NEW VANITY WALL MOUNT F-9 NEW EXTERIOR WALL PACK — X'-X" HEIGHT OF NEW CEILING (TOP OF FINISHED FLOOR TO 111 BOTTOM OF CEILING) PRIMARY DAYLIGHT ZONE SECONDARY DALIGHT ZONE REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 0 6 2019 PERMIT CENTER V) Ln CV rn U w 00 CN N T U— O M Q w r2 a) s UWo p� U LU N Z z Q 3 w r"00 N¢ W rn w BUILDING PERMIT SET 3-4-2019 REFLECTED CEILING PLAN A8.1 US° = 1'-0„ 0 4' 0' W VcT-1 VCT-2 CLASSRI( (7021 VCT-1 VcT-I FINISH FLOOR PLAN VcT-1 OFFICE 26 VcT-1 VcT-1 IN 10 FINISH LEGEND EXISTING FINISHES TO REMAIN NEW 2X2 CARPET TILE NEW 2X2 WALK -OFF CARPET TILE NEW RESILIENT PLANKS NEW VINYL COMPOSITE TILE NEW TILE FINISHED CONCRETE REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION V) CZ < 00 00 co O LU N LU ]:E aY <LU F- ZZ LU U Lu (3 o K F-- LU z Uj Lu 7 LL 00 (D V—) 7 co L) o ry I c14 Lo UCN 00 O rq 7 U r/ < LU r?) U LLI F; Z V) LLJ z .J rv, L "i rn Ln V) L L 1 BUILDING PERMIT SET 3-4-2019 1 a FINISH FLOOR PLAN A9.1 1/8" = 1 1-0.1 0 4- 81 EXISTING DOOR TYPES NEW DOOR TYPES F TYPE OVERALL SIZE EB 3'-6"xT-0" EC 3'-O"x7%0" ED T-0"x7'-O" EG T-WxT-0" EH 3'-0"x7'-O" EJ 3'-0"x7'-9' VIEW FROM OPENING SIDE 71 / DESCRIPTION EXTERIOR STOREFRONT EXTERIOR EGRESS INTERIOR SWING w/ 114 LITE INTERIOR SOLID SWING INTERIOR SWING w/ 1/2 LITE QTY 1 1 1 16 10 1 1 TYPE A B C D E F G OVERALL SIZE 10'-6"x9'-O" 3'-0"x6'-8" 3'-6"x7'-0" 3'-0"x7%0" 4'-0"x7'-0" 6'-0"xT-0" 3'-0"x7%0" VIEW FROM OPENING SIDE J El �❑ \ �I DH LA DESCRIPTION ENTRY DBL SWING STOREFRONT EXT SWING w/ 112 LITE EXTERIOR EGRESS INTERIOR SWING w/ 114 LITE INTERIOR DBL DUAL SWING w/ 1/... INTERIOR SOLID SWING INTERIOR SOLID SWING QTY 4 1 1 2 2 2 6 MARK STATUS LOCATION SIZE TYPE PANEL FRAME GLAZING THERMAL RATING NEW HARDWARE CLOSER DESCRIPTION W HT MATERIAL I FINISH MATERIAL FINISH SHGC U-VALUE TYPE NOTES 01 RELOCATED #E30 CLASSROOM 01 T-0" T-0" ED WD PAINTED HM PAINTED SAFETY CLASSROOM MODIFIED E PANIC BAR TO REMAIN 02 RELOCATED #E33 CLASSROOM 02 T-0" T-T ED WD PAINTED HM PAINTED SAFETY CLASSROOM MODIFIED E PANIC BAR TO REMAIN 03 RELOCATED #E35 CLASSROOM 03 T-O" 7'-0" ED WD PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED E PANIC BAR TO REMAIN 04 NE CLASSROOM 04 T-O" T-0" D WD PAINTED HM PAINTED SAFETY CLASSROOM NEW NIA TO MATCH EXISTING 05 RELOCATED #E31 CLASSROOM 05 T-0" T-0" ED WD PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED E PANIC BAR TO REMAIN 06 RELOCATED #E34 CLASSROOM 06 3'-O" 7'-0" ED WD PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED E PANIC BAR TO REMAIN 07 RELOCATED #E37 CLASSROOM 07 T-O" 7'-0" ED WD PAINTED HM PAINTED SAFETY CLASSROOM MODIFIED E PANIC BAR TO REMAIN 08 EXISTING 4E05 CLASSROOM 08 T-O" T-0" ED WD PAINTED HM PAINTED TEMP CLASSROOM MODIFIED X 09 NEW CLASSROOM 09 T-O" T-O" D WD PAINTED HM PAINTED SAFETY - CLASSROOM NEW X I MATCH CLASSROOM DOOR 08 10 RELOCATED #E06 CLASSROOM 10 T-T T-0" ED WD PAINTED HM PAINTED TEMP CLASSROOM MODIFIED X I PANIC BAR TO REMAIN 11 RELOCATED #E23 CLASSROOM 11 T-O" T-0" ED WD PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED X PANIC BAR TO REMAIN 12 EXISTING #EO4 CLASSROOM 12 3'-0" T-0" ED WD PAINTED HM PAINTED TEMP CLASSROOM MODIFIED X 13 EXISTING#E03 CLASSROOM13 3'-0. T-O" EH WD PAINTED HM PAINTED TEMP CLASSROOM EXISTING E 14 RELOCATED #E25 CLASSROOM 14 T-O" T-0" ED WO PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED X ADD 1/4 LITE TO MATCH CLASSROOM DOORS 01- 07 15 RELOCATED #E24 CLASSROOM 15 3'-O" 7'-0" ED WD PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED X ADD 114 LITE TO MATCH CLASSROOM DOORS 01- 07 16 RELOCATED #E39 CLASSROOM 16 31-T T-0" ED WD PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED E PANIC BAR TO REMAIN 17A RELOCATED #E40 T-O" 7'-0" ED PAINTED SAFETY - 17B EXISTING #E43 CLASSROOM 17 3'.0" T-O" EJ HOLLO... 18 RELOCATED #E13 CLASSROOM 18 T-O" 7'-0" ED WD PAINTED HM PAINTED TEMP CLASSROOM MODIFIED E PANIC BAR TO REMAIN 19 NEW CLASSROOM 19 T-0" 7'-0" NIA KEYED LOCK NEW X DOOR WITHIN MOVEABLE PARTITION PANEL 20 RELOCATED #E26 CLASSROOM 20 T-0" 7'.0" ED WD PAINTED HM PAINTED SAFETY - CLASSROOM MODIFIED E PANIC BAR TO REMAIN 21 NEW CLASSROOM 21 T-O" T-0" N/A KEYED LOCK NEW X DOOR WITHIN MOVEABLE PARTITION PANEL 22 RELOCATED#EBB OFFICE T-0" T-0" EG WD STAINED WD STAINED NIA OFFICE EXISTING X 23 RELOCATED#E27 UNISEXRESTROOM 3'-0" 7'-0" EG WD PAINTED WD PAINTED NIA PRIVACY MODIFIED X 24 NEW COPY/Doc T-0" 7'-0" D WD STAINED WD STAINED NIA CLASSROOM NEW X TO MATCH DOOR 22 25 RELOCATED#E28 UNISEX RESTROOM T-0" 7'-0" EG WD PAINTED HM PAINTED NIA PRIVACY MODIFIED X 26 RELOCATED#E17 TELECOM. 31•0" 7'•0" G WD PAINTED HM PAINTED NIA STOREROOM MODIFIED NIA 27 RELOCATED#E16 ELECTRICAL T-0" 7'-0" G WD PAINTED HM PAINTED N/A STOREROOM EXISTING NIA 28 RELOCATED#E10 NURSE 31•0" T-O" G WD STAINED WD STAINED NIA CLASSROOM EXISTING X E FRAME TO REMAIN 29 RELOCATED #E09 OFFICE T-0" 7'-0" G WD STAINED WD STAINED N/A OFFICE EXISTING X E FRAME TO REMAIN 30 EXISTING #Ell OFFICE i 3W' T-0" EG WD STAINED WD STAINED NIA OFFICE EXISTING X 31 EXISTING#E12 OFFICE T-0" 7'-0" EG WD STAINED WD STAINED N/A OFFICE EXISTING X 32 EXISTING #E14 MECH. ROOM T-0" T-0" EG HM PAINTED HM PAINTED N/A STOREROOM EXISTING NIA I NEW ADA LEVER FOR E CYLINDER LOCK_ 33 EXISTING #E20 BOYS' RESTROOM T-0" 7'-0" EG WD PAINTED HM PAINTED N/A PUSH/PULL EXISTING E 34 EXISTING#E19 UNISEX 3'-0" T-0" EG WD PAINTED HM PAINTED N/A PRIVACY EXISTING X 35 EXISTING#E22 CLOSET T-0" 7W' EG WD PAINTED HM PAINTED N/A STOREROOM MODIFY N/A REPLACE E w/ADA LEVERS 36 EXISTING #E21 GIRLS' RESTROOM T-0" T-O" EG WD PAINTED HM PAINTED N/A PUSH/PULL EXISTING E 37A NEW WALK-IN COOLER T.V 7'-0" N/A NEW BY COOLER MANUFACTURER 37B NEW WALK-IN FREEZER T-0" T-0" N/A __-____ NEW BY COOLER MANUFACTURER 38 NEW WALK-IN COOLER T-10" T-0" N/A NEW BY COOLER MANUFACTURER 39 NEW ELECTRICAL T-0" 7'.0" G WD PAINTED HM PAINTED N/A STOREROOM NEW NIA 40A NEW KITCHEN T.0" T-0" G WD PAINTED HM PAINTED NIA STOREROOM NEW X 408 NEW KITCHEN 4'-0" T-0" E WD PAINTED HM PAINTED SAFETY - TRAFFIC N/A DUAL -ACTING DBL SWING w/ KICKPLATE 40C NEW KITCHEN 4'-0" T-0" E WD PAINTED HM PAINTED SAFETY - TRAFFIC NIA DUAL -ACTING DBL SWING w/ KICKPLATE 41A NEW DINING ROOM 6'-0" T.0" F WD PAINTED HM PAINTED N/A CLASSROOM NEW X PANIC BAR REQUIRED 41B NEW DINING ROOM 6'-0" T-0" F WD PAINTED HM PAINTED N/A CLASSROOM NEW X PANIC BAR REQUIRED 41C RELOCATED #E29 DINING ROOM T-6" T-0" C STEEL _ PAINTED HM PAINTED N/A __. EXIT EXISTING E PANIC BAR REQUIRED 416 EXISTING #E32 DINING ROOM T-O" T-V EC STEEL PAINTED HM PAINTED N/A EXIT EXISTING E PANIC BAR REQUIRED 100A NEW MAIN ENTRY 10'-6" 9'-0. A ALUM DKANODIZED ALUM DKANODIZED TEMP ENTRANCE w/PULL BAR X PANIC BAR REQUIRED 100E NEW MAIN ENTRY 10'•6" _ - -0" A ALUM DKANODIZED ALUM I DKANODIZED TEMP ENTRANCE w/ PULL BAR X PANIC BAR REQUIRED 101A NEW ENTRY VESTIBULE 10'-6" 9'-T A ALUM DKANODIZED I ALUM DKANODIZED TEMP DUMMY ENTRANCE X PANIC BAR REQUIRED 1016 NEW ENTRY VESTIBULE 1 10'-6" 9'-T A ALUM DKANODIZED DKANODIZED TEMP DUMMY ENTRANCE X PANIC BAR REQUIRED 102 NEW C0RRIDOR102 3'•0" 6'-8" B ALUM ANODIZED _ALUM ALUM ANODIZED TEMP ENTRANCE X PANIC BAR REQUIRED 105 EXISTING #E15 CORRIDOR 105 T-6" 7'•0" 1 EB I ALUM I ANODIZED ALUM ANODIZED TEMP_ ENTRANCE MODIFIED E PANIC BAR REQUIRED HARDWARE FUNCTIONS: CLASSROOM - OUTSIDE LEVER LOCKED & UNLOCKED WITH KEY, INSIDE LEVERALWAYS UNLOCKED OFFICE - OUTSIDE LEVER LOCKED & UNLOCKED BY KEY ON EXTERIOR OR THUMBTURN ON INTERIOR, INSIDE LEVERALWAYS UNLOCKED PRIVACY - OUTSIDE LEVER LOCKED BY INSIDE THUMBTURN, INSIDE LEVERALWAYS UNLOCKED STOREROOM - OUTSIDE LEVER FIXED, ENTRANCE BY KEY ONLY, INSIDE LEVERALWAYS UNLOCKED TRAFFIC - PUSH PLATE ON BOTH SIDES, TOP & SLIDE BOLTS ON INTERIOR TO LOCK PUSHIPULL- OUTSIDE PUSH PLATE, INSIDE PULL BARIHANDLE (NO LOCKING MECHANISM) ED &UNLOCKED ENTRANCE - OUTSIDE LEVER/LATCHBOLT LOCIWITH KEY, INSIDE PANIC BAR ALWAYS OPENS DOOR EXIT- NO EXTERIOR HARDWARE, INSIDE PANIC BARALWAYS OPENS DOOR DUMMY ENTRANCE - PULL BAR ON OUTSIDE, PUSH PLATE ON INTERIOR (NO LOCKING MECHANISM) 1K\ 1 MONO ■ I I� CLOSER: (E) - EXISTING TO REMAIN X - NEW CLOSER REQUIRED NIA - NO CLOSER REQUIRED NOTES: 1. MODIFY (E) DOOR HARDWARE AS NOTED; REPLACE HARDWARE AS NECESSARY 2. ALL RELOCATED DOORS SHALL REQUIRE NEW FRAMES, U.N.O. MARK A LLL_i� B C D E SIZE WIDTH 72" 36" 36" 72" 3'-0" HEIGHT 72" 72" 60" 18" 4'•0" OPERATION AWNING OVER FIXED FIXED AWNING OVER FIXED AWNING OVER FIXED FIXED MAT'L - FINISH GLAZING - - QTY 3 2 21 6 32 TOTAL NUMBER OF WINDOWS 1 AREA 36.0 18.0 15.0 9.0 513.0TOTALAREA 12.2 DETAILS HEAD JAMB SILL U-VALUE/ SHGC DRAWING NOTE EXTERIOR, TYP EXTERIOR, TYP EXTERIOR, TYP EXTERIOR CLERESTORY INTERIOR STOREFRONT DIMENSIONS 2'-3" T.0" T-0" 2'.3" 10' 6" DOOR TYPE A FENESTRATION AND WALL AREA CALCULATIONS STOREFRONT NEW 234SF STOREFONT EXISTING 46 SF WINDOWS (ALL NEW) 513 SF TOTAL VERTICAL FENESTRATION = 793 SF TOTAL ABOVE GRADE WALL AREA = 8,332 SF (GROSS) 793 / 8332 = 9.5% 2" 5'-2" DOOR TYPE B 4" 2'-0" 4" 1'-8" 2" 3'-0" 2'•O" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 ,I City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUK%VILA MAR 0 6 2019 PERN11T CENTER s 0 N d- M Lu Ln Lu d U Z _J O'] V)^, LL.. 6L LLJ w ZLu LLJ Lu U \ Z / Z LIJ w J L.L., O u^/ L,l _ U co 00 co O1 Q J Y I— • W LLJ k— N I--• O 00 Ln d" 00 110 (( BUILDING PERMIT SET 3-4-2U19 SCHEDULES WINDOW NOTES: 1) FENESTRATION PRODUCTS SHALL BE LABLED WITH RATED U-FACTOR, SHGC, VT, AND LEAKAGE RATING 2 WINDOW RATINGS FROM NFRC US -EFFEEPRESENTB A FROPRIE- BEEBGR OWNED 8YTUUflUB-D E-NOT BE USED OR OTHER PROJECTS OR ADDURQN$ YD THIS - OR FOR COMPLETION OF THIS PROJECT BY - -BY PROD-GEUENT IN WIFUFS c 0 8;u >MT zo G) — 0 Fn 00 9 0.1 m C: -n a 0z;0>0 0 z m ,a 0 M om Z "no gym z a ;rm q — *0 m F m > 01 rn 7 z rn rn z C) r7l r— ri"I 0 z r) i 0 z 1 l" OW9 z 4A I I C? G) ZX -1 Li NO. DATE DESCRIPTION F BRODERICK ARCHITECTS 55S. ATLANTIC STREET, SUITE #301 SEATTL , WASHINGTON 98134 206.682.7525 CHURCH OF THE VIETNAMESE MARTYRS LEARNING CENTER -J 4532 [REGISTERED TE..AIR. RECT KEViW-,!. EIRODERI�K L7� 6847 S 180TH STREET e TUKWILA, WA 98188 NOTES DRAWINGS, NOTES, DETAILS, AND ATTACHMENTS CONTAINED HEREIN. THESE DOCUMENTS APPLY SPECIFICALLY TO THIS PROJECT AND SHALL NOT BE USED FOR ANY OTHER PROJECT OR REPRODUCED WITHOUT THE EXPRESS WRITTEN CONSENT OF RIVERSTONE STRUCTURAL CONCEPTS. 2. ENTIRE CONTRACT DOCUMENTS SHALL BE USED TO BUILD BUILDING. SOME CRITICAL ITEMS REQUIRED BY OTHER DISCIPLINES MAY NOT BE SHOWN ON STRUCTURAL DRAWING (I.E. WALL, FLOOR AND ROOF OPENING, ARCHITECTURAL, MECHANICAL AND PLUMBING LOADS, SUPPORT PLATES ETC.). 3. ALL DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS INCLUDING ELEVATIONS ARE TO ASSIST CONTRACTOR IN ( ) VERIFICATION. LOCATION OF ALL ITEMS SHALL BE DETERMINED BY SPECIFIC DIMENSIONS OR NOTES ONLY; DO NOT USE GRAPHIC APPEARANCE TO ASSUME SPECIFIC LOCATIONS. 4. DIMENSIONS SHALL NOT BE SCALED FROM STRUCTURAL PLANS OR DETAILS UNDER ANY CIRCUMSTANCE. 5. ALL ENGINEERING, CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE CURRENT GOVERNING VERSION OF THE INTERNATIONAL BUILDING CODE WITH THE GOVERNING JURISDICTION AMENDMENTS. 6. METHOD OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS, AND OTHERS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, AND SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. OBSERVATION VISITS BY THE ENGINEER TO THE SITE WILL NOT INCLUDE INSPECTION OF THE MEASURES ABOVE. 7. ALL ASTM STANDARDS SHALL CONFORM TO THE LATEST ISSUE OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS. 8, CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON FRAMED FLOORS OR ROOFS. THE MATERIAL LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING ANDIOR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH, 9. ITEMS SHOWN BY OTHER DISCIPLINES WITH REFERENCE TO STRUCTURAL DRAWING BUT NOT SHOWN ON THIS STRUCTURAL DOCUMENT SHALL BE CONSIDERED DESIGN BUILD ITEMS, IN THIS CASE, CONTRACTOR SHALL SUBMIT DESIGN BY OTHERS FOR REVIEW. 10. GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS, GRADES, ELEVATIONS, AND SITE CONDITIONS PRIOR TO STARTING CONSTRUCTION. THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES, INCONSISTENCIES, AND/OR CONDITIONS NEEDING CLARIFICATIONS. ALL OPENINGS ti. ESTABLISH AND VERIFY A O S AND INSERTS FOR ARCHITECTURAL MECHANICAL PLUMBING AND G ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. 12, OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF HE/SHE CHOOSES AN OPTION, CONTRACTOR SHALL BE CHANGES AND HALL COORDINATE ALL DETAILS. RESPONSIBLE FOR ALL NECESSARY C S 13. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL AND FINISHED GRADE WITH CIVIL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. 15. ANY OMISSIONS OR DISCREPANCIES N FOUND WITHIN THE STRUCTURAL DRAWING SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHIT ARCHITECT ENGI NEER INEER PRIOR TO PROCEEDING WITH CONSTRUCTION, 16. SUPPLIER OF ENGINEERED STRUCTURAL COMPONENTS (I.E. STEEL JOISTS, STAIRS, AND PRECAST ITEMS) SHALL BE RESPONSIBLE FOR COMPLETE DESIGN AND SHALL USE ENTIRE CONTRACT DOCUMENTS TO INCLUDE ALL LOADS AND DETAIL REQUIREMENTS FROM ALL DISCIPLINES. SUPPLIER SHALL PROVIDE ADDITIONAL MATERIAL REQUIRED TO MEET ALL THEIR REQUIREMENTS FOR INSTALLATION (I.E. WIDER BEARING PLATES, SHIMS, AND ERECTION BOLTS ETC.). 17. ALL MATERIALS, SPECIFICATIONS, CONNECTIONS, ETC. SHALL BE AS SHOWN IN THE STRUCTURAL DRAWINGS UNLESS ALTERNATES ARE APPROVED IN WRITING BY THE ARCHITECT, ENGINEER, AND OWNER. 18. STRUCTURAL STEEL SUPPLIER SHALL FURNISH BOLTS FOR OSHA CONNECTIONS (SEE DRAWINGS FOR DETAILS). TYPICAL DETAILS AND SCHEDULES INDICATED MAY NOT BE SPECIFICALLY REFERENCED ON THE DRAWINGS. THE CONTRACTOR IS RESPONSIBLE TO DETERMINE WHERE EACH TYPICAL DETAIL OR SCHEDULE APPLIES. IF LOCATIONS ARE FOUND WHERE NO TYPICAL DETAIL, TYPICAL SCHEDULE, OR SPECIFIC DETAIL APPLIES, NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER. - DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND GENERAL NOTES SHALL APPLY EVEN IF NOT SPECIFICALLY DENOTED ON PLANS, UNO. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF RECORD. 19. NOTIFY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTING OR FABRICATING, WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN THE STRUCTURAL MEMBERS. 20, SHOP DRAWINGS FOR ALL FABRICATED MATERIALS SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO FABRICATION. 21. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES, WHETHER INDICATED ON THE CONSTRUCTION DOCUMENTS OR NOT, AND TO PROTECT THEM FROM DAMAGE. 22. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS, SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON -BEARING PARTITIONS, SIZE AND LOCATION OF CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS, FLOOR AND ROOF FINISHES, STAIR FRAMING AND DETAILS, DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, CEILING ASSEMBLIES, EXTERIOR WALL ASSEMBLIES, ETC. 23. IT IS THE SOLE AND COMPLETE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN THE JOBSITE CONDITIONS AND THE SAFETY OF ALL PERSONS OR PROPERTY DURING THE CONSTRUCTION. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE STRUCTURAL ENGINEER FREE AND HARMLESS FROM ALL CLAIMS, DEMANDS, AND LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING CONCRETE NOTES ASTM A934. ALL REINFORCING SHALL BEAR MILL STOCK IDENTIFICATION. 2, REINFORCING STEEL GRADE SHALL BE: • GRADE 60-#4BARSANDLARGER • GRADE 40-#3BARS AND SMALLER ASTM A705 GRADE 60- ALL WELDED REINFORCING STEEL 3. REINFORCING STEEL DETAILING, BENDING, AND PLACING SHALL BE IN ACCORDANCE WITH THE LATEST ADDITION OF THE "MANUAL OF STANDARD PRACTICE" BY THE CONCRETE REINFORCING STEEL INSTITUTE. 4. REINFORCING STEEL SHALL BE CLEAN OF RUST, OIL, GREASE, OR ANY OTHER COATING MATERIAL LIKELY TO IMPAIR BONDING. 5. SEE TYPICAL REBAR DETAIL 005 ON SHEET SO.10 FOR LAP SPLICE, BEND, AND HOOK SPECIFICATIONS, TYP. REINFORCING BAR LAPS 1. LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF ACI 318. LAP SPLICES IN CONCRETE COLUMNS SHALL BE STANDARD COMPRESSION LAP SPLICES. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. LAPS IN WELDED WIRE FABRIC SHALL BE MADE SO THAT THE OVERLAP, MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET, IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES. ALL WELDED WIRE FABRIC SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. 2, ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND 3. HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90-DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. CONCRETE COLUMN DOWEL EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL WITH EMBEDMENT LENGTH ACCORDING TO THE LATEST EDITION OF THE ACI 318. (UNLESS NOTED OTHERWISE ON PLANS OR DETAILS). 4. CONCRETE REINFORCEMENT LAP SPLICES/DEVELOPMENT LENGTHS ARE AS FOLLOWS: 9 SIZE F� = 2500 P51 F= 3000 P51 F'< = 4000 PSI F4 = 4500 PSI F< = 501 #3 19 17 15 14 13 #4 24 22 19 18 17 #5 30 27 24 22 21 #6 36 33 28 27 25 #7 53 48 42 39 37 #8 60 55 47 45 42 #9 68 62 54 50 48 #10 76 70 60 57 54 .n_ a9 a -D B -a B 'a B S4 0 0 0 SO � � 135 180 � 90 DEGREE HOOK 135 DEGREE HOOK 180 DEGREE HOOK BAR SIZE db (IN) B (IN) Lod Lext Lext #3 318 2114 4112 3 2112 #4 112 3 6 3 21/2 #5 518 3314 7112 3314 21/2 #6 3/4 4 112 9 4 1/2 3 #7 7/8 51/4 10112 5114 3112 #8 1 6 12 6 4 #9 1118 9 13112 N/A 41/2 #10 1 1/4 10 15 N/A 5 RODS AND INSERTS INTO NEW OR EXISTING CONCRETE OR SOLID GROUTED CONCRETE MASONRY UNITS ONLY WHERE SPECIFIED ON PLANS. IF USE IS REQUESTED FOR OTHER THAN WHERE NOTED CONTACT STRUCTURAL ENGINEER THROUGH ARCHITECT FOR APPROVAL. ADHESIVE SHALL BE FURNISHED IN SIDE BY SIDE PACKS WHICH NENT I. AND COMPONENT B SEPARATE USE ONLY 1. J TION T T I 11-1 1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS. 2. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON HIS REVIEW. 3. VERIFY ALL DIMENSIONS WITH ARCHITECT AND ALL FINISHED GRADE WITH CIVIL DRAWINGS. 4. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. 5. THE ENGINEER HAS THE RIGHTTO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANYTIME BEFORE ORAFTER SHOP DRAWING REVIEW. 6. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT ARE NOT TO BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAKE SURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. 7. SHOP DRAWINGS ARE NOT A PART OF CONTRACT DOCUMENTS, THEREFORE, ARCHITECTS/STRUCTURAL ENGINEER'S REVIEW DOES NOT CONSTITUTE AN AUTHORIZATION TO DEVIATE O FROM TERMS AND CONDITIONS OF THE CONTRACT. C 8. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. 9. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. 10. STRUCTURAL ENGINEER REQUIRES 10 WORKING DAYS AFTER RECEIPT OF SHOP DRAWINGS AND CALCULATIONS FOR PROCESSING. 11. AS A MINIMUM SUBMIT SHOP DRAWING SUBMITTALS SHALL INCLUDE THE FOLLOWING ITEMS PLUS, ADDITIONAL ITEMS LISTED IN THE PROJECT SPECIFICATIONS FOR STRUCTURAL REVIEW, BUT NOT BE LIMITED TO: A. DESIGN DRAWINGS FOR ATTACHMENT OF MECHANICAL AND ELECTRICAL SYSTEM COMPONENTS TO THE STRUCTURE AND SUPPORT BY THE STRUCTURE, BY OTHERS. B. DESIGN DRAWINGS FOR HELICAL PIERS, C. PRE-ENGINEERED WOOD TRUSSES LAYOUT AND CALCULATIONS D. DESIGN DRAWINGS FOR ANCHORAGE AND ELECTRICAL EQUIPMENT FOR EMERGENCY AND STANDBY POWER SYSTEMS; INSTALLATION OF PIPING SYSTEMS FOR CONVEYANCE OF FLAMMABLE, COMBUSTIBLE OR HIGHLY TOXIC CONTENTS AND ASSOCIATED MECHANICAL UNITS, AND INSTTALLATION OF HVAC DUCTWORK FOR CONVEYANCE OF HAZARDOUS MATERIAL, WHERE APPLICABLE. MANUAL OF STEEL CONSTRUCTION A AND SHALL BE DETAILED, FABRICATED, AND ERECTED IN CONFORMANCE WITH THE AISC SPECIFICATIONS. 2. STRUCTURAL STEEL MATERIAL SHALL BE AS FOLLOWS (U.N.O.): W SHAPES: ASTM A992, Fy = 50 KSI HSS SHAPES (RECTANGULAR): ASTM A500, GRADE B, Fy = 46 KSI HSS SHAPES (ROUND): ASTM A500, GRADE B, Fy = 42 KSI ALL OTHER SHAPES: ASTM A36, Fy = 36 KSI UNHEADED BOLTS & WASHERS: ASTM A36, Fy = 36 KSI HEADED BOLTS & WASHERS: ASTM A307, GRADE A HIGH STRENGTH BOLTS: ASTM A325N / ASTM A490 (SEE PLANS) SHEAR STUDS: ASTM A108 & A.W.S. D1.1, Fy = 60 KSI NUTS: ASTM A563, GRADE A ANCHOR BOLTS & HEAVY HEX HEAD BOLTS INSTALLED IN CONCRETE: ASTM F1554, GRADE 36 3. STEEL FABRICATORS SHALL FURNISH SHOP DRAWINGS FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION. 4. STEEL FABRICATION SHALL BE PERFORMED IN A SHOP THAT IS APPROVED BY THE GOVERNING JURISDICTION. S. EXPOSED STEEL SHALL BE PRIMED/PAINTED OR HOT DIPPED GALVANIZED, 6. HOLES SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED ON DRAWINGS. HOLES SHALL BE 1/16" OVERSIZED FOR ORDINARY CONNECTIONS AND 3/16" OVERSIZED FOR ANCHOR BOLTS (U.N.O.). 7. GROUTING MATERIAL AT BASE PLATES SHALL BE NON -SHRINK GROUT / DRY PACK WITH A COMPRESSIVE STRENGTH OF F'-�C = 6,000 PSI (MIN.). INSTALL GROUT AFTER COLUMN HAS BEEN PLUMBED AND PRIOR TO FRAMING ERECTION. 8. HIGH STRENGTH BOLTS SHALL BE PROVIDED WITH HARDENED WASHERS CONFORMING TO ASTM F436. 9. STRUCTURAL STEEL SHALL BE DELIVERED T THE JOBSITE FREE OF RUST, MILL SCALE, GREASE, ETC. # NUMBER OR POUND INSUL, INSULATION A.B. ANCHOR BOLT INT. INTERIOR A.F.F. ABOVE FINISH FLOOR KP KING POST ABV. ABOVE L.L.V. LONG LEG VERT. ALT. ALTERNATIVE L.L.H. LONG LEG HORIZ. ARCH. ARCHITECTURAL LSL TIMBERSTRAND B.F. BRACED FRAME LVL MICROLLAM B.O. BOTTOM OF LBS. POUNDS B.O.C. BOTTOM OF CONCRETE MAX. MAXIMUM B.N. BOUNDARY NAIL(ING) MECH. MECHANICAL BLDG BUILDING MFR. MANUFACTURER BLK BLOCK M.F. MOMENT FRAME BLKG BLOCKING MIN. MINIMUM BM. BEAM MISC. MISCELLANEOUS BOT./BTM, BOTTOM N.T.S. NOT TO SCALE C.LP. CAST IN PLACE O.C. ON CENTER C.M.U. CONCRETE MASONRY UNIT O.D. OUTSIDE DIAMETER CLG. CEILING OPP. OPPOSITE CLR. CLEAR P.A.F. POWER -ACTUATED FASTENER CNTRSK. COUNTERSUNK P.E. PRE-ENGINEERED COL. COLUMN PL PLATE CONC. CONCRETE P PLATE CONT. CONTINUOUS PLYWD PLYWOOD D.B.A. DEFORMED BAR ANCHOR P.M. PRE -MANUFACTURED D.F. DOUGLAS FIR PSL PARALLAM DFL DOUGLAS FIR LARCH R. RADIUS OR RISER DET. DETAIL R.D. ROOF DRAIN DIA. DIAMETER R.O. ROUGH OPENING DIAG. DIAGONAL RE: REFERENCE (CWO DIM. DIMENSION REQ'D. REQUIRED DN, DOWN S.C. SLIP CRITICAL DWG. DRAWING S.E. STEEL ELEVATION E.B. EXPANSION BOLT S.F. SQUARE FEET OR FOOT E.J. EXPANSION JOINT S.S. STAINLESS STEEL E.N. EDGENAIL(ING) STMS SELF TAPPING METAL SCREWS EA EACH SCHED. SCHEDULE EL. ELEVATION SIM. SIMILAR OR SIMILAR TO E.O.R. ENGINEER OF RECORD SPECS. SPECIFICATIONS EXP. EXPANSION SQ. SQUARE EXT. EXTERIOR STAG. STAGGER F.F.E. FINISH FLOOR ELEVATION STD. STANDARD F.O.M. FACE OF MASONRY STL. STEEL F.O.S. FACE OF STUDS STRUC. STRUCTURAL FDN. FOUNDATION T&B TOP AND BOTTOM FIN. FINISH T&G TONGUE AND GROOVE FT. FOOT OR FEET T.O. TOP OF FTG. FOOTING T.O.C. TOP OF CURB/CONCRETE FTW. FIRE TREATED WOOD T.O.D. TOP OF DECK GA. GAUGE OR GAGE T.O.M. TOP OF MASONRY GALV. GALVANIZED T.O.S. TOP OF SLAB GYP. GYPSUM T.O.W. TOP OF WALL N.C.A. HEADED CONCRETE ANCHOR THK THICKNESS HORIZ. HORIZONTAL TJI TRUSS JOIST I -JOIST HT. HEIGHT U.N.O. UNLESS NOTED OTHERWISE I.D. INSIDE DIAMETER V.I.F. VERIFY IN FIELD HVAC HEATING VENTILATING /AIR VERT. VERTICAL CONDITIONING w/ WITH HSS HOLLOW STRUCT. STEEL w/o WITHOUT 1. JOIST TO SILL OR GIRDER, TOENAIL 2. BLOCKING TO JOIST, TOENAIL EACH END 3. 1"X6" SUBFLOOR (OR LESS) TO EA. JOIST, FACE NAIL 4 WIDERTHANI"X6"S BF KEEP EC COLS AND STA IC M XING NOZZLES 10. STEEL BEAMS WITH SPECIFIED INCLUDED CAMBER PER PLAN MAY BE COLD CAMBERED U.N.O. U I -TO EA. JOIST, FACE NAIL RECOMMENDED BY MANUFACTURER. MANUFACTURERS RECOMMENDATIONS SHALL BE FOLLOWED. 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND & FACE NAIL 2. EPDXY SHALL NOT BE INSTALLED WITHOUT PRIOR APPROVAL OF ENGINEER UNLESS SPECIFICALLY DETAILED ON THE WELDING NOTES 6. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL DRAWINGS. 1. WELDING SHALL CONFORM TO THE LATEST ADDITION OF THE "STRUCTURAL WELDING CODE" ANSI ! AM Dl.1 7. SOLE PLATE TO JOIST OR BLOCKING @ BRACED WALL PANEL 3, BARS MUST BE DEFORMED OR THREADED FOR THE FULL EMBEDMENT DEPTH IN EPDXY. 2. WELDS SHALL USE E70 ELECTRODES (EXCEPT REINFORCING STEEL WELDS). 8. TOP PLATE TO STUD, END NAIL 4. OVER -DRILL BAR DIAMETER AS INDICATED BY THE EPDXY MANUFACTURER, AND TO THE DEPTH INDICATED ON THE 3. WELDS OF REINFORCING STEEL USING A706 GRADE 60 STEEL SHALL USE E80 ELECTRODES AND SHALL CONFORM TO 9• STUD TO SOLE PLATE, TOENAIL STRUCTURAL DRAWINGS. AWS Dl A & RGA3-77. 10. STUD TO SOLE PLATE, END NAIL 5. CLEAN HOLE PER MANUFACTURE REQUIREMENTS. 4. SHOP WELDING SHALL BE PERFORMED IN A SHOP THAT IS REGISTERED AND APPROVED BY THE GOVERNING 11. DOUBLE STUDS, FACE NAIL 6. ANY DIRT, RUST, AND OIL ON THE BARS SHALL BE REMOVED, JURISDICTION. 12. DOUBLE TOP PLATES, TYP. FACE NAIL 7. DURING THE EPDXY MIXING AND APPLICATION PROCESS, INSTALL IN STRICT ACCORDANCE WITH ICC REPORT AND 5. FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED INSPECTOR. ALL FIELD WELDING MUST BE 13. DOUBLE TOP PLATES, LAP SPLICE THE EPDXY MANUFACTURER'S SPECIFICATIONS EXACTLY 14 BLK'G BETWEEN JOISTS OR RAFTERS TO TOP PLATES 1. ALL CONCRETE MATERIALS, CONSTRUCTION, AND WORKMANSHIP SHALL CONFORM TO ACI 318-11. 1. ALL CONCRETE MATERIALS, CONSTRUCTION, AND WORKMANSHIP SHALL CONFORM TO ACI 318-11. 8, VERTICAL HOLES TO BE FILLED FROM THE BOTTOM ARE TO USE AN EPDXY GEL. INDICATED ON THE SHOP DRAWINGS. 6. ALL EXPOSED WELDED CONNECTIONS SHALL BE FILLED AND GROUND SMOOTH AND SUBJECT TO ARCHITECTURAL ,TOENAIL 15. RIM JOIST TO TOP PLATE, TOENAIL 2. THE CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND 9, ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICAL OVERHEAD ORIENTATION TO SUPPORT SUSTAINED APPROVAL. 16. TOP PLATES, LAPS & INTERSECTIONS, FACE NAIL WATER, SEEPAGE, ETC, TENSION LOADS SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH 7. ALL WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. SIZE OF WELDS SHALL BE BASED ON AISC 17. CONTINUOUS HEADER, TWO PIECES, NAIL ALONG EDGE 3. DRAINAGE SYSTEMS, INCLUDING FOUNDATION, ROOF AND SURFACE DRAINS, SHALL BE INSTALLED AS DIRECTED BY ACl/CRSI (AC1328-11 D.9.2.2). PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR STANDARDS FOR THICKER MATERIAL CONNECTED. 18. CEILING JOIST TO PLATE, TOENAIL THE GEOTECHNICAL ENGINEER AND/OR ARCHITECTURAL DRAWINGS. APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION. 19. CONTINUOUS HEADER TO STUD, TOENAIL FASTENERS AND HARDWARE 4. THE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE (F'c) AT 28 DAYS SHALL BE AS FOLLOWS (U.N.O.): 10. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS (ACI 318-11 D.2.2). FOR 20. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 1. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE IBC. ALL NAILS SHALL BE INSTALLATIONS SOONER THAN 21 DAYS, CONSULT ADHESIVE MANUFACTURER, 21. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL LOCATION OF CONCRETE MIN STRENGTH (PSI) EXPOSURE 11. THE FOLLOWING EPDXY SYSTEMS ARE ACCEPTABLE FOR USE IN FULLY GROUTED MASONRY: COMMON, UNO. DETAILS GOVERN OVER SCHEDULE. 22. RAFTER TO PLATE, TOENAIL CATEGORIES SIMPSON TITEN HD ICC ESR-2713 2. BOLTS, ANCHOR RODS, AND LAG SCREWS SHALL BE CENTERED IN MEMBERS, UNO, C. WHERE AUTOMATIC NAILING IS 23, V DIAGONAL BRACE TO EA. STUD & PLATE, FACE NAIL GRADE BEAMS & FOOTINGS 4500 Ft, St, WO, Cl 12. THE FOLLOWING EPDXY SYSTEMS ARE ACCEPTABLE FOR USE IN UNCRACKED, CRACKED, AND SEISMIC CONCRETE USED, NAIL HEADS SHALL NOT PENETRATE PLYWOOD SHEATHING. CONNECTIONS LISTED ARE MINIMUM PERMISSIBLE. 24. 1"X 8" SHEATHING TO EA. BEARING, FACE NAIL SLAB ON GRADE 3000 Fi, St, W0, CO APPLICATIONS: 3. WHEN MULTIPLE MEMBERS ARE GROUPED TOGETHER, FASTEN WITH: 2 ROWS OF 16D NAILS AT 12" ON CENTER. USE 25. WIDER THAN V X 8" SHEATHING TO EA. BEARING, FACE NAIL WALLSlSTEMWALLS 4500 Ft, Si, W0, Cl • HILTI HY 200 !CC SAFE SET ICC ESR-3187 THREE ROWS OF 16D NAILS AT 12"ON CENTER FOR DEPTHS 14"OR GREATER. E 26. BUILT-UP CORNER STUDS • SIMPSON TITEN HD ICC ESR-2713 DEWALT PURE 110+ ICC ESR-3298 4. ALL BOLTS IN WOOD SHALL CONFORM TO ASTM A307 BOLTS AND SHALL BE INSTALLED IN HOLES BORED WITH A BIT 27. BUILT-UP GIRDER & BEAMS S. CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING MINIMUM EXPOSURE REQUIREMENTS PER ACI 318 CHAPTER 19. • DEWALT AC200+ (COLD WEATHER) ICC ESR-4027 • SIMPSON AT XP (COLD WEATHER) IAPMO-UES 263 F 1116 INCH LARGER THAT THE DIAMETER 0 THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL DAMAGE THREADS AFTER INSTALLATION PREVENT LOOSENING. WASHERS UNDER HEADS ANDALL 28. 2" PLANKS TO EA. SEVERITY CLASS ACI REQUIREMENTS HILTI HIT -RE 500 SO ESR-2322 10. THREADED ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 U.N.O. BE SIMPSON 5. SPECIFIED HARDWARE SHALL BE SIMPSON STRONG -TIE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, FA 29. COLLAR TIE TO RAFTER, FACE NAZI RAFTER, 13. USE OF ANY OTHER EPDXY IN A SEISMIC / CRACKED CONCRETE LOCATION WILL ONLY BE CONSIDERED WITH AN UNO. 30. JACK RAFTER TO HIP, TOENAIL FREEZING AND THAWING NOT APPLICABLE FO - APPROVED THIRD PARTY EVALUATION REPORT THAT INCLUDES RECOGNITION OF EARTHQUAKE RESISTANCE IN ACCORDANCE WITH THE CURRENT IBC. 6. SILL PLATE MAXIMUM ANCHOR BOLT SPACING SHALL BE 48 INCHES ON CENTER. UNLESS NOTED OTHERWISE ON OR JACK RAFTER TO HIP, FACE NAIL MODERATE F1 ACI 318 TABLE 19.3.1.1 AND 19.3.1 PLANS AND DETAILS. ALL ANCHOR BOLDS (OTHER THAN BOLTS FOR HOLDOWNS) SHALL BE 112 INCH DIAMETER WITH A 31. ROOF RAFTERS TO 2X RIDGE BEAM, TOENAIL WOOD NOTES SEVERE F2 ACI 318 TABLE 19.3.1.1 AND 19.3.1 I MINIMUM EMBEDMENT OF 9 INCHES INTO CONCRETE, UNO. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE 32. ROOF RAFTERS TO 2X RIDGE BEAM, FACE NAIL VERY SEVERE F3 ACI 318 TABLE 19.3.1.1 AND 19.3.1 CONSIDERED AS PART OF REQUIRED ANCHOR BOLTS FOR SHEAR WALLS. ALL EXTERIOR WALLS SHALL BE SECURED 33. JOIST TO BAND JOIST, FACE NAIL 1. ALL LUMBER SHALL CONFORM TO THE GRADES AS SET BY AN INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN SULFATE I ACCREDITATION BODY THAT COMPLIES WITH THE DOC PS 20 OR EQUIVALENT. WITH MINIMUM ANCHOR BOLTS, INTERIOR WALLS MAY BE DRIVEN SHOT PINS ACCORDING TO ALTERNATE OUTLINED 34. LEDGER STRIP, FACE NAIL NOT SO ACI 318 TABLE 19.3.1.1 2. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF HEREIN UNO. DERATAPPLICABLE MODERATE St ACI 318 TABLE 19.3.1.1 SECTIONS 2308 OF THE IBC. 7 ANCHOR BOLTS SHALL HAVE 3" X 3" X 1/4" THICK SLOTTED PLATE WASHERS UNDER EACH NUT. EDGE OF PLATE SEVERE I 32 ACI 318 TABLE 19.3.1.1 3. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL OR ARCHITECTURAL DRAWINGS. WASHER TO BE WITHIN 1/2" OF SHEATHING. AT SHEAR WALLS WITH SHEATHING ON BOTH FACES ALTERNATE WASHER 35. WOOD STRUCTURAL PANELS & PARTICLEBOARD VERY SEVERE S3 ACI 318 TABLE 19.3.1.1 4. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST EDGES. EDGESLENGTH SUBFLOOR, ROOF, & WALL SHEATHING (rO FRAMING) IN CONTACT WITH WATER AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNO. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. g INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2005 NDS SECTION 11.1.3. NOT REQUIRED WO ACI 318 TABLE 19.3.1.1 5. FRAMING LUMBER SHALL BE DOUGLAS FIR -LARCH WITH THE FOLLOWING GRADE (U.N.O.): 9 PNAILING SHALL BE PLAIN SHANK, COATED, OR GALVANIZED: REQUIRED I W1 ACI 318 TABLE 19.3.1.1 . STUDS (8'-1" HT. AND LESS) STUD GRADE OR BETTER 8D 0.13NEUMATIC DIA X 2 %"MIN LENGTH 36. SINGLE FLOOR (COMBINATION SUBFLOOR - UNDERLAYMENT TO CORROSION PROTECTION OF REINFORCING ( . STUDS (GREATER THAN 8'-1" HT.) #2 OR BETTER 10D 0.148" DIA X W MIN LENGTH FRAMING) NOT APPLICABLE I CO ACI 318 TABLE 19.3.1.1 SILLS/PLATES AND LEDGERS #2 OR BETTER 16D 0.135" DIA X 3 1/2" MIN LENGTH MODERATE Cl ACI 318 TABLE 19.3.1.1 HEADERS #20RBETTER 10. HAND NAILING SHALL BE SINKERS, COATED: 37, PANEL SIDING O FRAMING (T ) SEVERE C2 ACI 318 TABLE 19.3.1.1 POSTS AND BEAMS #1 OR BETTER 8O 11 1/2GA. X 2 3/8" 16D 11GA. X 2 7/8" 6. MOISTURE CONTENT OF SAWN LUMBER AT THE TIME OF PLACEMENT SHALL NOT EXCEED 19%. 16D 9GA. X 3114" 38. FIBERBOARD SHEATHING DESIGN STRENGTH IS 3 000 PSI OR GREATER. 6. CYLINDER TESTS ARE REQUIRED WHERE CONCRETE COMPRESSION7. WOOD BEARING ON CONCRETE OR MASONRY IN CONTACT WITH SOIL SHALL 8E PRESSURE TREATED. DESIGN CRITERIA 7. IT IS THE RESPONSIBILITY OF THE CONCRETE SUPPLIER THAT THE MIX DESIGN WILL ATTAIN THE SPECIFIED 8• WOOD STUDS/POSTS LESS THAT 8" FROM GRADE SHALL BE PRESSURE TREATED. 39. INTERIOR PANELING STRENGTH. ACCEPTANCE OF MIX DESIGN SHALL BE BASED ONLY ON CONFORMANCE OF SPECIFIED COMPRESSION g. FASTENERS, INCLUDING NUTS AND WASHERS, IN PRESSURE TREATED WOOD SHALL BE HOT DIPPED ZINC -COATED DESIGN LOADS NAILING SCHEDULE NOTES: STRENGTH AND SLUMP. GALVANIZED STEEL PER ASTM B695, CLASS 55. IT IS ACCEPTABLE TO USE PLAIN CARBON STEEL FASTENERS IN ZINC ROOF LOADS SNOW LOADS 8. CONCRETE SLUMP SHALL NOT EXCEED 4". BORATE TREATED WOOD IN AN INTERIOR DRY ENVIRONMENT SUCH AS IN A WALL CAVITY ANY FASTENERS A. AL NAILS L TO BE COMMONS. 9. CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150, TYPE H. THE WATER/CEMENT RATIO SHALL NOT INCLUDING NUTS AND WASHERS IN CONTACT WITH PRESERVATIVE TREATED WOOD AND FIRE -RETARDANT WOOD ROOFING: MATERIAL FLAT ROOF SNOW LOAD Po: 16 PSF EXCEED 0.6. SHALL BE ZINC -COATED IN ACCORDANCE TO ASTM A153 TOTAL DEAD LOAD: 25/17 PSF FLAT ROOF SNOW LOAD PF: 25 PSF 2-8D 2-8D 3-8D 2-16D 16D @ 16" O.C. 3-16D@16"O.C. 2-16D 4-8D 2-16D 16D @ 24" O.C. 16D @ 16" O.C. 8-16D 3-8D 8D @ 6" O.C. 2-16D 16D @ 16" O.C. 3-8D 4-8D 3-16D 3-16D 3-80 2-8D 3-8D 3-8D 16D @ 24" O.C. 20D @ 32" O.C. @ T&B, STAG. 2 20D @ ENDS & EA. SPLICE 16D 3-1OD 3-1OD 2-16D 2-160 2-16D 3-16D 3-16D 1/2" & LESS, 6D 19l32" - 3/4", SO 7/8"-1", 10D 11/8"-11/4", 12D 3/4" & LESS, 6D 7/8"-1", 80 11/8"-11/4", IOD 1/2" & LESS, 6D 5/8", 8D 1/2" 6D 25/32" D 8 1/4", 4D B. SEE WOOD NOTES FOR NAILS IN PRESSURE TREATED WOOD. C. WHENEVER POSSIBLE, NAILS DRIVEN PERPENDICULAR TO THE GRAIN SHALL BE USED INSTEAD OF TOENAILS. . FOR LIVE LOAD (SNOW): 25PSF D. 10. ALL AGGREGATES USED SHALL FOLLOW THE REQUIREMENTS OF ASTM C33 FOR NORMAL WEIGHT CONCRETE R 10. ALL BOLT HEADS, NUTS AND LAG SCREWS BEARING ON WOOD SHALL HAVE CUT WASHERS (U.N.O.). ( 'M SNOW EXP. FACTOR Ge: 1.0 D DETAILS AND NOTES SUPERSEDE THE NAILING SCHEDULE WHEF LIGHTWEIGHT CONCRETE, USE ASTM C330. THE MAXIMUM SIDE OF THE COARSE AGGREGATE SHALL NOT EXCEED 33% 11 BOLT HOLES IN WOOD SHALL BE DRILLED 1/16" LARGER THAN THE BOLT DIAMETER. BOLT HOLES SHALL BE TOTAL LOAD: 50142 PSF THERMAL FACTOR CT: 1.0 SLAB THICKNESS, 3/4", OR THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS. ACCURATELY ALIGNED AND NOT FORCIBLY DRIVEN. SNOW IMP, FACTOR: Is: 1.10 F T ENGINEER OF RECORD PRIOR TO BEING USED ADMIXTURES DRIFT SURCHARGE' SEE PLAN 11 ADMIXTURES REQUIRE THE WRITTEN CONSENT O HE N • F RECOMMENDATIONS IF CONSENT IS GIVEN. SHALL BE USED IN ACCORDANCE WITH THE MANUFACTURER'S R C 12. LEAD HOLES FOR LAG SCREWS IN WOOD SHALL BE BORED AS FOLLOWS: FOR SHANK: SAME fd AND LENGTH AS UNTHREADED SHANK DRIFT WIDTH: SEE P LAN 12. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM C94. FOR THREADED PORTION: 60°10-75 % OF SHANK DIAMETER AND LENGTH EQUAL TO THREADED PORTION. FLOOR LOADS 13. MINIMUM CONCRETE COVER FOR REINFORCING STEEL IN NON -PRESTRESSED CAST -IN -PLACE CONCRETE SHALL BE 13. GLUED LAMINATED TIMBERS (GLULAM) SHALL BE FABRICATED IN ACCORDANCE WITH THE ANSI A190.1 AND ASTM FLOORING: MATERIAL AS FOLLOWS D3737, USING DOUGLAS FIR INDUSTRIAL GRADE WOOD AND EXTERIOR GLUE WITH INTENDED DRY USE CONDITION. TOTAL DEAD LOAD: AGAINST • CAST AGAINST EARTH 3" EACH GLULAM SHALL BE GRADE MARKED AND A CERTIFICATE OF CONFORMANCE MUST BE PROVIDED THAT LIVE LOAD: TOTAL LOAD: 01408OPP 100t12 PSF 180/720PSF EXPOSED TO EARTH OR WEATHER: INDICATES CONFORMANCE WITH ANSI/AITC A190.1. - #6 AND LARGER BARS 2" 14. SIMPLE SPAN GLULAM BEAMS SHALL BE TYPE 24F-V4 DFlDF AND CANTILEVERED / MULTI -SPAN GLULAM BEAMS SHALL EXTERIOR WALL LOADS INTERIOR WALL LOADS #5 AND SMALLER BARS 1 '/z° BE 24F-V8 DF/DF. MATERIAL: MATERIAL MATERIAL: MATERIAL • NOT EXPOSED TO EARTH OR WEATHER: 15. TRUSS MANUFACTURER: SPECIAL INSPECTION IS REQUIRED FOR THE FABRICATION OF METAL PLATE CONNECTED TOTAL DEAD LOAD: 12/85/97 PSF TOTAL DEAD LOAD: 10 PSF - SLABS AND WALLS �" WOOD TRUSSES ON THE PREMISIS UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH - BEAMS AND COLUMNS (TIES, STIRRUPS, SPIRALS) 1 %" WORK WITHOUT INSPECTION. IF MANUFACTURER IS REGISTERED AND APPROVED, THE CONTRACTOR SHALL UNPROTECTED COLUMNS 2 %° SUBMITTL OFFICIAL CERTIFICATES OF COMPLIANCE TO THE BUILDING OFFICAL AT THE COMPLETION OF TRUSS LATERAL LOAD DESIGN DATA 14. THE BUILDING INSPECTOR MUST APPROVE ALL REINFORCING BARS, WIRE MESH, ANCHOR BOLTS, SLEEVES, AND FABRICATION. EARTHQUAKE DESIGN WIND DESIGN OTHER CONCRETE INSERTS SECURED IN PLACE PRIOR TO PLACING CONCRETE. 16. MANUFACTURED LUMBER PRODUCTS SPECIFIED ON THE DRAWINGS SHALL BE MANUFACTURED BY'WEYERHAEUSER' RISK CATEGORY: III RISK CATEGORY: ill 15. FOOTINGS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON THE DRAWINGS. EXCAVATIONS (ESR-1387, 1153) OR AN ENGINEER APPROVED EQUAL. THE MODULUS OF ELASTICITY FOR PARALLAM (PSL) BEAMS - IMPORTANCE FACTOR, I.: 1.25 IMPORTANCE FACTOR, Iw: 1.1 AND SUBGRADE PREPARATION FOR FOOTINGS AND SLAB ON GRADE SHALL BE APPROVED BY THE GEOTECHNICAL 2.OE, PARALLAM (PSL) COLUMNS -1.9E, MICROLLAM (LVL) = 2.OE, AND TIMBERSTRAND (LSL)=1.55E. 'BOISE CASCADE' SITE CLASS: E EXPOSURE CATEGORY: B ENGINEER PRIOR TO PLACING THE CONCRETE AND REINFORCING. THE CONTRACTOR SHALL NOTIFY THE MANUFACTURED LUMBER CAN BE SUBSTITUTED AS SHOWN BELOW. SEISMIC DESIGN CATEGORY: D BASIC WIND SPEED: 115 MPH GEOTECHNICAL ENGINEER WHEN THE EXCAVATIONS ARE READY FOR INSPECTION. THE GEOTECHNICAL ENGINEER . TJI 210 = BC160001.8 PSL (2.OE) = VERSA -LAM 2.0 3100 SDS: 0.855 TOPOGRAPHICAL FACTOR, Kr: 1.0 SHALL SUBMIT A LETTER OF COMPLIANCE TO THE OWNER. SHOULD SOIL ENCOUNTERED AT THESE DEPTHS NOT BE . TJI 230 = BCI 6500 1.8 PSL (1.8E) = VERSA -LAM 2.0 3100 SDI: 0.850 EXPOSURE COEFFICIENT, Kn: B APPROVED BY THE GEOTECHNICAL ENGINEER, MODIFIED FOOTING ELEVATIONS OR FOOTING DESIGNS MAY BE TJI360=BCI602.0 LVL(2.OE)=VERSA-LAM2.02800 R: (INT. MASONRY WALLS) 3.5 DIRECTIONALITY FACTOR, Kd: 0.85 REQUIRED, 16. ALL CONCRETE SHALL BE CONSOLIDATED WITH MECHANICAL VIBRATORS. TJI 560 = BCI 90 2.0 LSL 1.55E = VERSA -LAM 1.7 2400/2650 BASE SHEAR = 273KIPS SOIL PRC BASE SHEAR = PERTLES 200KIPS 17. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS. SOILS REPORTED BY: THE RILEY GROUP, INC. ALLOWABLE BEARING: 2500 PSF REVIEWED FOR 18. VAPOR RETARDER PLACED BELOW SLAB ON GRADE SHALL CONFORM TO THE ASTM E 1643 AMD ASTM 745. PROJECT NUMBER: 2017-012 PASSIVE PRESSURE: 250 PCF CODE COMPLIANCE COORDINATE PLACEMENT WITH GEOTECHNICAL ENGINEER ANDIOR ARCHITECTURAL DRAWINGS. 19. MECHANICAL SUCH AS PIPES, DUCTS, SLEEVES, CONDUITS, ETC. SHALL NOT BE PLACED THROUGH CONCRETE DATED: 2/7/2017 ACTIVE PRESSURE: AT -REST PRESSURE: 35 PCF 50 PCF APPROVED UNLESS SHOWN ON THE STRUCTURAL PLANS OR WITH WRITTEN APPROVAL FROM THE ENGINEER OF RECORD. NOTE: OWNER HAS BEEN MADE AWARE THAT THIS PROJECT SEISMIC SURCHARGE: 7 H 20 ALL THAT INTERFERE WITH THE NEW CONSTRUCT CFOUNDATIONS DIFFERENTIALPOTENTIAL AND HIGH TWEEN COEFFICIENT OF FRICTION: 0.3 JUL 17 2019 B ENCOUNTERED THAT ARE NOTION THE STRUCTURAL ENGINEER SHOULD ANY FOR EXISTING STRUCTURES B., SETTLEMENT NTT BEHAS NEW AND EXISTING BUILDINGS � SHOW ON THE STRUCTURAL DRAWINGS. 21 THEON GRADF HAS BFFN.DEStCiNEDAS A STRUCTURAL DIAPHRAGM___ .1 � .SLAB -. City of Tukwila BUILDING DIVISION RECEOWE EJUL U 5 2019 REID MIDDLETON, INC. S RUCT_URAL SHEET INDEX 1D # ISHEET NAME SO.00 GENERAL STRUCTURAL NOTES SO.Oi GENERAL STRUCTURAL NOTES SO.10 TYP. DETAILS SO.11 TYP. SHEAR DETAILS SO.12 TYP. WOOD FRAMING DETAILS S1.00 FOUNDATION -FLOOR FRAMING PLAN S1.01 ROOF FRAMING PLAN S2.00 FOUNDATION DETAILS S2.10 I WOOD FRAMING DETAILS S2.11 I WOOD FRAMING DETAILS ff '' r, 11 AO 2 1 <YY; 2 � `'.� 43,548�,¢�'� O � �S f IOArALENO�`" N f m 0- 0 n W M WM U g9 0 Z Ul of p aA U mo L0 N cn J ol� ,,Ayr, Q I_LL 1y ff = N �0 ZN ri U Y9 Qo _ IY n, w WW � Z ir2 w (L Aff "D www. riverstotlesacom FROE R18-056 A➢PROVEO: PB oRAwN. ZH SCALE: , AS SHOWN ... 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT © OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC, USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. V r/ w U) m O >- zLL < � uw w Q Uz W W >W00 W w r � _ '`~-^ 00 LL (n 1� O o S =00Q W U J_ Z � U) 'S W r "It 0 vQ0� REVISION SCHEDULE SHEET NUMBER: %r.,jqll 0 ■ 0 f0l � STEEL LINTEL 12 PER: 034 0.7 PL. PER DETAIL: 033 0,1 _ EXISTING CMU OR CONCRETE WALL BOLT PER: 034 0.1 STEEL LINTEL PER: 034 0.1 3116 2-12 035 STEEL LINTEL DETAIL z i 3" MAX PROVIDE 114" CAP PL. z 3" MAX FLUSH W/BEAM WHERE 2 0 i APPLICABLE 0 I I p i AISC MIN. p l I AISC MIN. N i PROVIDE 1/4" CAP PL I I PROVIDE 1/4" CAP PL. = I FLUSH WlBEAM WHERE = I FLUSH W/BEAM WHERE I APPLICABLE I APPLICABLE I I I I ®- — — W BEAM W BEAM — — W BEAM I 1 I BOLTS, CONN. PL, I I BOLTS, CONN. PL, f� WELDS, ETC. SEE IE-- WELDS, ETC. SEE SCHEDULE I SCHEDULE SEE SEE SEE SCHED. SCHED. SCHED. SEE SCHED. SCHED. 1-SIDED OR 2-SIDED 2- SIDED OR 3-SIDED 4-SIDED NOTES: 1. DRILL STRESS RELIEVING HOLE PRIOR TO SLOTTING TUBE, HOLE SHALL BE 1/8" LARGER THAN PLATE WIDTH. e 032 STEEL BEAM TO COL. ,, _ ,.D" 010 STEEL LINTEL SCHEDULE OPENING WIDTH (ft) LINTEL SIZE BOLTING REQUIREMENTS <T-0" 'U' SHAPED BENT PL. 3116" W/ 4" VERT. LEGS (3)- 5/8" DIA. THRU-BOLTS L4x3xl/4 5/8" DIA. THRU-BOLTS @ 24" O.C. L5x3x3/8 5/8" DIA. THRU-BOLTS @ 16" O-C. STEEL JAMB SCHEDULE OPENING HEIGHT (ft) JAMB SIZE BOLTING REQUIREMENTS <7-0„ L4x4xl/4 SEE NOTE BELOW 518" DIA. THRU-BOLTS @ 24" O.C. 7-0"<10'-0" L5x3x318 5/8" DIA. THRU-BOLTS @ 24" O.C. NOTE: OPENING WIDTHS < T-6" DO NOT REQUIRE JAMB REINFORCEMENT. 033 NEW OPENING IN EXIST. WALL STEEL LINTEL r RE: 033 & NOTE 1 /ISO, 1147 1/2xCONT. NOTE 2 034 STEEL LINTEL & JAMB SCHEDULE SECTION A BEAM CONNECTION SCHEDULE -FLOOR ( ALL BEAMS WHICH CARRY HARD ROCK OR CONCRETE) NOMILAL MEMBER DEPTH BOLTSTHICKNESS NO. &SIZE SHEAR PL (in) SIZE OF FILLET WELD (in) REMARKS 8-10" (2)- 1" DIA. 318 5/16 12-14" (3)-1"DIA. 3/8 5/16 16" (4)- 1" DIA- 3/8 5/16 -- 18" (5)- 1" DIA. 3/8 5116 21" (6)- 1" DIA. 1/2 3/8 11, (7)- 1" DIA- 9/16 7116 27" (8)- 1" DIA. 9/16 7/16 -- 30-33" (9)• 1" DIA- 9/16 7/16 -- 36-40" (10)- 1" DIA. 9/16 7ti6 — BEAM CONNECTION SCHEDULE -ROOF NOMILAL MEMBER DEPTH BOLTS NO. &SIZE SHEAR PL. THICKNESS (in) SIZE OF FILLET WELD (in) REMARKS 8-10" (2)- 3/4" DIA. 318 5116 12-14" (3)- 3/4" DIA. 318 5/16 -- 16" (4)- 3/4" DIA. 318 5116 — 18" IS)- 3/4" DIA. 3/8 5116 21" (6)- 3/4" DIA. 3/8 5116 — 24" (7)- 3/4" DIA. 3/8 5116 — _ 27" (8)-3/4"DIA. 3/8 5/16 30.33" (9)-1"DIA. 9/16 7/16 36-40" (10)-1" DIA. 9/16 7/16 — NOTES: 1 ALL 314" DIA BOLTS SHALL BE A325-N ALL 1" DIA BOLTS SHALL BE A490-N. 2. PROVIDE LARGER WELDS WHERE MAY BE RED D BY AISC. 3. USE LARGER PLATES AND WELDS WHERE REQ'D BY BRACE FRAME CONNECTIONS OR OTHER SPECIFIC DETAILS. 1/4" _ 1'4' 030 TYP. SHEAR TAB CONNECTION D E JUL 10 20i0 3" MAX REID MIDDLETON, INC z AISC MIN. N 4 _ EXISTING CMU ORPHE CONCRETE WALL RE:ARCH. — — STEELJAMB �. RE: 033D. 0.1 2- SIDED BEAM TO BEAM 3" MAX ? AISC MIN. NOTES: 1. CUT IN & INSTALL STEEL LINTER ABOVE rn OPENING PRIOR TO a REMOVING WALL z BELOW U M 2. REMOVE & REPLACE — WALL & OR SLAB AS G - REQ'D PER ARCH.--- 'I — EREVIEWMED W BEAM ORIANCESEE SCHED.D1-SIDED BEAM TO BEAM 19ila4p 06VO SION 1/2" - -01, 031 STEEL BM. Td STEEL BM. ," _ ,•-B„ SIf t9i 2 �fl GC�, �43548 liAL RG W z Q. � h woom Z LLI ri O gg U m R J cn' p� o mX fy Q IUJ _ QU �L{L U) o ~ J c'1 U Yo6 aR wW h z W >O cc LiIft ;z a AW www.riverstonesc.com PPOJEGTI R18-056 APPA0— PB ZH sD AS SHOWN DATE 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT © OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. LL 1� Q W W Q W LU U) >WOo —� W 00 = Q Uj O o ® U � J rr Y F— Uob� REVISION SCHEDULE 0 ■ /I ANCHOR BOLT POST SIZE (SEE NOTE 6,7) 2x4 WALL 2x6 (MIN.) WALL HOLDOWN (SEE NOTE 1-5) EMBEDMENT 8'-0" PL 10'-0" PL 12'-0" PL 1ZI PL TYPE (MIN.) (MAX.) (MAX.) (MAX.) (MAX.) SB 5/8x24 18" HDU2 OR SSTBi 6 12 5/8" DBL. 2x DBL. 2x DBL. 2x DBL. 2x HDU4 OR SB 5/8 24 18" DBL. 2x DBL. 2x 6x DBL. 2x EST B20 16 518" SB 5/8 24 18" HDU5 OR SSTB24 20 5/8" 4x 4x 6x DBL 2x SB 718x24 18" HDU8 OR SSTB28 24 7/8" 6x 6x 8x 4x HDU11 OR SB 718x24 18" 6x 6x 8x PSL 6x SSTB28 24 7/8" HDU14 SBlx30 24" 6x 6x 8x PSL 6x THRFAnrn PnD (AI TFRNATIVFRI HDU2 5/8" 0 10" DBL. 2x DBL 2x DBL. 2x THREADED ROD EDBL. HDU4 0 12" DBL.2x DBL.2x 4x6 AD THREADED ROD HDU8 7/8"0 15" 6x 6x 6 4x THREADED ROD ANCHOR BOLT A W FOOTING / SB 5/8x24 41/4" 6" STEMWALL SB 7/8X24 4 1/4" 8" POST & SBlx30 5" 8" HOLDOWN PER SST616 5" 6" CENTER ON POST SCHEDULE (1 3/4" MIN.) SSTB20 5" 6" _SSTB24 5" 6" a m SSTB 28 5" 8" PLAN VIEW HOLDOWN B POT z CENTER ON POST HDU2 1 5116" CENTER ON (1 314" MIN.) i gg {7 3/4 MIN.)' HDU4 1 5116" HDU5 1 5/16" 1 3/8" HDU8 ANCHOR BOLT #4 BAR (MIN.) PER SCHEDULE HDUtt 13/8" ANCHOR BOLT F-w EXISTING HDU74 19/16" z PER SCHEDULE 20 FOOTING/ FOOTING mUSTEMWALrSTEMWALL m= wIn ziw-w W CAST -IN -PLACE ANCHOR BOLT RETROFIT ANCHOR BOLT NOTES: 1. CONCRETE AT ANCHOR BOLT SHALL BE A SINGLE POUR (NO COLD JOINT), UNLESS SPECIFICALLY DETAILED OTEHRWISE. 2. BOTTOM OF ANCHOR BOLT SHALL HAVE 3" MINIMUM CONCRETE COVER TO SOIL, WHERE FOOTING NEEDS TO BE DEEPENED TO ACCOMMODATE THIS, DEEPENED FOOTING SHALL EXTEND THE LENGTH OF THE SHEAR WALL AND 12" MINIMUM BEYOND THE ANCHOR BOLTS AT EACH END. 3. SSTBL SHALL BE SUBSTITUTED FOR SSTB AT 3x SILL PLATES. 4- RETROFIT ANCHOR BOLTS INTO CONCRETE SHALL USE SIMPSON'S 'SET-XP' EPDXY (ESR-2508) WITH SPECIAL INSPECTION. RETROFIT ANCHOR BOLTS INTO MASONRY SHALL USE SIMPSONS'SET EPDXY (ESR-1772) WITH SPECIAL INSPECTION. 5. AT RAISED WOOD FLOOR FOUNDATION, USE A'CNW' COUPLER NUT TO ATTATCH ANCHOR BOLT TO AN F1554, GRADE 36 THREADED ROD TO EXTEND AND ATTATCH TO HOLDOWN. 6. DOUBLE 2x POST SHALL BE ATTACHED WITH 10d @ 16" O.C., STAGGERED (U.N.O.). 7. WHERE SPECIFIED, USE POST SIZE AS CALLED OUT ON PLANS. 8. WHERE EQUAL STRAP LENGTH ON POST AND BEAM IS NOT AVAILABLE DUE TO BEAM DEPTH, STRAP SHALL BE INSTALLED WITH THE BOTTOM OF THE STRAP FLUSH WITH THE BOTTOM OF THE BEAM. 053 TYP. HOLDOWN DETAIL CS16x24 STRAP CENTERED HEADER PER PLAN \ (E.N.) \ 4x BLOCKING @ STRAP (E.N.) i STUDS PER PLAN SHEAR WALL PER PLAN (ALL SIDES OF PROVIDE SHEARWALL OPENING) E.N. AROUND ENITRE MIN- MEMBER SIZE AT OPENING (ALL SIDES) j AJOINING SHEAR PANEL PER S.W. SCHED. 1 i i 1 v i PERFORATED .. 052 SHEARWALL wl OPENINGS 314" _ BOUNDARY NAILING (B.N.) PER SCHEDULE 1 SHEATHING PER SCI UNSUPPORTED PANE (PROVIDE BLOCKINI PANELS WHERE BL DIAPHRAGM IS SPE NAILING @ SUPF PANEL EDGES(E. SCHEDULE, STAGGE'. OF ADJOINING I FIELD NAILING INTERMEDIATE FI MEMBERS PER SCI FRAMING PE BOUNDARY NAILIN PER SCI 1 j \ PANEL \ EDULE / �i EDGE I & E.N. DCKED / \ OIFIED) - i \ DRTED V.) PER I NAILS 'ANELS F-N-) \ i A AMING � EDULE / 2 PLAN / 3 (B.N.) EDULE SYMBOL CAPACITY (PLF) SHEAR PANEL AND EDGE NAILING (SEE NOTES 1-7) SILL PLATE & ANCHOR BOLTS (SEE NOTE 12, 15-18) FRAMING MEMBER @O ADJOINING PANEL EDGE BOTTOM PLATE & NAILS / SCREWS (SEE NOTES 11-14) SHEAR TRANSFER HARDWARE (SEE NOTE 10) 260 - SETS. 7/16"APA RATED PLYWOOD 2z P.T. PLATE (2)-2x OR (1)-3x 2x PLATE w/ 16d @ 8" O.C. (OR A35 OR LTP4 @ 24" O.C. 365-WIND w,/8d@6"O.C. W1/2"x10"A.B.@48"O.C. SDS SCREWS @16"O.C.) 16d@8"O.C. 380 -SEIS. 7/16" APA RATED PLYWOOD 2x P.T. PLATE (2j-2x OR (1)-3x 2x PLATE w/ 16d @ 5" (OR O-C. A35 OR LTP4 @ 16" O.C- �/ 532-WIND w/ 8d @ 4" O.C- w/1/2"x10"A.B.@32"O.C. SDS SCREWS @10.O.C-) 16d @ 5" O.C. 490 -SEIS. 7/16" APA RATED 2x P.T. PLATE 2x PLATE w/ 16d @ 4" O.C. (OR A35 OR LTP4 @ 12" O.C. 685-WIND PLYWOOD w/8d@3"O.C- wl1/2"x10"A.B.@24"O.C. (2)-2x OR (1)-3x SDS SCREWS @8"O.C.) 16d@4"O.C. 8- SEIS. 7116"APA RATED PLYWOOD (1)-2x PT. PL. & M-2x PL, w/ (4)- OR (2)-3x OR (1)-6x6 (4x6 2x PLATE w/ 16d @ 3" O.C. A35 OR LTP4 895 95 •WIND w/ 8d @ 2" O.C. 112'1 A.B. @ 16" O.C. @ 2x4 WALL) (OR SDS SCREWS @ 6" O.C-) @ 10" O-C. 760 - SEIS. 7/16" APA RATED PLYWOOD (1)-2x P.T. PL. & (I)-2x PL. w! (4)-2z OR (2)-3z (2)•2x6 (MIN) PLATE w/ SDS SCREWS @ 6" O.C. A35 OR LTP4 _V 730 - WIND w/ 8d @ 4" O.C. EA. 1/2"xl2" A.B. @ 16" O.C. OR (I)-6x6 (46 @ 2x4 WALL) (STAGGERED-2 ROWS @ 6" O.C.) @ w O.C. SIDE INTO 4x MIN. BEAM BLKG 7/16" APA RATED (4)-2x OR (2)-3x (2)-2z6 (MIN) PLATE w/ SDS \/ 930 - SEIS. PLYWOOD (1)-2x P.T. PL. & (1)-2x PL. w/ OR (1)-6x6 (4x6 SCREWS @ 5" O.C. A35 OR LTP4 V_ 1370 • WIND w/ 8d @ 3" O.0 EA. 1/2"xl2" A.B. @ 12" O.C. @ 2x4 WALL) (STAGGERED-2 ROWS @ 6" O.C.) @ 8" O.C. SIDE INT04x MIN. BEAM/BLKG 7/16" APA RATED (4)-2x OR (2)-3x (2)44 (MIN) PLATE w/ SDS 1280 - SEIS. PLYWOOD (1)-2x P.T. PL. & (1)-2x PL. w/ OR (1)-6x6 (4x6 SCREWS @ 4" O.C. A35 OR LTP4 -2W�2 1790 - WIND w/ 8d @ 2" O.C. EA. 1/2"x12" A.B. @ 12" O.C. @ 2x4 WALL) (STAGGERED-2 ROWS @ 6" O.C.) @ 6" O.C. SIDE INTO 4x MIN. BEAM/BLKG � 19/32" APA RATED 2x6 (MIN.) P.T. PLATE w/ 5/8" (4)_2x OR (2)-3x (2)-2x6 (MIN) PLATE w! SDS 1740 - SEIS. PLYWOOD 0 A.B. @ 8" O.C. (TITAN -HD OR (1)-6x6 (4x6 SCREWS @ 2 112" O.C. A35 OR LTP4 \� _V 2435 - WIND w! 10d @ Z.O.C. EA NOTACCEPTABLE) @2x4 WALL) (STAGGERED-2 ROWS @ 5" O.C.) @ 4" O.C. SIDE INTO 4x MIN. BEAM/RI KG E.N. DOUBLE TOP PLATES STUDS PER SCHEDULE SHEAR PANEL BOTTOML / SILLE PLATE PER SCHEDULE E.N. TYPICAL FRAMING (d) SHEAR WALL ANCHOR BOLT PLACEMENT (TYPICAL OF NEW & RETROFIT BOLTS) NOTES: 1. SHEAR PANELS SHALL BE APPLIED DIRECLTY TO STUD FRAMING 2. ALL EDGES OF ALL SHEAR PANELS SHALL BE SUPPORTED AND FASTENED TO FRAMING MEMBERS OR BLOCKING. PANELS MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE STAGGERED, SPLICED JOINTS. ALL SPLICED JOINTS SHALL BE BLOCKED WITH 2x BLOCKING (MIN.). 3. OSB OF THE SAME TYPE AS SPECIFIED CAN BE USED IN LIEU OF PLYWOOD. 4. ONLY COMMON OR GALVANIZED BOX NAILS SHALL BE USED FOR SHEAR PANEL ATTACHMENT. GALVANIZED NAILS SHALL BE HOT DIPPED OR TUMBLED. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. 5. ALL SHEAR PANEL NAILS AT INTERMEDIATE FRAMING MEMBERS (F.N.) SHALL BE THE SAME SIZE AS NAILS SPECIFIED FOR EDGE NAILING AND SPACED @ 12" O.C- 6. PROVIDE 3/8" MIN. EDGE DISTANCE FOR ALL SHEAR PANEL EDGE NAILING. 7. STUDS SHALL BE 2x (MIN.) AND SPACED @ 16" O.C. (MAX). 8. FRAMING AT ADJOINING SHEAR PANEL EDGES SHALL BE 3x (MIN.) AND NAILS SHALL BE STAGGERED. DOUBLE 2x MEMBERS ARE ALLOWED FOR SHEAR WALL TYPES 3 & 4 AND SHALL BE SISTERED W110d @ 4" O.C. 9. WHERE SHEAR PANELS ARE APPLIED TO BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING MEMBERS SHALL BE 3x (MIN.) AT AJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 10. WHERE LTP4 IS INSTALLED OVER SHEATHING (1/2" THICK, MAX), 8d COMMONS SHALL BE USED. 11. ONLY COMMON NAILS SHALL BE USED FOR BOTTOM PLATE ATTACHMENT. 12. SEE WOOD NOTES (SHEET S0.00) FOR ATTACHMENT INTO PRESSURE TREATED LUMBER. 13. WHERE BOTTOM PLATE NAILING GOES THROUGH FLOOR SHEATHING THICKER THAN 3/4", USE SDS SCREWS ONLY. 14. SDS SCREWS SHALL PENETRATE 2" MINIMUM INTO RIM / BLOCKING. WHERE STAGGERED SDS SCREWS ARE CALLED OUT, THEY SHALL BE IN 2 ROWS WITH 1 1/2" MINIMUM SPACING BETWEEN ROWS AND 1" FROM EACH EDGE OF RIM / BLOCKING. 15. ANCHOR BOLTS SHALL BE EMBEDDED 7" (MIN.) INTO NEW POURED IN -PLACE CONCRETE. AT EXISTING CONCRETE, RETROFIT ANCHOR BOLTS SHALL BE 5/8" 0 THREADED RODS WITH 5" (MIN.) EMBEDMENT INSTALLED USING SIMPSON'S'SET-XP' EPDXY (ESR-2508) WITH SPECIAL INSPECTION. ALTERNATIVELY, RETROFIT ANCHOR BOLTS CAN BE 500 x 6" LONG TITEN-HD ANCHORS (ESR-2713) WITH SPECIAL INSPECTION. 16. FOUNDATION ANCHOR BOLTS (NEW AND RETROFIT) SHALL HAVE A STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN 0.229"x3"x3" IN SIZE. THE HOLE I THE N H PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3116" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1 3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH THE SHEAR PANEL. 17. WELDED STEEL STUDS SHALL BE USED WHERE THE SHEAR WALL STACKS OVER A STEEL BEAM. THE STEAL STUD DIAMETER AND SPACING SHALL MATCH THAT OF THE ANCHOR BOLTS SHOWN IN THE SCHEDULE. 18- FOR DOUBLE SIDED SHEARWALL ATTACHMENT TO GONG. SEE BELOW A i \ / SHEAR PANEL LAYOUT & NAILING NOTES: t- SHEAR PANELS MAY BE INSTALLED VERTICALLY OR HORIZONTALLY. j 2. SHEAR PANELS SHALL NOT BE LESS THAN 4' x 8', EXCEPT AT D � `}11 V BOUNDARIES AND CHANGES IN FRAMING. `V � U ^ I. 050 SHEAR WALL SCHEDULE & TYP. DETAILS 3/4" = r-o" JUL 10 2010 (fJ\ DOUBLE TOP PLATES STAGGER NAILS OF ADJOINING PANELS WHEN NAILING INTO SINGLE FRAMING MEMBER 2x (MIN.) BLOCKING AT ADJOINING PANEL EDGES SEE SCHED. FOR INCREASED STUD PLIES REQ'D. @ DBL SIDED SHEAR WALLS STUDS PER SCHEDULE SHEAR PANEL PER SCHEDULE FIELD NAILING (F.N.) AT INTERMEDIATE FRAMING MEMBERS PER SCHEDULE EDGE NAILING (E.N.) AT ALL _ PANEL EDGES PER SCHEDULE POST PLAN (DOUBLE 2x STUD, MIN.) AT EACH END OF SHEAR WALL BOTTOM / SILL PLATE PER SCHEDULE 2�a. a STAGGERED EDGE NAILS (WHERE REQUIRED) MAX. RAFTER/ NAIL SPACING @ DIAPHRAGM LOCATIONJTHICKNESS SPAN RATING NAILTYPE BOUNDARIES (B.N.) & JOIST SPACING SUPPORTED PANEL EDGES (E.N.) ROOF 1 518" 1 40120 1 40" O.C. I 10d 3" O.C. (BLOCKED) NOTES: 1. ALL SHEATHING SHALL BE APA RATED, EXPOSURE 1 2. FLOOR SHEATHING SHALL BE"T&G STURD-I-FLOOR AND SHALL BE GLUED AND NAILED. 3. PLYWOOD OR DEB CAN BE USED 4- THICKER SHEATHING THAN INDICATED SHALL NOT BE USED WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD AS NAILS SIZE MAY NEED TO BE ALTERED. 5. NAILS AT INTERMEDIATE FRAMING MEMBERS (F.N.) SHALL BE THE SAME SIZE AS INDICATED IN CHART AND BE SPACED @ 12" O.C. 6. ONLY COMMON NAILS SHALL BE USED. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF SHEATHING. 7. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS. NOTES: 1. PANELS SHALL BE INSTALLED WITH THE LONG DIMENSION PERPENDICULAR TO FRAMING. 2. PANEL JOINTS PARALLEL TO FRAMING MEMBERS SHALL BE STAGGERED. 3. PANELS SHALL NOT BE LESS THAN 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSIONS SHALL BE 24", 4. BOUNDARY NAILING (B.N.) SHALL BE PROVIDED @ ALL BEARING WALLS AND FLUSH BEAMS l DRAG MEMBERS. S. WHERE A BLOCKED DIAPHRAGM IS SPECIFIED ON PLANS, USE 2x4 FLAT BLOCKING AND E.N. PANELS. USE SIMPSON'Z' CLIPS TO ATTACH BLOCKING TO FRAMING MEMBERS. 051 SROOF SHEATHING DETAIL 1/2" = 111 SIMPSON A35 @ 48" O.C. U.N.O- ON S.W. SCHED. SHEAR CONN. OVER WALL OPTION 1 row 0 REID MIDDLETON, INC. 11 I �,// C I 16d TOENAIL @ V- 10" O.C. U.N.O. IN S.W. SCHED. SHEAR CONN. OVER WALL OPTION 3 REVIEWED FOR CODE COMPLIANCE SIMPSON LTP4 APPROVED @ 48" O.C. U.N.O. ON S.W. SCHED. '- JUL 17 2019 SHEAR CONN. OVER WALL OPTION City of Tukwila BUILDING DIVISION TYP. SHEAR CONN. OVER WALL 11/2"= l'-U' srunP: v y C 43i88 1 `SIONALE1y0 wW I- d 0 W co U Do Z U O mN co _j �� Q FLL =N NO w ZN U Y� /7 d N W W Z mm wa www.riverstonesc.com PROJEC ¢ R18-056 o�Eo: PB ZH s E: ogre AS SHOWN 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT © OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. Q W U) (n _J w Q Z a W Wo0 T_ < Fr VJ '~^^ m = O o U) U °r° J 0 to i- U(000H REVISION SCHEDULE sREErrvumsER: n DOUBLE STL HEAC U WF SILL'. SF son PU BEAM/MULTI-PLY ALIGN REQUIRED NUMBER OF TRUSS WHERE 2x CRIPPLE STUDS TO MATCH— �OCCURS ��—� FOR TOP PLATE WIDTH OF BEAM/MULTI-PLY u I I v I POST PER PLAN /� SPLICE NAILING ror rec nonve r rnrn n r I n l r / RFF THIR DFTAII. TOP PLATES (( NOTE 2 JS PER PLAN (3) 16d FF FOR HEA 10" DEPT ELSE (4) ER PER PLAN 2x BLOCP 32" MAX 48" O.G. \ MAX. (@. 18" MAX PANEL El -ILITY PANEL, ERE OCCURS SEE NOTE 1 KING STL SCHEDUI 12"O.C.( 'RAMING PER EAR DETAILS II DM! P.T. SILL TE PER PLAN TRIMMEF HEADER NOTES: 1, AT UTILITY PANEL LOACTION, IT IS ACCEPTABLE TO OVER -SPAN STUD BAY AS SHOWN. DO NOT INSTALL UTILITY PANELS @ POST OR SHEARWALL LOCATIONS. 2. AT END OF HEADER, PROVIDE (2) 16d CRIPPLE TO KING, TYP. 040 TYP. WALL FRAMING OPTION 1 @ CONT. BM. OVER POST BEAM PER PLAY (4)-114" DIA. LAG SCI w/4" MIN. THREAD PENETRATION POST PER PLAT OPTION 3 @ CONT. BM, OVER POST 11.17/4" KNIFE PL. @ DIN WIDTH x DIM. SHOWN w/(2)-1/2" Db SHOWN.. THRU-BOLTS COLIN s BORED & PLUGGED Tvo SPACING SHOWN OPTION 2 @ CONT. BM. OVER POST ;Z OPTION 4 @ CONT. SM. OVER POST 4'-0" MIN. LAP @. SPLICE ui _ TOP (16) 16d DOUBLE PLATES UDS PER STUDS PLAN (_ 'E NAILS IERS WI I OR LESS, TYP PLATE SPLICE 6d (LELEVATION VIEW) (N) 16d INTERSECTION q/ NG @ cRTICALLY, _ LL SHEAR GES) v CORNER CONNECTION D PER (ISOMETERIC VIEW) LLL!!! (3) 16d @ iACH STUD) INTERSECTION (24) 16d EA SIDE OF SPLICE PER 1CHEDULE WALL INTERSECTION '- (ISOMETERIC VIEWI J OPTION 1 @ SM. SPLICE OVER POST SIMPSON CS18 9" ONTO EA. BM, w/l0d @ EA. HOLE o LOC. SPLICE CENTERED @ POST SIMPSON PC8Z OPTION 2 @ BM. SPLICE OVER POST SIMPSON CS18 9" ONTO EA. BM, w/)Od @ EA. HOLE ME 1/4" PL. x BM. 114" KNIFE PL. @ DIM. WIDTH x DIM. -- JI SHOWN w/(2)-1/2" DIA. SHOWN.. THRU-BOLTS COUNTER - BORED & PLUGGED @ EA. NP' 3/16 BM./POST@SPACING SHOWN OPTION @ CORNER OPTION 3 @ BM. SPLICE OVER POST i,.. - y MITER BMS. @ 45 yA, r DEGREE ANGLE SIMPSON CS189"ONTO `" OVER POST EA. SM. w/10d @ EA. HOLE a ) SIMPSON RTC44 ee ^ ^ ae a � C LOC. SPLICE CENTERED @ POST SIMPSON CCQ6SDS2. SIMPSON LCE4 ONTO EA. BEAM 041 TYP. BEAM TO COL. OPTIONS RE DD 1UL 10 2u13 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila BUILDING DIVISION Ta � N 2 v' wU) F- z0_ � w w co 0 zLLi O m N Q H LL = N w D uo F_ Z N J M m pdN N W tll O (n EEZ LLI O www.riverstonesc.com Pg6JECTM: R18-056 AVRRovco: PB oRAwN: ZH Scar AS SHOWN DATE: 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT O OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. Jto 1 U i� V w z W z Q rlr W W 00 LL > w 00 Q LL O o _ 00 J r- U > i— U c000 F2 REVISION SCHEDULE 5REEINUMBER: ■ I 1 PF3.0 I PF3.0 1 (# i;_.� fr ` 'III - - - - - - _ - - _ --- ------_u_-«-� ----- I_ la li N n '1n In 3 � ''.17 �� I I•{ Al 1 1 rF- _ rrrrr r rnrrrrrr -rrrmr>r rrrrirrrtrrr rrrr-rrrrrrrrrrmrmrrir rr t� �� r rrrrrr;I� v Z'.......'<222 r V�I u u u urrz r 1- r - I ✓: F=------ ^� I r _-----------------`= `=---------ems==- _ __� ___ ___-__ =z __ _=__sue=_____ -- --- -------- --------- rl rA rrn I I Irn "zzaEus__Jz'r'a 1 I I y r {a I �a 1 r�0 I V _I !n i I0�2zzzzzr_rrJJfrrraz1zzzze�_rr}i�� I i� ( (r• GBOi -----».,- P� ----- -� as "•i ° �n vi (!� lei --� - =-NDUI ✓�'I H i . 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POSTS SHOWN ON THIS LEVEL NOT REFERENCED W/COLUMN INDICATOR DENOTE POINT LOAD FROM ABOVE. SEE FRAMING PLANS FOR POST SIZE & LOC. MATCH COLUMN BELOW ALL LEVELS CONT. TO FDN. S. RE: 60.01 FOR COMPLETE MASTER KEYNOTE SCHEDULE. 6. RE: SO.1 SERIES SHEETS FOR ALL TYPICAL DETAILS WHICH MAY NOT BE SPECIFICALLY CALLED OUT IN PLAN. T RE: ARCH'L PLANS FOR ALL DIMS. INFORMATION NOT SHOWN HERE. 8 PFX.X CFX.X DENOTES PAD & CONT. FOOTING, SEE SCHEDULE BELOW. 9. jDENOTES COLUMN LOC. REFER TO COLUMN SCHEDULE THIS SHEET. 10. ' "' DENOTES FRAMING/FOUNDATION KEYNOTE. REFER TO KEYNOTE SCHEDULE THIS SHEET. X'-x" ' 11. DENOTES SHEARWALL LOCATION. & MIN. LENGTH. - -�- - "PERF"ABOVE SHEARWALL CALLOUT INDICATES PERFORATED SHEARWALL LOCATION. "S.T." ABOVE SHEARWALL CALLOUT INDICATES SHEAR TRANSFER SHEARWALL LOC. REFER TO SHEARWALL SCHEDULE LOCATED IN TYPICAL DETAILS FOR SHEARWALL SHTG, NAILING, CONN. REQUIREMENTS, & FOR PERFORATED & SHEAR TRANSFER I SHEARWALL INFORMATION. 12_ HOLDOWN -�@ STRAP --@ DENOTES HOLDOWN & HOLDOWN STRAP " LOC., RESPECTIVELY.' ABOVE HOLDOWN/STRAP CALLOUT INDICATES HOLDOWN/STRAP ALIGNS WITH HOLDOWN/STRAP 4 ) ABOVE.' BELOW HOLDOWN/STRAP CALLOUT INDICATES HOLDOWNISTRAP ALIGNS WITH HOLDOWN/STRAP BELOW. RE: THIS SHEET FOR HOLDOWN & STRAP SCHEDULES. 13. HOLDOWN ANCHORS MUST BE INSTALLED WITH FINAL CONCRETE POUR, NO POST -INSTALLED HOLDOWN ANCHORS ALLOWED UNLESS WRITTEN CONSENT FROM E.O.R.. RE: TYPICAL HOLDOWN DETAIL IN SO SERIES FOR ANCHOR OPTIONS. 14. CONTRACTOR TO VERIFY LOC. OF SHEAR WALLS THAT REQUIRE DECREASED ANCHORAGE SPACING PRIOR TO FINAL CONCRETE POUR, RE: SHEAR WALL SCHEDULE. 15. REFER TO TYPICAL DETAIL 053/SOA I FOR HOLDOWN SCHEDULE & CONNECTION INFORMATION. 16. HELICAL PIER DESIGN BY OTHERS. SHEAR FORCES TO BE DESIGNED PER MNFR. ARE AS FOLLOWS: GRID A: 2&8 KIPS GRID 1: 8.6 KIPS GRID 3: 14.0 KIPS GRID 5: 17.9 KIPS GRID 7: 14.1 KIPS GRID 9: 14.5 KIPS FOUNDATION KEYNOTE SCHEDULE MK. NOTE 6" STRUCTURAL SPANNING SLAB W/46 @ 12" O.C. E.W. @ CENTER OF SLAB PROVIDE #5 DOWELS TO MATCH REINF. AND EPDXY INTO EXIST FTG. & STEM Q WALL p CMa C WE �1 JUL 10 .019 � REID MIDDLETON, INC. 7 FOOTING SCHEDULE MK. WIDTH LENGTH DEPTH REINF. PF3.0 3'-0" T-O" 12" (4)-45 EA. WAY x 12" PF4.0 IV 4'-O" 12" (5)-#6 EA. WAY BOT. & E�Z� (5)-#5 EA. WAY x 12" TOP GRAD BEAM SCHEDULE MARK WIDTH DEPTH REINFORCING REINFORCING STIRRUPS BOTTOM TOP B01 18" 18" - (4)-45 (4)-45 #4 @ 8" O.C. NOTES: 1. BO DENOTES CONCRETE GRADE BEAM. ABOVE FOR SIZE & REINFORCING REQUIREMENTS, s� tit REVIEWED FOR CODE COMPLIANCE I TABLEAPPROVED JUL 17 2019 Clay of Tukwila BUILDING DIVISION R: y� N 93i48� "ONALII� w(n ) n W z 0- U o0 0 Z Ld cn 0- U mN ,,n�0 n U/ Q 7=� LL J M U Y c�0 /J D a N W W h z 0) O W a. � I www.dverstonesc.com RRaEcra: R 18-056 aRRRovEo: PB oRnwN: ZH SCALE AS SHOWN 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT © OF RIVERSTONE STRUCTURAL CONCEPTS, PL-C. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. z J n 0 Z Lli 0 w 0z LL Z 00 / WW 00 0 ui F- 1-I) m r F- -r Q LL H > 0 C) ZV�J Iy .L 0 n Nt u- C) co REVISION SCHEDULE SNEEr NUMBER: ■ ( A) l B) (C (D \ E) \ F (G ) T T Y Y Y Y I � I 034 034 208 034 034 034 200 1 I DFL#2 DFL#2 �� bFLX#2 y bFL2 x H2 s._,.-ze.a ... H2 � K// -. i r _ ._ .. - ,: _ <ffffff�'-f•/-f-f ___ ,4 t�c�c. I !. .III 4� � /V ✓ v%r/////i1ii/ :.v!�/ Xr <Gi /r.. �/!// H I � ii iA ��H.< � H« ^ ^ t (/i%l7• /i.</L./, �...:f/1G/7Y' f/Lj //' j J�r / /.f / // 1 I I' N n Y r /// -. --. _. _._._ __._._. _._._ _ ING HP TO REMAIN -«-- ^-����««LL'� 034 I " r u u EXIST P u I:�l r �- 207 /// / li��//// _ _ _ U.7 I I " __ 'a cx-_ ____ _ _s "z__ ss___ s "s / � -'" _ i 2 �iiB 3/4'x18'GLB 1 ,� a -,3 1/2"X11 7/8" PSL' , 3 1/2"xl l 7/8" PSL ' z 3 112"xl l 718" PSL' 3 1/2"x11 7/8" PSL "' 3 1/2"x11 7/8" PSL . ..�������_ _ __- �.-x v _ ---__ --- --- - - ____-'__ -""-e�'--' -'--- --- --'-- ----- - r 2.1 034 rA �5 -- _.-.-.-.--.-__._.- _ _. _- ---r,- I ra Ir _._.-.-._ _.-._._ I ,iii////iii// zzzzz�zr�J.rrf rr zzizzzzz�srr{�, F- OPEN �2 _._._ _._._ _ _._._. - - _ -(2)-13/4"x /fA C9 I I of l 32-1314"x18"LV _ _ _ _ _ _ _ 1171- - _ TO REMAIN . , ST 'OER ROOFr: FRAMING r^ � t. _. _._. 203 _._._ ' !? 31/2"xt1718"PSL't'37/2"x177/8"PSL 02, 3112"xl17/8"PSL"/ 3112"xll 7/8"PSL' l31/2"x11778"PS / sat Les �� 206 =. i/i///i� ��zzrz=urrrrrn�zf n�-c>=�rrsrrr.�� r V �_________________________/n --- _ _ -- -- 941 LB5 `I iI =- �/1 JJ�/JL/1LILLLLLGLJJJJJJJ.LIL1LLLe F �V� " J - 21 /Y L' Try I i _A c 1 27 �I i 4 / x78"GLB ,: _ _ _ _ - _ ,.-.. _ _ - = _-_ _ _ _-_ _ _ _ - m 201 dd J i p,1 216 2.1 _._._._. U _._._. 2.1 ---- -- - 1 - --- ')� ^ 034 I O I _- _- 0.1 m' EXISTINGHPTO REMAIN ml 8 1' a _ _ _ _ _ - _ N 17 rr @- 'y - -- - - -L'� �. ` % 9 ( ' JJ 0.7 I UPPER 032 - - -003.2 - _.__.__. x )11718"LVL _6314 x15"GLB_63/41 301 "x78LV/� - 17 _._._Q. _ _. 203_._._._._4_ 202 _ _ - _ _ 1'-� I I NEWGASUNIT -SIM. 2.1 2.1 _ :J ( I T.O.STEEL.=113'-1" T.O.STEEL.=113'-1" e - - - _ _ _. _. _ _._._ _._ _ _ _ _ _ _ _ _ 2.1 _. -.-._ _._ 1,026 LBS 201 6 8 O 2.1 r / I NEW LOCATION HP4 DBL JOIST m I300 EXISTING BEAM TO REMAIN 6 ///////6314"x18"GLB r:--------------- - - - -___-- _-__ - - - - - - - - - - - - - _ _ _ 6 314x24"GLB 21 300 _ - -:-201 - ---._ N rn _._._ _ _.-._.- _ _ _._. _._ 2.1 W / - _ _ ._ _ 941LBs �._ _ _. _ +. -.- -- _ --._._._._. o 0 DBLJOIST--- - ---- - _ - - - - -- J -- I N WGAS UNIT 3 1 =D _.-._ _.-._. -.-.-- - - - - _ BL JOIS _ _ - _ _,.. - - 213 _ DBLJOIST 026L83 A I I 028LBS NEW GAS UNIT a 17 / ----„--- L=z-s•e ara- - -----'-----------. _._._-_ _ __-- _- ._W 1 F3L/U4"SxH ---_-.-__ (2-1212 I I I 181I 0034 II 63/4"x15" 17/832.1 TP .2 3/4 x18VL. LVL - --H4 -_ -- GLB 06314'x15"GLB - 63/42_4 "GLB r . ..,.. -.-.- _._._._.-.-._..-.- /// 2.1 ,. /i i i i LOWER 21 r:3-13/4"x18 LVL+/ _ / //i: (. I 2 UPPER.. 032 0.1 0,1 ' 2i, 11 i //' //// / // / , //Trr,// /. r t„ /\ m m .-.LL //18"RED 190@24'OC ✓/i. / /u -,1 X) x) /////L/Li/i/ /, Lji/ /�,�iii/ ,.✓//// /1_/ //,UL/ X////i %,!/ �/< �/ / ' X 1 /Ji iA i�iili//V /i/ 1/ X r 'A V C 9 � �/7 r/-f///i >r: /ri - /T:-,•<-/1 c�. � 034 1 034 (2) TYP 214 . r7ii 0.7 0.1 •//////////�iiiii///iiiii. //iii//ir//i, i/ /r//i.. /iiii/�iirii///r/i / /iii%iii a/jiiiii' / ,Irirl/. /iVrr(,r r//T!.1..rrr.-!„�zz P --- _ _ '__ ________ . 1._ f G. ,y _ i I 206 I I N fjL'S N 2.1 I 209 034 034 I 034 I 209 0.1 0.1 0.1 2.1 N:... H3 COLUMN SCHEDULE MARK COLUMN 1 i i I (2)-2x I ( A) ( B ) ( C ) ( D ) ( E ) ( F ) (3) 2x ( 0 ) (4)-2x 6x6 DFL #2 A HSS 6x6x114 A HSS 6x4xl/4 i ROOF FRAMING PLAN r 111 No win V ER�FY ARCH Vj )FL#2 b Lx#2 ^ � W X N � v 77 _)) j0 bPL #12 (2)-2x10 DFL I, PLAN NOTES Pj 0 1. RE: SHEET SO.00-SO.07 FOR GENERAL NOTES. 2. RE: ARCH. FOR ROOF SLOPE INFO. 2 ) �-' 3. RE ARCH'L PLANS FOR ALL DIMS. INFORMATION NOT SHOWN HERE. 4. 0 DENOTES LOAD -BEARING & NON -LOAD BEARING /®y / WALLS, RESPECTIVELY, SEE BELOW FOR REQUIREMENTS. (ml 5. ALL BEARING WALLS SHALL BE CONSTRUCTED WITH 2x6 @ 16" O.C. U.N.O. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH 1/2" (MIN) APA RATED SHEATHING U.N.O. MINIMUM NAILING PATTERN SHALL CONSIST OF 8d NAILS @ 6" O.C. ALL SUPPORTED PANEL EDGES & 12" O.C. FIELD, U.N.O. ON SHEAR PLANS. INTERIOR BEARING WALLS SHALL HAVE 1/2" (MIN) GYP BOARD APPLIED TO EACH SIDE OF WALL AS SHOWN ON ARCH'L PLANS. INTERIOR SHEAR WALL SHALL BE SHEATHED AS SPECIFIED ON SHEAR wq PLANS. 6. HX DENOTES HEADER RE: HEADER SCHEDULE BELOW. RE: I�y1 11 - - 3 ) TYPICAL WALL FRAMING DETAIL 069 FOR KINGSTUD SCHEDULE & OTHER 3 INFO. NOT SHOWN IN HEADER SCHEDULE BELOW. 7. RE: SO.02 FOR COMPLETE MASTER KEYNOTE LIST 8. RE: SO.02 FOR ALL HANGERS NOT SPECIFICALLY CALLED OUT IN PLAN 9. RE: SOA SERIES SHEETS FOR ALL TYPICAL DETAILS WHICH MAY NOT BE SPECIFICALLY CALLED OUT IN PLAN. 10. WHERE BEAMSTTRUSSES BEAR ON OR ARE POCKETED IN WALLS, PROVIDE BEARING STUDS EQUAL TO OR GREATER THAN THE WIDTH OF THE MEMBER BEING SUPPORTED, U.N.O. ON PLANS 11. �DENOTES COLUMN LOC. RE: COLUMN SCHEDULE THIS / SHEET - - - 4 12. !-J DENOTES FRAMING KEYNOTE. RE: KEYNOTE SCHEDULE THIS SHEET X'-X" 13. DENOTES SHEARWALL LOCATION. & MIN. LENGTH. "PERF" ABOVE SHEARWALL CALLOUT INDICATES PERFORATED SHEARWALL LOCATION. "S.T." ABOVE SHEARWALL CALLOUT INDICATES SHEAR TRANSFER SHEARWALL LOC. REFER TO SHEARWALL SCHEDULE LOCATED IN TYPICAL DETAILS FOR SHEARWALL SHTG., NAILING, CONN. REQUIREMENTS, & FOR PERFORATED & SHEAR TRANSFER SHEARWALL INFORMATION. 14. HOLDOWN q STRAP-M DENOTES HOLDOWN & HOLDOWN STRAP LOC., RESPECTIVELY. `ABOVE HOLDOWN/STRAP CALLOUT INDICATES HOLDOWN/STRAP ALIGNS WITH HOLDOWN/STRAP ABOVE.' BELOW HOLDOWN/STRAP CALLOUT INDICATES - a ) HOLDOWN/STRAP ALIGNS WITH HOLDOWN/STRAP BELOW. RE: THIS U SHEET FOR HOLDOWN & STRAP SCHEDULES. 15. HOLDOWN ANCHORS MUST BE INSTALLED WITH FINAL CONCRETE POUR. NO POST -INSTALLED HOEDOWN ANCHORS ALLOWED UNLESS WRITTEN CONSENT FROM E.O.R.. RE: TYPICAL HOLDOWN DETAIL IN SO 208 SERIES FOR ANCHOR OPTIONS. 2.7 16. CONTRACTOR TO VERIFY LOC. OF SHEAR WALLS THAT REQUIRE DECREASED ANCHORAGE SPACING PRIOR TO FINAL CONCRETE POUR. RE: SHEAR WALL SCHEDULE. 17. REFER TO TYPICAL DETAIL 0511SO.10 FOR HOLDOWN SCHEDULE & CONNECTION INFORMATION. ROOF FRAMING KEYNOTE SCHE V �1/A}/l� iJ �UUA - - - - ( 6 ) MK. NOTE D v ROOF SHTG. PER TYP. DETAIL Qa BLOCKED ROOF SHTG. PER TYP. DETAIL JUL 10 2019 REID MIDDLETON, INC. Q6 HATCHED AREA DENOTES P.E. WOOD TRUSS OVERBUILD @ HATCH © TO PLY 6" O.C. BOUNDRY NAILING wt 10C. d NAILS OVER BEAM ALONG GRID FFING PROVIDE L6x6x5/16 DRAG STRUT. FASTEN TO WALL w/ (2)-ROWS OF (55)-TITEN Q> 2x3" CONC SCREWS INTO CONC. PARAPET. WELD ANGLE TO SPLICE PL. wl 30" OF 114" FILLET WELD ® PROVIDE 8" WIDE x 11'-O" w/ (5)-ROWS OF 20 SDS 1/4"x3" SCREWS EA. SIDE OF SPLICE PL. OVER BEAM TO BEAM CONN. ADD NEW 4x10 NEXT TO EXIST 4x14 PURLIN USE FACE MOUNT HANGER TO 9 FASTEN E ROOF JOISTS TO NEW DRAG MEMBER. FASTEN 4 Q (} x10 TO (E) PURLIN wl (2)-ROWS OF 1/2" IAM BOLTS @ 16" O.C. STAGGERED HEADER SCHEDULE �vl u HEADER PER PLAN TRIMMER(S) PER SCHED. KING STUD(S) PER SCHED. MARK MEMBER TRIMMER KING STUD SCHEDULE H1 4x8 DFL#2 (1)-2x6 WALL ROUGH OPENING KING HEIGHT (WIDTH) STUD(S) H2 6x8 DFL#2 (2)-2x6 70'-0"MAX 0'-0"-8'-0" (I)- 2x6 H3 (2)-1 314"xt 1 7/8" (2)- 2x6 8'-0"-13'-0" (2)- 2X6 L.V.L. 12'-0"MAX 0,0"-5'-0" 1-2x6 H4 (2)-1 3/4"x14" (2)- 2x6 5'-0" -1&-0" (2)- 2x6 L.V.L. 14'-6" MAX 0'4' - 4'-0" (2)- 2x6 4'-0" - 6'-0" (2)- 2x6 6'-O"-1S-0" (3)-2x6 NOTE: 1. IF A SCENARIO OCCURS IN THIS PROJECT THAT IS NOT SPECIFICALLY COVERED BY THIS TABLE, CONTACT E.O.R. FOR MEMBER SIZE. 2. RE: TYPICAL DETAIL IN S1 SERIES FOR HEADER CONN. INFO NOT SBAWN HERE. w in to a LLI oMo M n" Z wM www.dverstonesc.com Paaecra �PB.E R18-056 o: PB oRAwN: ZH s E: AS SHOWN DATE 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT @ OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED, VJ Z W JW �f W W LJ M M < _ (() m r/ rr U- F H 0 0 ..J 0 U 0 � r- U C-0 REVISION SCHEDULE PLAN REVIEW COMMENTS 7 06/03/2019 ■ NOTE: AT WOOD COLUMN, SEE CONNECTION PER 102 CENTER OF COL AND FTG EA WAY. TYP '-, III GREASE SIDE AT EXIST. SLAB HSS COLUMN SEE PLAN BASE PLATE 3/4"xl2"xt'-0" w/ (4) - 3/4" DIA ANCHOR BOLTS w/ DBL NUTS AND 8" MIN EMBED OVER 1 1/2" NON- SHRINK GROUT, TYP PROVIDE 1/2" DIA. SMOOTH DOWEL AT 12" O.C. 2 SIDES ONLY, OPP. r EXIST. SLAB II II I EE FTG SCHEDULE I1J.I 11_a HELICALPIERS BY OTHERS I I ( I I II �I I I U.Z LA1, =17 RE: PLAN 103 INTERIOR BEARING FOUNDATION I., = 100 2x P.T. PL. wll/2" DIA. A-B. wR" MIN. EMBED. @ 48" O.C. I SW1 MIN. t I �I NrT.O.W. RE: ARCH. 105 (N) FDN TO (E) WALL ,/d" = 1.-n" 1 101 102 E.N. WALL AND SHTG. PER PLAN 2x P.T. SILL PL. w/l/2" DIA. A.B. COUNTER -BORED w/7" EMBED AT 48" O.C. TYP. U.N.O.ON SHEAR WALL SCHEDULE -CONT. 95 REINF. STRUCTURAL SPANNING SLAB PER PLAN VAPOR BARRIER PER ARCH. FREE -DRAINING ZONE PER GSN's -GRADE BEAM PER PLAN HELICAL PIER BY OTHERS I II I I� I TYP. FOUNDATION DETAIL STRUCTURAL SPANNING SLAB VAPOR BARRIER PER ARCH. FREE -DRAINING ZONE PER GSN's IM PER PLAN HELICAL PIERS BY OTHERS I I � EVoEWE p JUL 10 2010 REID MIDDLETON, INC. GRADE BEAM AT INTERIOR SLAB = � I � � I I I � POST /^ RE: PLAN SIMPSON CBSQ66 POST BASE BUILTOUT COL. PER ARCH. 30" SQUARE CONC. PIER W/(10)#6 VERT. DOWELS AND 94 TIES AT 6" O.C. W/(2)#4 TIES AT TOP FTG. PER PLAN ,F STD, 4 2 v% 1 1�VALEt�"� • " N % z W00 m U uo co z wM L U `� oo r U moo N cn '04 J LL Q �04 U)o w ~ Z N J m U YM aR wW � �z � o wa www.dverstonese.com PRaED,a: R18.056 —E. PB DRnWN: zH sca e: AS SHOWN Dnre: 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT 0 OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC, USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. IY rr Q � W 75 W z W W 00 Z } � 00 O L=W00 (m r <C LL F- o O o U T_ ::) to 'S � v�� REVISION SCHEDULE ETN—ER: e-% r% *-'k 0 3. HIGH ROOF FRAMING PLAN ane°= r_m, _ 2x4 BLKG. W/E.N. ROOF SHTG. PER PLAN SHTG. TO MATCH ROOF E.N. ROOF TRUSSES PER PLAN ROOF SHTG. 2x4 WOOD NAILER WITH (2)- PER PLAN ROWS OF 16d NAILS AT 24" .C. STAGGERED. FASTEN 2x BLKG, TO NAILER WITH IMPSON H3 CLIP SHEAR CLIP PER SW SCHEDULE FRIIS.S 2x4 WOOD NAILER, FASTEN W/(2) ROWS OF 10d NAILS @ 24" O.C. E.N. 2x4 NAILER EACH SIDE AND EACH END OF BLKG. PROVIDE 1 3t4" PROVIDE (4)-10d NAILS INTO LVL RIM BOARD BLKG. AND FROM BLKG. TO SIMPSON HI AT BLKG. THRU WEB EACH TRUSS JOIST BLKG. TO MATCH L "7F SHEATHING E.N. PLAN HANGER PER TYP. HANGER-�---r- SCHED. I ) ( .I P.T. LEDGER w/ (2) 5/8" DIA, TITAN HD @ I j 16" O.C. TO (E) WALL I j GROUT FILL16"OF I I BLOCK AT ROOF LINE 1 3/4xl8 LVL RIM SEARING WALL PER PLAN 203 JOIST TO WALL ROOF SHTG. PER PLAN TRUSS PER PLAN E.N. PROVIDE TRUSS DEPTH 2x BLKG, SIMPSON H1 BEAM PER PLAN ROOF SF TRI PF D BEAM PER PLAN ui E.N. I I 'n V J PROVIDE 2x BLKG w/ (2) 5/8" DIA. TITEN HD SCREWS INTO (E) WALL I I ( 2 rr I r I I j ui (E) WALL PER PLAN I HANGER INTO 2z LEDGER w/ 518" DIA. I -ITEN HD SCREWS AT 16" O.C. TO (E) WALL I I I I I I I I I = 1'_n" ( 200 NEW TRUSS TO EXISTING WALL = ROOF FRAMING PER PLAN ROOF FRAMING. COPE FLANGES AS REQ'D HEADER PER PLAN 206 TRUSS AT BEARING WALL 3/4" = ,'_e" 204 TYP TRUSS TO WALL _ ,_n" 201 --- -- ---------- PROVIDE SIMPSON LSTA9 @ EVERY THIRDTRUSS A34 AT EA. TRUSSJ EXIST. NAILER t_ _ ROOF SHTG. PER PLAN P.T. WOOD FILLER ( PROVIDE CONT. AS REQ'D I ROOF SHTG. PER PLAN 2x NAILER TO MATCH j TRUSS TOP CHORD SOFFIT FRAMING PER ARCH. j 2x4 OUTRIGGER AT 24" O.C. P.E. TRUSS PER PLAN ROOF SHTG. PER PLAN PROVIDE A34 @ 2z4 BLKG. A34 AT EA. EVERY 3RD TRUSS TRUSS GABLE TRUSS, DROP TOP P.E. TRUSS CHORD FOR OUTRIGGER PER PLAN WALL SHTG. ' A34 AT EA. 2x4 P.T. LEDGER WlSIMPSON TRUSS TITEN 1/2"x6" ANCHOR I ROOF TRUSS PER PLAN •. AT 24" O.C. SIMPSON H3 AT EA. TRUSS P.E.TRUSSES — •, EXIST. NAILER ' j 2X4 BRACE AT 48" O.C. MAX. :'� 2x4 P.T. LEDGER W/SIMPSON f TITEN 1/2"x6" ANCHOR AT 24" O.C. LU24 AT EA. {f • ROOF SHTG. PER PLAN TRUSS LU24 AT EA. ••• TRUSS ••I ROOF FRAMING PER PLAN • PROVIDE SIMPSON i LU24 AT EA. . . j ( SSP @EVERY 3RD TRUSS PROVIDE SIMPSON TRUSS ': PROVIDE BLKG. I SSP @ EVERY 3RD TRUSS HANGER PER DETAIL 306 BETWEEN EA. TRUSS I l.'� PROVIDE BLKG. "'----_ EXISTING CONC WALL BETWEEN EA TRUSS EXISTING CONC. WALL PARTITION BEAM 1. = ROOF SHEATHING LAN ROOF FRAMING PER PLAN ALL ' WALL PER PLAN 1314 x 24" LVL LEDGER. FASTEN W/(4)-SDWS SCREWS AT 16" O.C. I to 144P 0*6 209 TRUSS AT EXISTING WALL 314" = 1'-0" 208 TRUSS AT EXISTING WALL 314" = 11-0" 207 TRUSS AT BEARING WALL 3/4" = 1'1" 202 BLKG. OVER INT. BEARING WALL ,• _ 2 435/8 w d rl W WV O U � Z uj tq lmcl oo (� o &N 'I' u) m W ~ Z N J M >() Y o6 p¢ N WW >Z LLFy (n Fx O ui a m www.riverstonesc.com vaaecra: R18-056 �aEo: PB ZH AS SHOWN oArE. 3/04/2019 ALL PLANS 8 DETAILS ON THESE SHEETS ARE COPYRIGHT © OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED. LJ.. r I J_ Q U ui W V Z z LU W 00 W 00 W � C LL_ (n 0) 00 �1� o�� 0 0 = 00 J 0 U) O C) (o REVISION SCHEDULE ow n mi 301 EXISTING PER PER TEXISTING CONIC. PARAPET D F-7-7-1 F NEW DRAG ANGLE lo'-o"MIN. PER PLAN COL PER PLAN A— BEAM AND STIFFENERS 7EXISTING LEDGER NEW DRAG BEAM BEYOND EXISTING PURLIN EXISTING BEAM PER PLAN EXISTING CONC. WALL BEYOND FOR INFO NOTE: RE: DET. 300 NOT SHOWN HERE BEAM TO COL. CONN. 216 DRAG CONNECTION 314" = NEWDRAGANGLE PER PLAN DRAG STRAP PER PLAN EXISTING BEAM PER PLAN PROVIDE 'l"DIA THRU BOLT PROVIDE (2)-SIMPSON NEW DRAG BEAM HDLI14w/(36)-TITEN HD SCREWS . . . . . . . . ... EXIST. PURLIN PROVIDE (2)-HDU14 1(36)-1/4"X21/2" SDSSCREWS NOTE: FIELD VERIFY FACE OF CONC. ALONG GRID 4 IS FLUSH W/ BEAM. IF NOT, CONTACT FOR FOR REVISED CONN. DETAIL 217 DRAG CONN. 3X10 NAILER W/ (2)- ROWS OF 10T.A.S. COUNTERSUNK @ 24" NEW DRAG STRAP O.C. STAGGERED PER PLAN EXIST BEAM 4 PROVIDE (2)-1/4" STIFFENER PL. @ 6" NEW DRAG BEAM GAGE CENTERED ON PER PLAN BEAM r. F 3/16" 1/4"PL.xBEAM DIMS 3/16"v 8 X, NEW SIMPSON EG 7" GLU-LAM HANGER W/o L TOP FLANGE TO MATCH BEAM WIDTH NEW STEEL BEAM PER PLAN NOTE: 1: MOST PURLINS & JOISTS NOT SHOWN FOR CLARITY 2: REMOVE EXIST. SHTG. AS REQ'D STAGGERED REMOVED PIECES BY A MIN. OF Z-y'EVERY OTHER 4 FT. SECTION EXISTING CONC. WALL _17 7— PROVIDE L5x3x5/16 W/l/2"DIATITENSAT- 18" D.C. WELD W13116" FILLET2-12 NEW STEEL BEAM PER PLAN 213 STEEL BEAM SUPPORT NEW STEEL BEAM EXISTING CONIC. WALL PER PLAN NEW PARTITION • BEAM PER PLAN I. SIMPSON MGU7.00 J NEW W PARTITION W/CONCEALED FLANGES EAM PER PLAN BEAM WELD TO COLUMN TOP AND BOTTOM CONC. WALL STEEL COL_ CONDITION CONDITION HGUS6.88/10 Wll/4xI 314 H.USB IIII'l TITEN2 SCREWS 214 BEAM TO CONC. WALL ROOFJOIST_ PER PLAN CONNECTIONS PER JOIST MFR. E.N. ROOF SHEATHING PER PLAN ROOF JOIST PER PLAN JOIST HANGER PER TYPICAL DETAIL 1 3/4xl 8 LVL RIM BEARING WALL PER PLAN 210 BEAM PER SHEAR CLIP PER S.W. SCHEDULE SHEATHING TO MATCH ROOF PLAN TRUSS OVERBUILD PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN E.N. ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN JOIST BLOCKING TO — MATCH ROOF FRAMING AT 48" O.C. E.N. SHEAR WALL PER PLAN SHEAR TRANSFER DETAIL ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN E.N. DEPTH BLKG. SIMPSON HI T EA_ TRUSS HANGER PER If TYPICAL SCHEDULE 1314" LVL LEDGE., FASTENED TO WALL W/(3}SDWSx4' SCREWS AT 32'O,C. INTO STUDS 211 ROOF TRANSITION SHEATHING TO MATCH ROOF PLAN E.N.— 2X6 CRIPPLE WALL E.N.— JOIST BLOCKING TO MATCH ROOF FRAMING AT 48" D.C. ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN E.N. — BEARING WALL PER PLAN 2x BLKG. W/NAILING -TO MATCH ROOF SHTG. E.N. D EVoEWF' JUL 10 2,0319 REID MIDDLETON, INC' IIA" = i-n- 2X4 BRACING/BLKG. 16d NAIL AT 48"O.C. FASTEN AT6"O.C. W/(4)-10d NAILS, TYP. — BEAM PER PLAN A z w 00 cl) 0 z Uim u)A0 F, - 00 c) ON < w O� t= �- cli wZN o6 > Ir 04 ry Q:w LU z L.L (n > 0 ix:c UA IlAlk ;z AW www.riverstonesc.com R18-056 PB ZH AS SHOWN 3/04/2019 ALL PLANS & DETAILS ON THESE SHEETS ARE COPYRIGHT Q OF RIVERSTONE STRUCTURAL CONCEPTS, PLLC. USE OF ANY PART OF THESE SHEETS WITHOUT WRITTEN PERMISSION IS EXPRESSLY PROHIBITED, 0 rr U) <ry 75 ui U) W C) z F- Uj F- z LLJ 00 > uj oc) r'r T- LU F_ oo < r U) o-) F- L-r < F_ TT C) 00 o c) 0 00 Z) REVISION SCHEDULE A PLAN REVIEW COMMENTS 06/0312019 300 WOOD BEAM TO STEEL BEAM 11. = ROOFFRI PER 215 ROOF JOIST TRANSITION 1.1 = V-o! j 212 at Al' §NV� le GENERAL HVAC CONT.) NORTH ARROW' UNEAR SUPPLY AIR DIFFUSER N ® SQUARE SUPPLY AIR DIFFUSER A SEC11ON CALLOUT z SQUARE RETURN AIR GRILLE ® SQUARE EXHAUST AIR GRILLE SIDEWALL SUPPLY AIR GRILLE OR DETAIL CALLOUT REGISTER OR EREG SIERTURN/EXHAUST AIR GRILLE POINT OF CONNECTION Al REVSION NOTE AIR FLOW DIRECTION THRU DOOR GRILLE OR UNDERCUT l FLAG NOTE (CONSTRUCTION) EF-3 EQUIPMENTIDENIIFIER ABBREVIATIONS LIGHT LINE WEIGHT INDICATES EXISTING WORK AC AIR CONDITIONING ACF AIR CURTAIN FAN 1 BOLD LINE WEIGHT INDICATES NEW WORK ADA AMERICAN DISABILITIES ACT AD AREA DRAIN t- - - - -t LIGHT DASHED LINES INDICATE WORK TO ADJ ADJACENT, ADJUST, ADJUSTABLE, ADJUSTMENT BAFF ABOVE FINISHED FLOOR E ABANDONED OR REMOVED AL ACOUSTIC LINED ALIGN ALIGNMENT SLASHED LINES INDICATE EXISTING WORK AP ACCESS PANEL TO BE DEMOLISHED APPROX APPROXIMATELY ARCH ARCHITECTURAL HVAC ASME AMERICAN SOCIETY OF MECHANICAL ENGINEERS AVG AVERAGE BF BELOW FINISH FLOOR CUBIC FEET PER MINUTE BHP BRAKE HORSEPOWER BLDG BUILDING CENTER LINE BOO BOTTOM OF DUCT BOP BOTTOM OF PIPE 4 ROUND DUCT INDICATOR BPD BACKFLOW PREVENTION DEVICE BTU BRITISH THERMAL UNIT BTUH BRITISH THERMAL UNITS PER HOUR - - - -+ THERMOSTAT LINE BV BALANCING VALVE RISE CD CEILING DIFFUSER F-CC--t RISE DIRECTION OF RISE FOR DUCT CFM CUBIC FEET PER MINUTE CG CEILING GRILLE cl CAST 24x12 DUCT (FIRST FIGURE DENOTES VIEW SHOWN) CLG CEILING IRON CO CLEANOUT 10x8 SINGLE LINE DUCTWORK INDICATES DUCT CONN CONNECT, CONNECTED, CONNECTION 24x12 WITH VIEW DIMENSION LESS THAN 12 CONST CONSTRUCTION INCHES CONT CONTINUOUS, CONTINUATION CORRD COORDINATE SUPPLY OR EXHAUST TAKEOFF CORK CORRIDOR COTG CLEANOUT TO GRADE CU FT CUBIC FEET r-® SUPPLY DUCT TURNING TOWARD, UP CU IN CUBIC INCHES CW COLD WATER SUPPLY DUCT TURNING AWAY DB DRY BULB TEMPERATURE DCV DEMAND CONTROL VENTILATION DCVA DOUBLE CHECK VALVE ASSEMBLY +-® EXHAUST DUCT TURNING TOWARD, UP DEG DEGREE DET DETAIL DFU DRAINAGE FIXTURE UNIT EXHAUST DUCT TURNING AWAY DIA DIAMETER DIFF DIFFERENTIAL, DIFFERENT, DIFFUSER i 0 ROUND DUCT TURNING TOWARD, UP DIM DIMENSION DISCH DISCHARGE �-.�, ON DOWN 0 ROUND DUCT TURNING AWAY DOM DOMESTIC DR DRAIN DS DOWNSPOUT CONICAL WYE DSD DUCT SMOKE DETECTOR Z DWG DRAWING CONICAL TEE EA EACH EAT ENTERING AIR TEMPERATURE -1 VOLUME DAMPER(VD) EF EXHAUST FAN EFF EFFICIENCY ®-- FIRE SMOKE DAMPER(FSD) EG EXHAUST GRILLE ELECT ELECTRICAL ❑- MOTORIZED DAMPER(FD) ELEV ELEVATION EMERG EMERGENCY ENT �- FIRE DAMPER(FD) EXH EX AUIST EXIST EXISTING 3-WAY SUPPLY DIFFUSER EXP EXPANSION F FAHRENHEIT 2-WAY SUPPLY DIFFUSER FC FANCOIL FCO FLOOR CLEANOUT 2-WAY CORNER SUPPLY DIFFUSER FD FIRE DAMPER, FLOOR DRAIN FDC FIRE DEPARTMENT CONNEC1ION Im 1-WAY SUPPLY DIFFUSER FIO FURNISHED AND INSTALLED BY OWNER FLA FULL LOAD AMP DOUBLE LINE, LINED DUCT/ ACOUSTIC DUCT FLEX FLEXIBLE FLR FLOOR SINGLE LINE, LINED DUCT ACOUSTIC DUCT FOB FLAT ON BOTTOM / FDIC FURNISHED BY OWNER INSTALLED BY CONTRACTOR NFOT FLAT ON TOP � RECTANGULAR 90' ELBOW W/ TURNING VANES TYPICAL FPS FEET PER MINUTEFPS FEET PER SECOND FSD FIRE SMOKE DAMPER 3OX20 FT FOOT, FEET FU FIXTURE UNITS 18"0 RECTANGLE TO ROUND FITTING G GAS GA GAGE SOUND ATTENUATOR GAL GALLON GALV GALVANIZED GC GENERAL CONTRACTOR © GEN GENERAL ACCESS DOORS GND GROUND GPH GALLONS PER HOUR GPM GALLONS PER MINUTE FLEXIBLE DUCT GW GREASE WASTE ©® THERMOSTAT OR TEMPERATURE SENSOR H HEIGHT, HIGH HB HOSE BIBS HP HORSEPOWER ❑T THERMOSTAT OR TEMPERATURE SENSOR(CEILING) HR HOUR HTG HEATING SD DUCT SMOKE DETECTOR HVAC HEATING VENTILATING AND AIR CONDITIONING HW HOT WATER DPT DIFFERENTIAL PRESSURE TRANSDUCER HWC HOT WATER CIRCULATING H'WR HOT WATER HEATING RETURN @ ROUND SUPPLY AIR DIFFUSER HZ HER�AIER HEALING SUPPLY ROUND SUPPLY AIR DIFFUSER WITH PORTION BLANKED OFF IBC INTERNATIONAL BUILDING CODE ID INDIRECT DRAIN IE INVERT ELEVATION IMC INTERNATIONAL MECHANICAL CODE IN INCH INSUL INSULATE, INSULATION IW INDIRECT WASTE KW KILOWATT KWH KILOWATT HOUR L LENGTH LAV LAVATORY LAT LEAVING AIR TEMPERATURE LEIS POUNDS LF LINEAL FOOT LVG LEAVING MA MIXED AIR MAX MAXIMUM MBH, MBTU THOUSAND BRITISH THERMAL UNITS PER HOUR MCA MINIMUM CIRCUIT AMPACITY MCC MOTOR CONTROL CENTER MD MOTORIZED DAMPER MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM, MINUTE MISC MISCELLANEOUS MOD MOTOR OPERATED DAMPER MIT) MOUNTED MTG MOUNTING NA NOT APPLICABLE NO NOISE CRITERIA NIC NOT IN CONTRACT NTS NOT TO SCALE OAC OUTDOOR AIR CONDITIONER OAT OUTSIDE AIR TEMPERATURE OD OUTSIDE DIAMETER, OVERALL DIAMETER OH OVERHEAD ORD OVERFLOW ROOF DRAIN OSA OUTSIDE AIR P PUMP PD PRESSURE DROP, PIT DRAIN PH PHASE POC POINT OF CONNECTION PRELIM PRELIMINARY PRESS PRESSURE PRV PRESSURE REDUCING VALVE PSI POUNDS PER SQUARE INCH PSIG POUNDS PER SQUARE INCH GAGE RA RETURN AIR RD ROOF DRAIN RECIRC RECIRCULATING RECT RECTANGULAR REF REFERENCE REG REGULATOR READ REQUIRED RND ROUND RPBP REDUCED PRESSURE BACKFLOW PREVENTER RPM REVOLUTIONS PER MINUTE RV RELIEF VALVE SAN SANITARY SCHED SCHEDULE SD SUPPLY DIFFUSER SF SUPPLY FAN, SQUARE FEET SG SUPPLY GRILLE SO SCREENED OPENING SOV SHUT OFF VALVE SP STATIC PRESSURE SPEC SPECIFICATION SPECD SPECIFIED SST STAINLESS STEEL SS SOIL STACK, SANITARY SEWER STRUCT STRUCTURAL SWG SUPPLY WALL GRILLE SWR SUPPLY WALL REGISTER TBD TO BE DETERMINED TEMP TEMPERATURE, TEMPORARY TSTAT THERMOSTAT THRU THROUGH TOD TOP OF DUCT TOP TOP OF PIPE TP TRAP PRIMER TS TEMPERATURE SENSOR TV TURNING VANE TW TEMPERED WATER TWR TEMPERED WATER RECIRCULATE TYP TYPICAL UPC UNIFORM PLUMBING CODE UTR UP THRU ROOF V VENT VAV VARIABLE AIR VOLUME VB VACUUM BREAKER VD VOLUME DAMPER VEL VELOCITY VERT VERTICAL VOL VOLUME VS VENT STACK VTR VENT TO ROOF W WASTE WCO WALL CLEAN OUT WB WET BULB TEMPERATURE WEF WALL EXHAUST FAN WG WATER GAGE WHA WATER HAMMER ARRESTOR W/ WITH W/0 WITHOUT WS WASTE STACK WT WEIGHT WSFU WATER SUPPLY FIXTURE UNIT DRAWING LIST MO,0 LEGEND & NOTES MO.1 SCHEDULES M1.0 DEMOLITION FLOOR PLAN M2.0 HVAC FLOOR PLAN M3.0 DETAILS GENERAL NOTES: 1. COMPLETE INSTALLATION OF THE MECHANICAL SYSTEM SHALL BE PER THE LATEST ADOPTED VERSION OF INTERNATIONAL BUILDING CODE (IBC), INTERNATIONAL MECHANICAL CODE (IMC), WASHINGTON STATE ENERGY CODE (WSEC), UNIFORM PLUMBING CODE (UPC), INTERNATIONAL FUEL GAS CODE (IFGC), INTERNATIONAL FIRE CODE (IFC), NFPA AND HEALTH CODES AND REGULATIONS AS ADOPTED BY THE LOCAL JURISDICTIONS. 2. CONTRACTOR SHALL COORDINATE DIFFUSER, GRILLE AND REGISTER LOCATIONS AND DUCT ROUTING CLEARANCES WITH THE STRUCTURAL, REFLECTED CEILING AND LIGHTING PLANS. 3. MAKE ACCEPTABLE ACCESS PROVISIONS FOR REMOVAL OF FILTER AND MAINTENANCE FOR ALL INDOOR UNITS. REFER TO MANUFACTURER'S INSTALLATION GUIDE. 4. ALL CONTROL WIRE AND CONDUIT SHALL COMPLY WITH THE NATIONAL ELECTRIC CODE. 5. WHEN MECHANICAL WORK (HVAC, PLUMBING, SHEET METAL, FIRE PROTECTION, ETC.) IS SUBCONTRACTED, IT SHALL BE THE MECHANICAL CONTRACTOR'S RESPONSIBILITY TO COORDINATE SUBCONTRACTORS AND THE ASSOCIATED CONTRACTS. WHEN DISCREPANCIES ARISE PERTAINING TO WHICH CONTRACTOR PROVIDES A PARTICULAR ITEM OF THE MECHANICAL CONTRACT OR WHICH CONTRACTOR PROVIDES FINAL CONNEC11ONS FOR A PARTICULAR ITEM OF THE MECHANICAL CONTRACT, IT SHALL BE BROUGHT TO THE ATTENTION OF THE MECHANICAL CONTRACTOR. 6. THE LOCATIONS OF ALL ITEMS SHOWN ON THE DRAWINGS OR CALLED FOR IN THE DOCUMENTS THAT ARE NOT DEFINITELY FIXED BY DIMENSIONS ARE APPROXIMATE ONLY. THE EXACT LOCATIONS NECESSARY TO SECURE THE BEST CONDITIONS AND RESULTS MUST BE DETERMINED BY THE PROJECT SITE CONDITIONS AND SHALL HAVE THE APPROVAL OF THE ENGINEER BEFORE BEING INSTALLED. DO NOT SCALE DRAWINGS. 7. ALL GAS EQUIPMENT SHALL BE INSTALLED PER THEIR LISTINGS, IMC, UPC, IFGC AND LOCAL CODES. 8, ALL ROOF PENETRATIONS SHALL BE MINIMUM OF 5 FEET AWAY FROM THE AREA/OCCUPATION SEPARATION WALLS. ALL PIPE, DUCT AND CONDUIT PENETRA1IONS THROUGH RATED ASSEMBLIES SHALL BE FIRE AND SMOKE STOPPED PER CODE. 9. ALL EQUIPMENT, DAMPERS, PIPING, AND ACCESSORIES IN CONCEALED SPACES REQUIRING ACCESS SHALL HAVE ACCESS DOORS. ALL ACCESS DOORS IN FIRE RATED STRUCTURE SHALL BE FIRE RATED. COORDINATE LOCATIONS WITH ARCHITECT. CONTRACTOR TO PROVIDE ACCESS DOORS. 10. ALL EQUIPMENT SHALL BE FREE FROM DEFECTS IN MATERIAL, WORKMANSHIP, AND SHALL BE OF THE KIND AND QUALITY DESCRIBED HEREIN. 11. COORDINATE WITH THE STRUCTURAL ENGINEER AND GENERAL CONTRACTOR TO PROVIDE STRUCTURAL SUPPORT AND SEISMIC RESTRAINTS FOR ALL EQUIPMENT. 12. ALL EQUIPMENT SHALL BE APPROVED FOR INSTALLATION IN THE STATE OF WASHINGTON AND SHALL HAVE ALL CERTIFICATIONS AND RATINGS REQUIRED TO MEET ALL ENERGY, POLLUTION, ENVIRONMENTAL, SEISMIC, ETC. CODES AND REGULATIONS. 13. VERIFY ALL THE MECHANICAL EQUIPMENTS ELECTRICAL LOADS VOLTAGE/PHASE, ETC. WITH ELECTRICAL CONTRACTOR PRIOR TO ORDERING. 14. WHERE MULTIPLE RISERS OR HORIZONTAL LOOPS ARE USED, BALANCING VALVES IN THE RETURN LINES ARE REQUIRED. A CHECK VALVE SHALL BE PROVIDED IN EACH RETURN TO PREVENT TEMPORARY REVERSAL OF FLOW. 15. PROVIDE ALL MATERIALS AND EQUIPMENT AND PERFORM ALL LABOR REQUIRED TO INSTALL COMPLETE AND OPERABLE MECHANICAL SYSTEMS AS INDICATED ON THE DRAWINGS, AS SPECIFIED AND AS REQUIRED BY IMC, UPC, IBC, WASHINGTON STATE ENERGY CODE AND ALL APPLICABLE LOCAL AMENDMENTS. 16. INSTALL ALL MECHANICAL EQUIPMENT AND APPURTENANCES IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS, CONTRACT DOCUMENTS, AND APPLICABLE CODES AND REGULATIONS. 17. COORDINATE CONSTRUCTION OF ALL MECHANICAL WORK WITH ARCHITECTURAL, STRUCTURAL, ELECTRICAL WORK, ETC., SHOWN ON CONTRACT DOCUMENT DRAWINGS. 18. ALL TESTS SHALL BE COMPLETED BEFORE ANY MECHANICAL EQUIPMENT OR PIPING INSULATION IS APPLIED. 19. TESITNG, ADJUSTING, AND BALANCING AGENCY SHALL BE A MEMBER OF NATIONAL ENVIRONMENTAL BALANCING BUREAU (NEBB). TESTING, ADJUSTING, AND BALANCING SHALL BE PERFORMED IN ACCORDANCE WITH THE NEBB STANDARDS. AABC ACCEPTABLE PENDING AGENCY APPROVAL 20. WHERE TWO OR MORE ITEMS OF THE SAME TYPE OF EQUIPMENT ARE REQUIRED, THE PRODUCT OF ONE MANUFACTURER SHALL BE USED. 21. LOCATIONS AND SIZES OF ALL FLOOR, WALL, AND ROOF OPENINGS SHALL BE COORDINATED WITH ALL OTHER TRADES INVOLVED. 22. REFER TO TYPICAL DETAILS FOR DUCTWORK, PIPING, AND EQUIPMENT INSTALLATION. 23. AIR AND FLUID FLOW RATES SHALL BE TESTED AND BALANCED WITHIN THE TOLERANCES DEFINED IN SPECIFICATIONS OR SHOWN ON PLANS. SYSTEMS SHALL BE BALANCED IN A MANNER TO FIRST MINIMIZE THROTTLING LOSSES, THEN ADJUSTED TO MEET DESIGN FLOW CONDITIONS. 24. RECORD DRAWINGS SHALL BE PROVIDED TO THE OWNER WITHIN 90 DAYS AFTER THE DATE OF SYSTEM ACCEPTANCE AS REQUIRED BY SECTION C103.6 OF THE WSEC. THE DRAWINGS SHALL INDICATE THE LOCATION AND PERFORMANCE DATA OF EQUIPMENT, GENERAL CONFIGURATION OF DUCTWORK AND PIPING DISTRIBUTION SYSTEMS, INCLUDING FLOW RATES AS A MINIMUM, THAT HAVE BEEN DEVIATED FROM THESE DOCUMENTS. A COMPLETE RECORD OF CHANGES SHALL BE KEPT TO DATE ON A DAILY BASIS AND MADE ACCESSIBLE TO OWNER AND ENGINEER. GENERAL HVAC NOTE: 1. CONTRACT DOCUMENT DRAWINGS FOR MECHANICAL WORK (HVAC) ARE DIAGRAMMATIC AND ARE INTENDED TO CONVEY SCOPE AND GENERAL ARRANGEMENT ONLY. 2. LOCATE ALL TEMPERATURE, DEVICES IN DUCTWORK LOCATIONS WITH STRAIGHT SECTION OF DUCT UP AND DOWNSTREAM AS RECOMMENDED BY THE MANUFACTURER FOR GOOD ACCURACY. 3. COORDINATE AND PROVIDE ALL DUCT TRANSITIONS REQUIRED FOR FINAL EQUIPMENT CONNECTIONS TO FURNISHED EQUIPMENT. FIELD VERIFY AND COORDINATE ALL DUCT DIMENSIONS BEFORE FABRICATION. 4. ALL EQUIPMENT, DUCTWORK, ETC., SHALL BE SUPPORTED AS REQUIRED TO PROVIDE A VIBRATION FREE INSTALLATION, AND SEISMICALLY BRACED AS REQUIRED. PROVIDE VIBRATION ISOLATION FOR ALL MECHANICAL EQUIPMENT TO PREVENT TRANSMISSION OF VIBRATION TO BUILDING STRUCTURE. 5. CERTAIN ITEMS SUCH AS RISES AND DROPS IN DUCTWORK, ACCESS DOORS, VOLUME_ DAMPERS, ETC. ARE INDICATED ON THE CONTRACT DOCUMENT DRAWINGS FOR CLARITY FOR A SPECIFIC LOCATION REQUIREMENT AND SHALL NOT BE INTERPRETED AS THE EXTENT OF THE REQUIREMENTS FOR THESE ITEMS. 6. UNLESS OTHERWISE SHOWN, LOCATE ALL ROOM THERMOSTATS 4'-0" (CENTERLINE) ABOVE FINISHED FLOOR. NOTIFY THE ENGINEER OF ANY ROOMS WHERE THE ABOVE LOCATION CANNOT BE MAINTAINED OR WHERE THERE IS A QUESTION ON LOCATION. 7. ALL DUCTWORK SHALL CLEAR DOORS AND WINDOWS. 8. PROVIDE ALL 90 DEGREE SQUARE ELBOWS WITH DOUBLE RADIUS TURNING VANES UNLESS OTHERWISE INDICATED. PROVIDE ACCESS DOORS UPSTREAM OF ALL ELBOWS WITH TURNING VANES. 9. UNLESS OTHERWISE NOTED, ALL DUCTWORK IS OVERHEAD, TIGHT TO THE UNDERSIDE OF THE STRUCTURE (WITHIN TRUSSES), WITH SPACE FOR INSULATION IF REQUIRED. 10. MAXIMUM LENGTH OF FLEXIBLE DUCTS LOCATED ABOVE HARD CEILINGS SHALL BE AS CODE PERMITS BUT NO LONGER THAN 4 FEET. 11. ALL DUCTWORK SHALL BE COORDINATED WITH ALL TRADES INVOLVED. OFFSETS IN DUCTS ,INCLUDING DIVIDED DUCTS AND TRANSITIONS AROUND OBSTRUCTIONS, SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER. 2015 WASHINGTON STATE ENERGY CODE (WSEC) NOTES 1. HVAC EQUIPMENT SHALL HAVE MINIMUM PERFORMANCE AT SPECIFIED RATING CONDITIONS NOT LESS THAN THE VALUES INDICATED IN TABLE C403.2.3(1) THRU C403.2.3(10) OF THE WSEC AND AS INDICATED ON THE CONTRACT DOCUMENTS. 2. PROVIDE DEADBAND BETWEEN HEATING/COOLING SPACE SENSOR SETPOINTS OF 5 DEGREES AS REQUIRED BY SECTION C403.2.4.1.2 OF THE WSEC OR AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES, IF PROVIDED. 3. HVAC SYSTEMS SHALL BE EQUIPPED WITH AUTOMATIC CONTROLS CAPABLE OF ACCOMPUSHING SETBACK OR SHUTDOWN DURING UNOCCUPIED PERIODS AS REQUIRED BY SECTION C403.2.4.2 OF THE WSEC AND AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES, IF PROVIDED. 4. PROVIDE BALANCING DEVICES IN ALL BRANCH DUCTS AND PIPE RUNS TO TERMINAL DEVICES AS REQUIRED BY SECTION C408.2.2 AND C408.2.2.1 OF THE WSEC AND AS INDICATED ON THE CONTRACT DOCUMENTS. 5. ALL DUCTWORK SHALL COMPLY WITH SMACNA STANDARDS FOR CONSTRUCTION OF GALVANIZED DUCTWORK. ALL DUCTWORK SHALL BE SEALED AS REQUIRED BY SECTION C403.2.8 'DUCT AND PLENUM INSULATION AND SEALING" OF 11AE WSEC. DUCT TAPE NOT ALLOWED. 6. ALL DUCTWORK SHALL BE INSULATED AS REQUIRED BY SECTION C403.2.8 "DUCT AND PLENUM INSULATION AND SEALING" OF THE WSEC. 7. ALL PIPING SHALL BE INSULATED AS REQUIRED BY SECTION C403.2.9 OF THE WSEC. B. HEATING AND COOLING EQUIPMENT FANS, CIRCULATION PUMPS AND TERMINAL UNIT FANS SHALL BE SHUT OFF DURING UNOCCUPIED PERIODS AS REQUIRED BY SECTION C403.6.2 OF THE WSEC AND AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES, IF PROVIDED. 9. SUPPLY AIR AND WATER TEMPERATURES SHALL BE AUTOMATICALLY RESET AS REQUIRED IN SECTION C403.4.2.4 AND C403.4.4.4 OF THE WSEC OR AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES, IF PROVIDED. 10. ALL AIR SYSTEMS SHALL BE PROVIDED WITH A 100% CAPABLE AIR ECONOMIZER CAPABILITY AS REQUIRED BY THE SECTION C403.3 OF THE WSEC AND AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES, IF PROVIDED. C403.3 EXCEPTION NO.7 EXERCISED ON NEW VRF SYSTEM. 11. AIR ECONOMIZERS SHALL BE CAPABLE OF PROVIDING PARTIAL COOLING EVEN WHEN ADDITIONAL MECHANICAL COOLING IS REQUIRED TO MEET THE REMAINDER OF THE COOLING LOAD, AS REQUIRED IN SECTION 403.3.1 OF THE WSEC. 12. SIMULTANEOUS HEATING AND COOLING TO INDIVIDUAL ZONES SHALL BE PROHIBITED AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES EXCEPT WHERE PERMITTED IN SECTION C403.2.4.1, EXCEPTIONS 1 THROUGH 2 OF THE WSEC. 13. VARIABLE FREQUENCY DRIVES SHALL BE PROVIDED FOR VARIABLE FLOW HEATING AND AIR HANDLING SYSTEMS AS REQUIRED BY SECTION C403.2.13 OF THE WSEC AND AS DESCRIBED IN THE CONTRACT DOCUMENTS INCLUDING TEMPERATURE CONTROL SEQUENCES, IF PROVIDED. 14. MOTOR EFFICIENCY SHALL NOT BE LESS THAN THE MINIMUM CALLOUTS PER SECTION C403.214 OF THE WSEC FOR FULL LOAD EFFICIENCIES. 15. HVAC SYSTEMS SHALL BE BALANCED AS REQUIRED BY SECTION C408.2 OF THE WSEC. 16. OPERATION AND MAINTENANCE MANUALS SHALL BE PROVIDED TO THE OWNER AS REQUIRED BY SECTION C103.6.2 OF THE WSEC. AS A MINIMUM, THE MANUALS SHALL INCLUDE: A. SUBMITTAL DATA. B. OPERATION AND MAINTENANCE DATA FOR EQUIPMENT. C. NAMES AND ADDRESSES OF SERVICE AGENCIES. D. HVAC CONTROLS SYSTEM MAINTENANCE AND CALIBRATION INFORMATION. 19. COMMISSIONING SHALL BE PROVIDED AND A REPORT OF COMMISSIONING BE SUBMITTED TO THE OWNER AS REQUIRED BY SECTION C408 OF THE WSEC. AND CONTRACTOR SHALL SUBMIT FORM "FIGURE C408.1.4.2" COMMISSIONING COMPLIANCE CHECKLIST. 20. THE MECHANICAL SYSTEM SHALL COMPLY WITH ALL THE REQUIREMENTS OF SECTION C403.6 'DEDICATED OUTDOOR AIR SYSTEMS (DOAS) OF THE WSEC. 20. IF NOT SPECIFICALLY STATED ABOVE, CONTRACTOR SHALL COMPLY WITH THE WSEC ITEMS THAT DO APPLY TO THIS PROJECT. GENERAL HVAC NOTES (CONT.1 12. PROVIDE ACCESS DOORS IN DUCTWORK TO PROVIDE ACCESS FOR ALL VOLUME DAMPERS AND OTHER ITEMS LOCATED IN THE DUCTWORK WHICH REQUIRE SERVICE AND/OR INSPECTION. 13. ALL DUCTS SHALL BE GROUNDED ACROSS FLEXIBLE CONNECTIONS WITH FLEXIBLE COPPER GROUNDING GROUNDING STRAPS SHALL BE BOLTED OR SOLDERED TO BOTH THE EQUIPMENT AND THE DUCT. s *11 14. ALL OSA, RELIEF/EXHAUST AIR, AND RETURN AIR DAMPERS SHALL BE MOTORIZED CONTROL AND SHALL HAVE A 0 MAX LEAKAGE OF 4CFM/FT' 0 1.0"WG IN ACCORDANCE W/ AMCA 500D.ACCEPTABLE ACCESS PROVISIONS FOR REMOVAL OF FILTER AND MAINTENANCE FOR ALL INDOOR UNITS. 15. ALL AIR DISTRIBUTION SUPPLY OUTLETS AND RETURN/EXHAUST INLETS SHALL HAVE VOLUME CONTROL DEVICES. Co 16. ALL 90 DEGREE TRUNK DUCT ELBOWS SHALL BE SMOOTH -ROUND OR SQUARE WITH TURNING VANES. 17. CONTRACTOR SHALL LOCATE AND COORDINATE EXACT LOCATION OF DUCTWORK WITHIN THE STRUCTURE AT SITE. w 18. ALL FAN SYSTEMS WITH OVER 2000 CFM SHALL HAVE SMOKE/DUCT DETECTORS TO SHUT -DOWN FAN UPON DETECTION. DUCT/SMOKE DETECTORS FURNISHED AND INSTALLED BY ELECTRICAL AND WIRED BY ELECTRICAL. DUCT/SMOKE DETECTORS SHALL BE LISTED BY AN APPROVED AGENCY AND FOR INSTALLATION IN AIR DUCTS PER IMC. 19. ALL DUCT PENETRATIONS THROUGH RATED ENCLOSURES SHALL BE FIRE DAMPERED AND/OR SMOKE DAMPERED AS REQUIRED. 20. ALL MECHANICAL HEATING AND VENTILATION EQUIPMENT SHALL CONFORM TO SMACNA, LOCAL AND STATE ry REGULATIONS FOR SEISMIC RESTRAINT (INCLUDING PIPING AND DUCTWORK). COORDINATE WITH STRUCTURAL. w21. ALL RECTANGULAR DUCTWORK SIZES SHOWN ARE INSIDE CLEAR DIMENSIONS. SUPPLY AND RETURN DUCTWORK FOR HVAC TO HAVE 1" SOUNDLINING FOR THE FIRST 10 FEET FROM UNIT DISCHARGE OUTLET. ALL DUCT LINING TO MEET AND EXCEED MOLD, HUMIDITY, EROSION RESISTANT, ETC. TO MEET 1MC CHAPTER 6. ALL DUCTWORK TO BE CLASS-1 AIR DUCTS. CLASS-11 DUCTS SHALL NOT BE USED, 22. PROVIDE COMPLETE REFRIGERATION PIPING, INSULATION AND CONTROLS TO ALL MECHANICAL REFRIGERANT EQUIPMENT. RECEIVED CITY OF TUKWILA MAR 0 6 2019 PERMIT CENTER 014apbow SEPARATE PERMITAND n nnn^%IA i BERONA ENGINEERS, INC. 463o Booth Street SW, Suite C Lynnwood, WA 98036 425,744.6033 p 1425.744 M2 F beron engineeta.com _j ui U) w 75 i- W W U�// LL � w t- LLJ (-) LLI � LU w Q 00 00 C-0 000 o _ D LL D C) REVISIONS NO DATE w DESCW TION ---/--/-- - - TITLE LEGEND & NOTES - MECHANICAL DESIGNED RR DRAWN TO CHECKED M 6 RR DATE 3/4/2019 CADD FILE VMLC_MO.0 LEGEND NolF n3G JOB NUMBER 2078.34 HVAC EQUIPMENT SCHEDULE MARK STATUS MANUFACTURER MODEL NOMINAL TONNAGE (TONS) TOTAL CFM MIN OSA CFM ECON CYCLE SP HP/BHP COOLING HEATING VOLT/PH SOUND PRESSURE (DBA) WEIGHT (LBS) LOCATION SERVICE NOTES TOTAL (BTUH) SENSIBLE (BTUH) SEER/EER IPLV BTU/SF HEATTYPE INPUT (BTUH) OUTPUT (BTUH) COP/HSPF/ AFUE SUPPLEMENTAL HEAT(KW) HP-2 EXISTING -REMAIN TRANE WCD120A 10 3990 550 ECON 460V/3PH HP-4 EXISTING - RELOCATED TRANE WSC120A 10 4000 ECON 2 121,000 96,800 10.1 EER HEAT PUMP 59,000 18KW (48OV/3PH) 460V/3PH 87 1000 HP-5 EXISTING - RELOCATED TRANE WSC120A 1 10 1 3950 1 1 ECON 1 1 2 121,000 96,800 10.1 EER HEAT PUMP 59,000 18KW(480V/3PH) 460V/3PH 87 1000 HP-7 EXISTING - REMAIN TRANE WSC120A 10 4000 1 ECON 1 2 121,000 96,800 10A EER HEAT PUMP 59,000 18KW (480V/3PH) 460V/3PH 87 1000 HP-8 EXISTING - RELOCATED TRANE WSC090A 7.5 3000 1 665 1ECON NOTES: 1. POWER WIRING, CONDUIT AND DISCONNECT BY ELECTRICAL CONTRACTOR. 2. SOUND RATING PER ARI 270 OR SOUND PRESSURE LEVEL AT GIVEN DISTANCE. 3. STRUCTURAL SUPPORT CALCULATION : TOTAL EQUIPMENT WEIGHT 400 LBS. OR MORE REQUIRES PROFESSIONAL STRUCTURAL ENGINEER CALCULATION AND STAMP. 4. WITH FACTORY ROOF CURB PLACED ON ARCHITECT DESIGNED LEVELING BASE. 5. WITH 100% DRY BULB ECONOMIZER. (MOTORIZED) 6. WITH R410A REFRIGERANT. 7. WITH STANDARD CONDENSER COIL WITH HAIL GUARD. 8. WITH MOTORIZED RELIEF DAMPER. 9. WITH MICROPROCESSOR CONTROLS. 10. WITH FROST STAT. 11. WITH 7 DAY PROGRAMMABLE THERMOSTAT. 12. WITH DUAL COMPRESSORS. 13. WITH OPTIONAL BELT DRIVE MOTOR. 14. WITH RETURN DUCT SMOKE DETECTOR. 15. VERIFY THROUGH THE BASE SINGLE POINT ELECTRICAL SUPPLY CONNECTION. AIR HANDLER / CONDENSING UNIT (IDU/ODU) SCHEDULE TAG SERVES MANUF. MODEL CAPACITY CFM ELECTRICAL SEER COP/ (HSPF) (COP) WEIGHT (LBS) SOUND POWER (dBA) DIMENSIONS(H"xW"xD") NOTES EVAPORATOR CONDENSOR COOL (BTUH) SENSIBLE (BTUH) DESIGN O.A. VOLTAGE PHASE MCA BREAKER INDOOR OUTDOOR INDOOR OUTDOOR IDU-1/ODU-1 39 ELECTRICAL DAIKIN FTKI8NMVJU RKI8NMVJU 18,000 14,480 700 208/230 1 18.3 20 18 3.7 27 97 53 12 x 42 x 9 32 x 36 x 13 1,2,3,4,5 IDU-2/ODU-2 27 ELECTRICAL DAIKIN FTKI8NMVJU RKI8NMVJU 18,000 14,480 700 208/230 1 18.3 20 18 3.7 27 97 53 12 x 42 x 9 32 x 36 x 13 1,2,3,4,5 NOTES: 1. POWER WIRING, CONDUITAND DISCONNECT BY E.C. 2. WALL MOUNTED UNIT, FIELD ROUTE CONDENSATE DRAIN TO APPROVED DRAIN. 3. WITH R-410A REFRIGERANT. 4. WITH 1/2" GAS, 1/4" LIQUID REFRIGERANT LINES. 5. PROVIDE WITH REMOTE THERMOSTAT. ROOFTOP UNIT (RTU) SCHEDULE EQUIPMENT NOM. CAP DESIGN MIN O.A. NET TOTAL NET SENSIBLE INPUT OUTPUT MCA MOP SOUND WEIGHT TAG MANUFACTURER MODEL (TANS) AREASERVED AIRFLOW (CFM} MOTORHP CAPACITY (MBHj CAPACITY HEATING (MBH) (MBH} VOLT/Hz/PH EER AFUE% (AMP} (AMP) POWER (LBS) NOTES (CFM) (MBH) (dB) RTU-1 TRANE YHC092 7.5 DINING 3000 1 92 68.63 NAT GAS 150 120 460/60/3 12.6 81 20 25 90 1185 1-17 RTU-2 TRANE YHC092 7.5 DINING 3000 1 92 68.63 NAT GAS 150 120 460/60/3 12.6 81 20 25 90 1185 1-17 RTU-3 TRANE YHC092 7.5 NEW CLASSROOMS 3000 1540 1 92 68.63 NAT GAS 150 120 460/60/3 12.6 81 20 j 25 90 1185 1-17 NOTES: 1. POWER WIRING, CONDUIT AND DISCONNECT BY ELECTRICAL CONTRACTOR. 2. WITH FACTORY ROOF CURB PLACED ON ARCHITECT DESIGNED LEVELING BASE. 3. WITH 100% DRY BULB ECONOMIZER. (MOTORIZED) 4. WITH R410AREFRIGERANT. 5. WITH STANDARD CONDENSER COIL WITH HAIL GUARD. 6. WITH MOTORIZED RELIEF DAMPER. 7. WITH MICROPROCESSOR CONTROLS. 8. WITH FROST STAT. 9. WITH MEDIUM GAS HEAT (STAINLESS STEEL HEAT EXCHANGER). 10. WITH 7 DAY PROGRAMMABLE THERMOSTAT. 11. WITH DUAL COMPRESSORS. 12. WITH OPTIONAL BELT DRIVE MOTOR. 13. WITH RETURN DUCT SMOKE DETECTOR. 14. VERIFY THROUGH THE BASE SINGLE POINT ELECTRICAL SUPPLY CONNECTION. 15. PROVIDE WITH MODULATING GAS VALVE. 16. PROVIDE FACTORY DESIGNED ROOF CURB ADAPTER WITH BELOW -UNIT DISCHARGE. 17. PROVIDE WITH REMOTE TEMPERATURE SENSOR. EXHAUST FAN (EF) SCHEDULE TAG MANUFACTURER MODEL SERVES CFM Sp (in W.c.) MOTOR HP MOTOR RPM VOLT/PHASE FLA (AMP) WEIGHT (LBS) NOTES EF-2 GREENHECK G-090-D RESTROOMS 400 0.5 1/15 1550 120/1 - 25 1,2 EF-3 PANASONIC FV-0511VK2 RESTROOM 80 0.5 9.6 WATTS 1113 120/1 0.2 15 1,2,3 EF-4 PANASONIC FV-0511VK2 RESTROOM 80 0.5 9.6 WATTS 1113 120/1 0.2 15 1,2,3 EF-5 1 PANASONIC I FV-0511VK2 COPY/DOC 80 0.5 1 9.6 WATTS 1 1113 120/1 0.2 1 15 1,2,3 NOTES: 1. POWER WIRING, CONDUIT AND DISCONNECT BY ELECTRICAL CONTRACTOR. 2. WITH ECM MOTOR. 3. INTERLOCK WITH RESTROOM LIGHTS TO TURN ON WHEN LIGHT 15 ON AND TURN OFF WHEN LIGHT IS OFF. DIFFUSER SCHEDULE TAG MANUFACTURER MODEL TYPE SIZE NOTES SD-1 PRICE SMCD SUPPLY AS SHOWN 2424 MODULAR CORE DIFFUSER, SURFACE MOUNT SD-2 PRICE SMCD SUPPLY AS SHOWN 12x12 MODULAR CORE DIFFUSER, SURFACE MOUNT STEEL, DOUBLE DEFLECTION 3/4" BLADE SPACING, SD-3 PRICE 520 SUPPLY AS SHOWN SURFACE MOUNT RG-1 PRICE 81 RETURN/EXHAUST AS SHOWN STEEL 1/2"x1/2"x1" GRID, EGGCRATE GRILLE, 0°CORE, SURFACE MOUNT RG-2 PRICE 635 RETURN/EXHAUST AS SHOWN ALUMINUM, DOUBLE DEFLECTION, 45% SURFACE MOUNT RECEIVED CITY OF TUI WILA MAR 0 6 2019 PERMIT CENTER OUTSIDE AIR CALCULATIONS OUTSIDE AIR REQ'D ROOM ID AREA (FT2) (AZ) OCCUP. LOAD (#P/1000 FT2) FIXTURES OCCUPANTS (# PEOPLE) CFM/FIXT CFM/P (RP) CFM/FT2 (RA) BREATHING ZONE OSA (VBZ) ZONE EFFECT. (EZ) ZONE OSA (VOZ) EXHAUST AIRFLOW AIR SYSTEM 01 CLASSROOM 550 25 0 14 10 0.12 206 0.8 258 0 HP-4 02 CLASSROOM 518 25 0 13 1 10 0.12 192 0.8 240 0 RTU-3 03 CLASSROOM 518 25 0 13 10 0.12 192 0.8 240 0 RTU-3 04 CLASSROOM 518 25 0 13 10 0.12 192 0.8 240 0 RTU-3 05 CLASSROOM 518 25 0 13 10 0.12 192 0.8 240 0 RTU-3 06 CLASSROOM 523 25 0 14 10 0.12 203 0.8 253 0 RTU-3 07 CLASSROOM 546 25 0 14 10 0.12 206 0.8 257 0 RTU-3 08 CLASSROOM 422 25 0 11 10 0.12 161 0.8 201 0 HP-8 09 CLASSROOM 305 25 0 8 10 0.12 117 0.8 146 0 HP-8 10 CLASSROOM 284 25 0 8 10 0.12 114 0.8 143 0 HP-7 11 CLASSROOM 284 25 0 8 10 0.12 114 0.8 143 0 HP-7 12 CLASSROOM 306 25 0 8 10 0.12 117 0.8 146 0 HP-7 13 CLASSROOM 711 25 0 18 10 0.12 265 0.8 332 0 HP-7 14 CLASSROOM 451 25 0 12 10 0.12 174 0.8 218 0 HP-7 15 CLASSROOM 498 25 0 13 10 0.12 190 0.8 237 0 HP-7 16 CLASSROOM 602 25 0 16 10 0.12 232 0.8 290 0 HP-5 17 CLASSROOM 508 25 0 13 10 0.12 191 0.8 239 0 HP-5 18 CLASSROOM 443 25 0 12 10 0.12 173 0.8 216 0 HP-2 19 CLASSROOM 423 25 0 11 10 0.12 161 0.8 201 0 HP-2 20 CLASSROOM 436 25 0 11 10 0.12 162 1 0.8 203 0 RTU-2 21 CLASSROOM 416 25 0 11 10 0.12 160 0.8 200 0 RTU-2 22 OFFICE 84 5 0 1 5 0.06 10 0.8 13 0 HP-4 24 COPY/DOC 130 5 0 1 5 0.06 13 0.8 16 0 HP-4 23 & 25 UNISEX 124 0 2 0 50 0.06 7 0.8 9 100 HP-4 28 NURSE 126 10 0 2 5 0.06 18 0.8 22 0 HP-8 29 OFFICE 193 5 0 1 5 0.06 17 0.8 21 1 0 HP-8 30 OFFICE 126 1 5 0 1 5 0.06 13 0.8 16 0 HP-8 31 OFFICE 128 5 0 1 5 006 13 0.8 16 0 HP-8 29 GIRLS 213 0 6 0 50 0 0 0.8 0 300 HP-5/(E)EF-2 33 & 34 BOYS 212 0 5 0 50 0.06 13 0.8 16 250 HP-5/ (E)EF-2 35 BANQUET/DINING 5995 70 0 420 7.5 0.18 4229 0.8 5286 0 RTU-1 &2/ HP-2 36 KITCHEN 1114 0 0 0 0 0.7 780 0.8 975 0 HP-5 38 PANTRY 216 0 0 0 0 0.06 13 0.8 16 0 HP-5 100 ENTRY VESTIBULE 244 10 0 3 5 0.06 1 30 0.8 37 0 HP-4 101 ENTRY 938 10 0 10 5 0.06 106 0.8 133 0 HP-4 102 CORRIDOR 652 0 0 0 0 0.06 39 0.8 49 0 HP-4 103 CORRIDOR 995 0 0 0 0 0.06 60 0.8 60 0 HP-8 105 CORRIDOR 531 0 0 0 0 0.06 32 0.8 40 0 HP-5 106 CORRIDOR 916 0 0 0 0 0.06 55 0.8 69 0 HP-8 107 CORRIDOR 440 0 0 0 0 0.06 26 0.8 33 0 HP-5 TOTAL 23157 13 694 9186 11468 650 SEPA APPR A 10 W BERONA ENGINEERS, INC. 4630 2Mt'n Street 8W, Suite C Lynmvuod, WA 98036 4eS.744.60691t 1425.7 K.6922 F -be . engineer . _A REVISIONS XD DATE By DBMPDDN TITLE IN mi I I "a T �5 �l � ar DRAWN TD CHECKED MET3/ RR DATE 3/4/2019 CADD FILE VMLC-M0.0 - LEGEND NotF nwr. JOB NUMBER 2018.34 DEMOLITION FLOOR PLAN SCALE: 1/8"=V-0" RECEIVER CITY OF TOKNVILA MAR 0 6 2019 PERMIT CENTER BERONA ENGINEERS, INC 46.10 VOtith Street S%V, Slit, C Lynnwood, WA 96036 425033 p 1 426.744.6322 f w U) w 75 w > w r U— 0 < z Q z < U-1 —j•F— UJ Lu 1-- U) c:) oc) V- I'- "Zi- 00 00 00 Oo m < D C) ry D REVISIONS NO DATE ErY DEsompnON C) C*%j TITLE U-1 U) DEMOLITION FLOOR PLAN U-1 0— DESIGNED RR (D DRAWN TD zDATE CHECKED RR 3/4/2019 0 CADD FILE VMLC—MI.G — DEMO.DVIG JOB NUMBER 2018.34 D co mi .0 4 5 6 0 8 PROVIDE NEW REMOTE TEMP - _ _ _ LOCATE NEW TSTATS SENSOR AS SHOWN ON PLANS - - (TYP FOR ALL} - - - SD-1. 8"0 - _ (E)DUCT UP TO EXH IN PANEL ON WALL _._. SD-1. 8"0 VENT ON RO F -._ 240 CFM 150 CFM- - - --I -- - _ ---- : j -- - - - - - -- - -- ` SD- 0 - - - ._ ( ) SD-1. 8 (TYP 2) _1 - SD"-1: 8 0 , 150 CFM - 250 CFM 230 CFM 230 CFM (TYP 4) �I __...._ SD-3. 10 SECH. ROOM WALK-IN WALK-IN COOLER 1sx10 3 T FREEZER iA 36x10 3ox10 ( I! i za 2a a150 CFM =ELF E)EF a eCLASSROOM f sF : RG-1 8^p °a G� 1, 8"0 .EjG 1 8' @ sF �_--• : Lj SD t, 8"0 a&_, i - oo ._..I I1d"0 7 cc'`; 225 ,CFM occ RG-1. 10"0 210 CFM ' 210 CFM dzsF : �' II 250 CFM z r 3a�sF I 275 CFM 1 RG-1. 12"0 RG-1. 10"4 - " S -i 8"0 t IOU G - -- - - s ooc .m, 3 Zz acc'x RG 1. 8"4 150 CFM 'i ( ) 545 CFM 330 CFM -- . ,- --_ _ :_--- ___ , 150 CFM PANTRY 1n � ELECT. HP Zi r - CORE sD 1. a"0 2111 U 3sF. 200 CFM 8"N n RG-1. 10"4 - t 8 14 0 " 10 0 \ . 260 CFM j i' (ON ROOF} z 7s P IN"ATTIC -- - _... SD-_1.-6."-0_ „ - # , 12"0 14 " �... 100 FM -. - -[ tON OOF) - 1 Ct � to .. - R RG-1. 10 0 SD-1. 8"0 I SD 1. 8 0 RG 1 10 0 ,-_. __C SD-1. 8"0 240 CFM SD-1. 10"0 200 CFM 360 CFM BOYS RG-1. 12"0 200 CFM 120 CFM 540 CFM 24x18 SA & 24x18 ,s= 220 CFM aJ (TYP 4) i RG-1. 10"0 RA FROM,_ UNIT 16 0 SD-1. 10"0 EG 1. 6 0-. _ (i F SD-2. 6610 i o D-t "0 - " 355 C -� RG-1. 10 0------ - -- - --- 220 CFM 100 CFM 0 CFM 250 CFM l ry SD-1. 10 0 C -20 C LASSI 35 CFM �] ._ 8x8 UP TO ( 2 EY ORR - - (TYP 6} I� 14x1 '" ....(60 CFM li!EF ON ROOF jl1,-A,`EG-1. 4"0 14 P TYP 2 ��I 8 0 �D 50 CFM I = 1! C 250 CFM SSRO CLASSROOM CDR 8 to e 6 i� -. _ TYP 2) SD-1, 10"0 SD-1 8 b ' 5D-1. 8"0 CL ET sF Ka s- x 3c j I 's"0 a s� D (t j r , Sp_ ecc _acci 200 CFM aoc ' 220 CFM 20o CFkf cc 200 CFM LJ j � 1 L� EG-1. 6 0 - - - - HP - -- - _...._. _..... -... _. _ .__ ._..: --... -_.. - ..... ._. J_._- -__._EG-1. 8 0_ _ N ,., -,._�_ ... - ...-- --._...---- -- :_:� ---- - - 00 250 CFM 1 IN A1TI IA\lj 50 CF it C 5 ROOF SD-1. 8"0 240 CFM j ' (TYP 2) 0 A C 14"0 RA UP 1 1'' ` _ ON ) FM PIRG-1. 10"0 TO ATTIC 0 18x12 !1 (� 4) r 370 CFM tOxt 16"0 t6zt4 6x14 j CLASSROO 5200 CFM I 14 0 1 i a s 3Ox18 SA & 28x18 SD-1. 8"0 120 CFM (TYP 4) SD-1. 8"0 120 CFM (TIP 4) I i SD-1, 8"0 120 CFM (T)? 4) j I I SD-2, 8"0 170 CFM (fir (T�? 5) IC I �I A BERONA ENGINEERS, INC. 4eso 2mh Street SW, Suite C Lyrtmvood, WA 98036 4?5 744.6039 p 1425.79 .6322 IF www.beron engineers<om 3 a s ez- _ -- SD-1. 8 -1 8"q SD-1. RA FROM UNIT 1 RG-1. 10"0 j - rc R 200 CFM - N ;occ` a 30x18 SA & 28x18 m \I; 200 CFM 200 CFM 16x14 SA UP �i RA FROM UNIT HP 360 CFM TO ATTIC e RG 1. 14x14 RG-L 10"0 360 GFM "ecc G 865 CFM (ON ROOF) j 8"0 10"0 - ,Cn (( 18x14 RG �1 14"0 75 CFM l �,Uj IIIV-- �11 G�.(ON ROOF) 7 SD-1. 8"0 . f GLASSROflM 200 CFM 14 0 16"0 RG- co CFM 0 1 ; _ SD-1. 10"0 (TiP 3) a 240 4 200 CFM N n/ (- j o IOU D- Q' S8CFM" j 1 SROOIA/ L 200 20sD_1. 8 0 i. e 0 CFM W W CC) TYP 3 301�18 SA & U,"jf a sT- SD-1. 10"0 - ( ) I x 28�y18 RA ���f socc' 300 CFM TEL 160ry CC) _ -- } RG-1. 10"4 FROM UNIT SD i. 8"0 z�S (TYP 4) s 280 CFM t HP i. 200 CFM DUCT IN SOFFIT (TYP IR L J ~ Q a .I SD 2. 4"0 I I - - 18"0 - 2 ON ROOF) HIGH CLGSDINING AREA)!, � %- V s �`50 CFM CD ,.__......._- (TYP 4) RG-1, 10 0 DUCT UP TO ABV HIGH ILul I \ �/� 12 Q 240 CFM ( x ( = 285 CFM CLG (TYP 2 PLACES) 20 I ! ! GI i- - _I co RG-1. 10"0 400 CFM �! i (TYP 6) i ( n/� r RG-1. 10 0: j j 30x18 SA & 28x18 Q LL SROO, SD-1. 10"0 % I 400 CFM ! _ (j SD-L 8"0 RA FROM UNIT ; -- ; I < s acc' t1 -FM "0 i:.. (TYPC4}.3flM H4 CLA ^ RObM J; (pTYPC6) i co x 6" J SD t s o DINING} j /-- - l R700 CFM : 200 CFM !I 30x18 UP ((RELOCATED , 8"0 Ii , sF ON ROOF} o sF 1 150 CFM RG-1 C2"0 }1 RTU V I G sF . (TYP 2} i a; occ . \ RG-1. 10"0 , i 18x16:: (TIP 2) UUI (ON ROOF) STAGE ' _ l a _............. _...... _.._ ....-. - _..._._ ...._._-... _ .... -._... -..._. _ .. _ .... ... 24Q..CFM ... s _ ...... _ ... __..- -. _ _. ... _...... ,:. ado GFth 8 SA & 28zta \ N RA FROM UNIT ` 20x18 ARF r RTU 1070 as - - - - N I EF 5 .0 G er r - - -- - -- - -- - - - -j � - SQ 1. 8"0 m ._ _ � 1 ISROQ 0 OF i, 1 i 0 CFM d x �I �{ ����� TUI _ - ` DD 1 2 I REVISIONS _ r 1 BDD--1 „ SD-1 8"0 n iasF :--_fUNISE I :" " LSE �� 200 CFM r L- -J(ON coc " _ ^3_.' 1 0 UP TO f ( J (TYP 3) 30x18 SA & 28x18 ROOF) ND �� BY p�Rf S 6}0 3D C j RA FROM UNIT o SD-3. 8"0 ---/--/-- - - 100 CFM 14 0 s ROOF CAP 1 SD 2: 6"0 Rig 0 j i -100 GFM ■ I I ; tt t N (OOC6)- EF cEPT10N * i' I - RG 1. 8"0 0 _ - t... SD 1 8"0 135 CFMacc - - - - - p 0 - - Lam. , 1 " \.!J 150 t6x16 ( 20x16 DUCT IN SOFFIT (TYP FOR ccc. RG-1. 10"0 - HIGH CLG DINING AREA) - SD-3. 10x8 -� --300 CFM - 225 CFM3; n MKI 0( ENTRY = I RG-1, 10"0 El 1 SF j - RG-1. 14 0 * 300 CFM 590 C »vsF 825 CFM _ _ ecc_' SD-2. 10 Q �p_t. B'� 200 C1. FM 200 CFM - k TITLE 250 GFM (TYP 2} ` " ./ -- (TYP 14) (TYP 3} 10"0 (TYP 4) (T)P 4) I `' 6"0 - , 1 i o - BULt F: - SD- - - - - - - HVAC FLOOR -' 2. 6"0 - - - 75 CFM - i l PLAN IN g 1 c ?i D ' NVAC FLOOR PLAN SCALE: 1 /8"=1'-0" E UNIT PANEL - STEEL BASE 2x5 TUBULAR 11N1stafflemum 14 GAUGE STEEL ANGLE OR BENT PLATE (GALV.) NEOPRENE WASHER PLYWOOD SHEET METAL FLASHING AND COUNTER FLASHING. CANT STRIP CONTINUOUS ROOFING ROOF DECK STRUCTURAL MEMBER SEE STRUCTURAL DWG FOR EXACT TYPE OF CONNECTION TO STRUCTURAL MEMBER ROOF TOP UNIT NEOPRENE GASKET SECURE UNIT TO CURB AND UNIT STEEL BASE WITH (10) #10 SELF TAPPING SCREWS OR (10) 1/4" BOLTS PRE SIDE. z 2x4 NAILING STRIP ROOF CURB (LEVEL TOP OF CURB, VARY CURB HEIGHT TO COMPENSATE FOR ROOF SLOPE) RIGID INSULATION 4" ACOUSTICAL DUCT LINER INSULATION PREFABRICATED ROOF CURB DETAIL 1 SCALE: NTS COORDINATE WITH STRUCTURAL DRAWINGS FOR CURB SUPPORT NOTE: REGULATOR SHALL BE FURNISHED AND INSTALLED OUTSIDE CABINET BY CONTRACTOR. ROOFTOP WARNING: DO NOT INSTALL DOUBLE REGULATORS. EQUIPMENT LUBRICATED PLUG COCK ��GAS'ECKET SUPPORT TYP. FLEX CONNECTION RTU GAS CONNECTION DETAIL 4 SCALE: NTS FLEX SUPPLY DUCT STRAP HANGER ROUND NECK ADAPTOR ER OPPOSED BLADE DAMPER (WHEN INDICATED ON PLAN) PLENUM WITH TURNING VANES FLEX SUPPLY DUCT HANGER CEILING OPPOSED BLADE DAMPER (WHEN INDICATED ON PLAN) ALTERNATIVE —WHEN SPACE IS LIMITED CEILING DIFFUSER TAKE —OFF 2 NOTES : 1. PROVIDE NECESSARY TRANSITION FROM THE UNIT DISCHARGE AND RETURN OPENINGS TO THE DUCT WORK SHOWN ON THE PLAN. 2. ROOF CURBS SHALL BE LEVEL AT TOP, VARY IN HEIGHT TO COMPENSATE FOR ROOF PITCH OR SLOPE. R,A, DUCT W/ 1' ROOFTOP THICK LINER THRU UNIT S.A. DUCT W/ 1' THICK LINER FIRST BEND THRU FIRST BEND ROOF CURB — \ r ROOF RETURN -A -'- RADIUS ELBOW R/W=1,5 (MINJ FLEXIBLE CONNECTIDN SUPPLY MITERED ELBOW W/TURNING VANES OR RADIUS ELBOW R/W=1.5 (MINJ DUCT SMOKE DETECTOR IN R,A, DUCT 02000 CFM UNITS) RTU MOUNTING DETAIL 5 SCALE: NTS BOLT EXHAUST FAN DOV CURB THRU ROOF CONSTRUC110 3 EXHAUST FAN DETAIL nHv.. r„iv TURN ROOFING AND DUCT OVER ,URB CANT STRIP ROOFING 7T DAMPER RECEIVED CITY OF TUKWILA MAR 06 2019 PERMIT CENTER SEPARATE PERMIT AND APPROVAL BERONA ENGINEERS, INC. 4630 200t6 Street SW, Snite C Lyn--d, WA 98036 h25.74 M53 p 1 126.7M,6322 f —b.r.n engineers.... uj 1 i .( t ui •• s• •• •• •• • ry REVISIONS NO DATE BY DESCMMON TITLE DETAILS DESIGNED RR DRAWN TO CHECKED me?/ RR DATE 3/4/2019 CADD FILE VMLC—M3.0 — DETAILS.DWG JOB NUMBER 2018,34 ° alp ES: :XISTING PULL BOX AND EXTEND THE CONDUIT FOR 'ANEL LB AND THE MAIN FEEDER ALL THE WAY TO R SOURCE. EXTEND THE BRANCH CIRCUITS FOR THE PANEL HB AND THE LIGHTING CIRCUITS TO PANEL )E PULL BOX AS SHOWN. 'ANELS PB, PE AND PD AND THE MAIN FEEDER NAY TO THE POWER SOURCE. EXTEND THE BRANCH TO PANEL PA. PROVIDE PULL BOX AS SHOWN. LES IN THIS ROOM SHALL REMAIN IN PLACE. PULL - RUN TO PANEL PA. LES ALONG THIS WALL SHALL REMAIN IN PLACE. ' HOME RUN TO PANEL PA. XISTING TRANSFORMER AND FEEDER ALL THE HE POWER SOURCE. :XISTING PANEL LA AND AND PC. MAIN FEEDER 1. N J-BOXES, DISCONNECTS, ETC... IN SHALL BE WATERTIGHT TYPE.) DESCRIPTION: REMARKS: STACK CONVECTION NATURAL LASS 4 PRESSURE NATURAL GASS :R JAL STOCK NATURAL LASS kNGE CHAMBER NATURAL CASS NATURAL CASS -IN-FREEZER ELECTRIC CHINE ELECTRIC iOLDER ELECTRIC SHER ELECTRIC JIENT DROP CORD NEMA L5-20R, DROP CORD SINGLE OUTLET +78" A.F.F. ?U VVEI- ?LAN SCALE: 1/8" = 1'-O" NUN vAN r 44351 f- w In I- co C"J W O 0' CQ CO C, a Z E -Ic.0 m^ 0 0 J O C.0 4"4 0 C11 co rn 0 N � Fia�z 0 Q M i� El fZ. 0 0 GAO O W \ 0 Z U Q w> 3 a> N d 1\j W K Z Ill S 0 2 0 ,- a. ILI 0� P4 e Fr=� P4 C 1 W co W co m E E- go cs7 r� h-)-4 DRAWING CONTENTS: ELECTRICAL POWER PLAN DRAWING NO.: E LIGHTING PLAN SCALE: 1/8" = f-0" LOA % PROGRAMMABLE LIGHTING CONTROL PANEL CX082SO82NM OR EQUAL FOR THE WALL PACKS ,ING LOT LIGHTS. % OCCUPANCY SENSOR WITH MANUAL OVERRIDE )R THE RESTROOM LIGHTS. SIMMER SWITCH FOR LOCATIONS INDICATED WITH :R "D" VAN p 49351 l o3�ayf/`f E- w � cr) d{ Z w O a C\2 I Iu ej d z 00 E-+ � CO U1 CO U _j w D (m ,;3 O o Q1 OrrCQ co rn EU2�Gj \ Z \ o O W corm CO Ey P. 0 O w m O Z w W> 3 x N Q N W w Z J 0 2 0 x 0 d W E-H W E � � o � tW coE w co t-+1 E--4 w �a 0 DRAWING CONTENTS: ELECTRICAL LIGHTING PLAN DRAWING NO.: E31 F�`� ol ,w k�- BUILDING STRUCTURE WIRE SUPPORT HOLD DOWN CLAMPS I CONDUIT SUPPORT BAR 18" MIN. CLIP COVER PLATE—�' WIRE GRIP KELLEMS GRIPULATOR SERIES SRP-073-03 SIZE PER CORD DIAMETER. DROP CORD !' SINGLE TWISTLOCK/RECEPTACLE (ERICSON) eD DUPLEX RECETACLE ERICSON 6000 SERIES NOTE: ALL OUTLETS SHALL BE OF NON —BREAKABLE DUPONT ZYTEL NYLON. MANUFACTURER BY ERICSON OR EQUAL. KITCHEN DROP CORD OUTLET NO SCALE LIGHTING FIXTURE SCHEDULE TYPE MANUFACTURER NUMBER LAMPS MOUNT WATT REMARKS 0 LITHOLIGHTNIA 2BLT4 48L ADSM GZ1 LP840 LED GRID 48 Al LIGHOINIG 2BLT4 48L ADSM GZ1 LP840 LED GRID 48 BACKUP BATTERY PACK LITHONIA 2BLT2 48L ADSM GZ1 LP840 LED GRID 32 ® LIGHTING B1 IA 2BLT2 48L ADSM GZ1 LP840 LED GRID 32 BACKUP BATTERY PACK LIGHO 0 FINELITE C FL HP4 DIRECT TS LED SUSPENDED 37 ELECT RM, MECH RIM AND PANTRY, D LITHONIA 2BLT2 48L ADSM GZ1 LP840 LED WALL 26 RESTROOM VANITY BETA MICRO RING II LED SUSPENDED 108 ENTRY VESTIBULE V (F� ACUITY IC22LED G4 14LM 40K 90CRI MVOLT EZ10 LED RECESSED 16 CAN LIGHTS JUNO OLITHONIA DSXW2 LED 20C 700 40K T31M MVOLT LED WALL 47 WALL PACKS LIGHTING Up LITHONIA DSX2 LED P1 40K T31M MVOLT LED POLE 140 SITE LIGHT (SINGLE) LIGHTING P1 LITHONIA DSX2 LED P1 40K T3M MVOLT LED POLE 140 SITE LIGHT (BACK TO BACK) LIGHTING LITHONIA DSX2 LED P1 40K T3M MVOLT LED POLE 140 SITE LIGHT (3V DISTRIBUTION) LIGHTING LITHONIA DSX2 LED P1 40K T51M MVOLT LED POLE 140 SITE LIGHT (5V DISTRIBUTION) LIGHTING 0 LITHONIA LQMS3G 120/277 ELN LED UNIVERSAL 5 EXIT SHALL BE WHITE WITH GREEN LETTERS LIGHTING W/SELF POWERED BATTERY PACK MOUNT ABOVE DOOR. RECEIVED CITY OF TUK%VILA MAR 0 6 2019 PERMIT CENTER SEp"pTE 41T ANC 'VAN T �4 -0� 49381 o;/oy/i9 w w ~ � CID of w o °- C\2 to a (D coco E� .-4 co U)co o J w m �-1 0) 11 m 0�p co � rn N EU]�W .1 z O co CD El {� O 0 w 00 0 U w Q Z V) I- O S <L I- 2 N iw- N w 0 d Z w U- P4 cc P4 co E-i F- co a--� ul Ems-+ W =44 r , P-I-i DRAWING CONTENTS: ELECTRICAL DETAILS DRAWING NO.: E4 PANEL -PA 208 1120 VOLTS, THREE PHASE, 4 WIRE BUS: 225A MAIN BKR: 160A 14,00 A.IC. MIN. MOUNTING: FLUSH CKT. NO. DESCRIPTION CONNECTED KVA TRIP AMPS/ POLES CKT' NO. DESCRIPTION CONNECTED KVA TRIP AMPS/ POLES A B C A B C I CLASSROOM #1 AND #2 RECPT 1.08 20A11P 2 ICLASSROOM #10, #11 AND #13 RECPT. 1.08 , 20A/lP 3 CLASSROOM #1 AND #2 RECPT 1.08 20A/1P 4 ICLASSROOM #10, #11 AND#13 RECPT. 1.08 20A/lP 6 CLASSROOM #3 AND #4 RECPT 1.08 20A/lP 6 ICLASSROOM #14 AND #15 RECPT. 20AI1P 7 CLASSROOM #3 AND #4 RECPT 1.08 OM #14 AND #15 RECPT. 1.08 1 11 11 , 20AI1P 29 ICOPIER 0.36 1 20AI1P 30 1 EXISTING RECPT. 1.08 20AI1P I 31 COPIER 0,36 20AMP 32 JEXISTING RECPT. 1.08 20A/lP 33 SPARE 20A/1 P 34 EXISTING RECPT. 1.08 20AI1P 35 SPARE 20AI1P 36 EXISTING RECPT. 1.08 20A/lP 37 MAIN BATHROOM GFI RECPT. 0.72 20A/lP 31 SPARE 20Afl P 39 UNISEX BATHROOM GFI RECPT. 0.36 20AMP S ARE 20A/lP 41 SPARE 0.20 20AMP 20A/lP SECTION 2 of 2 43 SPARE 20A/1 P 44 ODU-2 1.90 20Al2P 45 E>HAUST FAN 2 0.01 20A/lP 46 t90 47 HAND DRYER 1.00 20AMP 48 SPARE 20A/lP 49 HAND DRYER 0.50 20A/lP 50 SPARE 77777 20AI1P 51 HAND DRYER 1.00 20All P 62 SPARE 20A/1P 53 EXHAUST FAN 3,4 AND 5 77777 -777-oO3 2OA/1 P 64 SERVER ROOM 0.20 20A/ I P 55 SPARE 77777777 omp 66 SERVER ROOM 0.20 20A/1P 57 SPARE �,'Y3�I,,�,`,,',, Z AMP 58 SERVER ROOM 77777 0.2 20A/lP 75 ISPARE 20A/lP 1 76 ISPARE 1. l , , I " 1, �� , 1, 20A/lP I 77 SPARE 20AIlP 78 S STAGE RECPT, 0.36 20AI1P L9 i� 8 PARE 1 2AIIE 320,1 80 ISTAGE RECPT. 0.36 A11P 2O_ 11 IRE ALARM PANEL 0.18 P 12 STAGE RECPT. 0.36 20A/lP 83 ISPARE 20All P 82 ISPARE 77777777 20A/lP PHASE SUBTOTALS (KVA): 6.41 5.5 4.81 8.4 T3 7,2 PHASE TOTALS (KVA): 14.8 12.8 12.1 TOTAL(KI(KVA):39.7 KVA 1 T0TAAMPERES: 110;A PANEL -HA 480 /277 VOLTS, THREE PHASE, 4 WIRE BUS: 226A MAIN BKR: M.L.O. 22,000 A.IC. MIN. MOUNTING: FLUSH CONNECTED TRIP CONNECTED TRIP CKT, DESCRIPTION KVA AMPS/ CKT DESCRIPTION KVA AMPS/ NO. A I B C POLES NO, A I B C POLES 1 1 5.55 1 2 1 1 16.80 PHASE SUBTOTALS PHASE TOTALS (KV, TOTAL (KVA): TOTAL AMPERES: PANEL -LA 480 /277 VOLTS, THREE PHASE, 4 WIRE [BUS: 225A MAIN BKR: M.L.O. 22,000 A.IC. MIN. MOUNTING: FLUSH CONNECTED TRIP CONNECTED TRIP CKT. DESCRIPTION KVA AMPS/ CKT. DESCRIPTION KVA AMPS/ NO. I I A I B I C POLES I NO. I A I B I C I POLES PANEL-PB 208 /120 VOLTS, THREE PHASE, 4 WIRE BUS: 400A MAIN BKR: 300A 14,000 A.IC. MIN. MOUNTING: FLUSH CKT. NO. DESCRIPTION CONNECTED KVA TRIP M S/ AMPSI POLES P CKT! NO. DESCRIPTION CONNECTED i KVA TRIP AMPSI POLES A B A I B C 1 3 COOLER 2.52 2.52 1 30A/3P 2 4 FREEZER 2.52 Id 47 ISPARE 20A/lP 48 ISPARE 20AMP 49 SPARE '4 20AI1P 50 SPARE 20AIlP 61 SPARE 20AMP 52 SPARE 20Al1p 53 SPARE 20AI1P 64 SPARE S, 20AII P 55 SPARE OAMP 56 RECPTACLE 0.18 777 7 -20A/IP 57 SPARE 20AI1P 68 RECPTACLE 0.18 20All P 69 SPARE 77777777 20A/lP 60 SPARE 20A/lP 61 SPARE : 20A/lP 62 SPARE MAMP "',_1 Luu UZ IZ5VAKt 20A/lP 83 20A/lP 84 ISPARE 20AMP PHASE SUSTOTALS (KVA): 6.9J 7.41 5.41 PHASE TOTALS (KVA): I 12.21 TOTAL (KVA): 40.3 KVA TOTAL AMPERES: 112IA PANEL-HB 4801277 VOLTS, THREE PHASE, 4 WIRE BUS: 400A MAIN BKR: M.L.O. 22,000 A.IC. MIN. MOUNTING: FLUSH I CKT. NO. DESCRIPTION CONNECTED KVA TRIP AMPS/ POLES CKT. DESCRIPTION -CONNECTED KVA TRIP AMPS/ 1 . POLES - A B C B C 555 2 5.55 3 RTU-1 5.55 25A13P 4 RTU -2 5.6 25A/3P 5 6 5.55 7 16.30 18.30 9 HP 2 16.30 8OA/3P 10 HP 5 --76.30 --j-- OA13P 16.30 12 16.30 13 14 15 16 17 18 19 1.00 20 21 EF-X 1.00 15A13P 22 23. 100 24 26 1.00 26 27 MAKE-UP AIR 1.00 15A/3P 28 29 j 1.00 30 31 1.00 777777 32 33 E F-Y 1.00 15A/3P 34 777777 36 1.00 36 37 too 38 25.0 0 39 MAKE-UP AIR 1-00 15A/3P 40 JTRANSFORMERTPB 25.00 41 1.00 42 25.00 PHASE SUBTOTALS (KVA): 1 25.91 25.91 25.91 46.91 46.5 46.9 PHASE TOTALS (KVA): 72.71 717 72.7 TOTAL (KVA): 218.1;KVA TOTAL AMPERES: 262iA 37 32 40 JTRANSFOMERTPA 15.00 41 42 15.00 7013P PHASE SUBTOTALS (KVA): 1 8.51 4.01 4.01 .1 16.01 15.11 RECEIVED PHASE TOTALS (KVA): 1 24.61 20.01 19.31 TOTAL (KVA): 63.9 1 KVA CITY OF TUKNVILA TOTAL AMPERES: 77'A MAR 06 2019 btllkm PERMIT C SF fflNTER PE��11T ANC via 49351 w V) ce) z 0 C\2 I co Q) F- C9 (I Z w Coco E- q co CCD C) V) w �o �3 0 0 m o C\2 cc) 0) E- Is N, v) Do CD E�D � 0. C) ol Ld 00 0 z U < z 65 I-_ w > (E > c"I LJ < t1 Ld x o z w T a IL LL cn E- E- E- Co 'o E-4 DRAWING CONTENTS: ELECTRICAL PANELS DRAWING NO.: E5 ELECTRICAL SITE PLAN gam, SCALE:1"=40'-0" { � 25'-0" .IGHT POLE GROUND LUG TO POLE PROVIDE INLINE FUSES IN HANDHOLE OF EACH POLE #12 AWG GROUND WIRE FROM INLINE FUSES TO FIXTURES HAND HOLE/COVER ROUT INSULATED GROUNDING BUSHING N. dihl 2'-6 CONCRETE FOUNDATION GALVANIZED STEEL ANCHOR BOLTS, 1 N24N4" (TYP 4) 2'-0" DIA. NOTE: PROVIDE CONCRETE J—BOX AS REQUIRED. THIS DETAIL IS FOR ELECTRICAL CONDUITS ROUTING ONLY. SEE STRUCTURAL DRAWINGS FOR CONSTRUCTION DETAIL. POLE BASE DETAIL NO scmz RECF-WED CITY OF TUKWILA MAR 0 6 2019 PERMIT CENTER VAN .� 93,43 p /- w w a CQ w o a a co wi z E�cCD o o m 000 :p`�� 05 v � N e-I E Do � z o Q M a� _ o w co '�iWE(. O O w W OD \ O Z U Q z 3 tl N III 7 Z os o= o a LL F+1 w C!i Oa H � w r CC `4 E W Myi DRAWING CONTENTS: ELECTRICAL SITE PLAN DRAWING NO.: SE1 NyrQU11�ED