Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D19-0106 - SHASTA BEVERAGES - CONTROL ROOM
SHASTA BEVERAGES, INC QC LAB 1227 ANDOVER PARK E FINALED 09/29/2020 D19-0106 Parcel No: Address: �~^�«x °~� �~�/��°"^U *~��� ��n Tukwila Department ofCommunity Development 63UOSouthcenterBoulevard, Suhe#1OO Tukwila, Washington 9Q1WO Phon*:206'4]1'3670 Inspection Request Line; 206'438'9350 Web site: http://www.TukwilaWA.gov 3523049072 1Z27AND0VERPARK E DEVELOPMENT PERMIT Project Name: SHASTA BEVERAGES, INC - QC LAB Permit Number: D18'0100 Issue Date: 9/13/2819 Permit Expires On: 3/11/2020-- Owner: NATIONAL BEVERAGE CORP Address 8100GVV10THSTSTE4000, PLANTATION, WA, 33324 Contact Person: Name: DAV|DKEHLE Address: l916BONA]RDRSW, SEATTUE,WA, 98116 Contractor: Address: Phone: (206)433-9997 OWNER AFFIDAVIT- N|[HOLAS Phone: HEATON ''' License No: Expiration Date: Lender: ''' DESCRIPTION DFWORK: CONSTRUCT A SINGLE STORY CONTROL ROOM FOR QUALITY CONTROL INSPECTIONS OF PRODUCTS WITH A STORAGE PLATFORM ABOVE. Project Valuation: $70,514.74 Type nfFire Protection: Sprinklers: YES Fire Alarm: YES Type ofConstruction: U|8 Electrical Service Provided by: TUKWILA Fees Collected: $3,721.70 Occupancy per IBC: S-1 Water District: TUKVV|LA Sewer District: TUKVV|LA Current Codes adopted bythe City ofTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 20152015 2015 National Electrical Code: VVACities Electrical Code: VVA[296'4613: Code: ublic Works Activities: [hanne|izaton/SthpinA: CurbCut/Access/Sidewa/k: Fire Loop Hydrant: Flood Control Zone: Hau|inQ/OvenizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: O Fill: O Number O No Permit Center Authorized Signature: Date: le2-6o I—y�� 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 pern-it does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating con ), ruction or the performance of work. | am authorized to sign and obtain this development conditions -attached tothis permit. �/\ /��/>c� Signature: Date: / `~/ °�u� / ' 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 orabandoned for aperiod ofl88days from the last inspection. PERMIT CONDITIONS: 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated atone extinguisher for each l,5OOsq.ft. ofarea. The extinguisheds)should beofthe "All Purpose" (3A,4Q8:C)dry chemical type. Travel distance toany fire extinguisher must be7S'n,less, (|F[ 906.3) (NFPA1O,5�4) 1: 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 agross weight not exceeding 4O 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 isnot more than 3.5feet (l067mm)above the floor. The clearance between the floor and the bottom ofthe installed hand-held extinguishers shall not beless than 4inches (l0Zmm). (|F[9O67and |F[ 906.9) 2: 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. (|F[906.S) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag orlabel 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 beempdedand subjected tothe applicable recharge procedures. If the required monthly and yearly inspections ofthe 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) 5: Maintain fire extinguisher coverage throughout. 6: 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) 7: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: 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) 10: 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) 11: 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) 12: 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) 13: 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) 17: 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) 15: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 14: 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). 18: 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. 20: 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) 19: 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) 21: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 22: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 23: 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. 16: Contact The Tukwila Fire Prevention Bureau towitness all required inspections and tests. (City Ordinances #Z436and #24]7) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval nfsuch condition orviolation. 25: These plans were reviewed byinspector S11. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(2O6)S7S44O7. 26: 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. 27: 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. 28: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done byaWashington Association ofBuilding Official Certified welder. JQ: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 30: 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 tothe Building Official in otimely manner. 31: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval. 32: Readily accessible access toroof mounted equipment isrequired. 33: 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. 34: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed inconcealed spaces inbuildings ufType III, IV, urVconstruction, the flame spread and smoke - developed |imi<ationsdnnotapp|ytofacinXp,thutareinstaUedbehindandinsubxtanha|contaoLw|ththe unexposed surface of the ceiling, wall orfloor finish. 35: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 36: Notify the City ofTukwila Building Division prior toplacing any concrete. This procedure isinaddition to any requirements for special inspection. 37: Masonry construction shall bespecial inspected. 38: 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 inthe State ofWashington. Periodic special inspection isrequired during anchorage ofstorage racks 8feet orgreater inheight. 39: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 40: 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. 41: Water heaters shall be anchored or strapped to resist horizontal displacement due toearthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 42: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City nfTukwila Building Department (206-431'367O). 43: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 44: VALIDITY OFPERMIT: The issuance orgranting nfapermit shall not beconstrued to. beapermit for, cvan approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based mnconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2&6)438'93S0 1700 BU|LD|NGF|NAL~* 1700 BU|LD|NGF|NAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 1400 FIRE FINAL 0409 FRAMING 0502 LATH/GYPSUM BOARD 0613 L|GHT|NGEOU|P/[ONT 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0401 ROOF SHEATHING 0601 WALL INSULATION 0413 vVALLSHEATH|NG/SH[AR �~^�xx "�� Tukwila "_U~n v�x v ��nxm��oa Department of Community Development 63OUSouthcenterBoulevard, Suite #1nO Tukwila, Washington 9O1U8 �^ p�n""'�na'u��'3s7o ''----- ---- Inspection Request Line: ZQ6'438'935O Web site; http://www,TukwilaWA,gov Parcel No: Address: 3523049072 DEVELOPMENT PERMIT Project Name: SHASTA BEVERAGES, INC - QC LAB Permit Number: O19'0I06 Issue Date: 9/13/2019 Permit Expires On: 3/11/2020 Contact Person: Address: Contractor: Name: License No: Lender: Name: NATIONAL BEVERAGE CORP 8100SVV10TMSTSTE4000' PLANTATION, WA, 33324 DAV|DKEHLE l9I6UON4|RDRSW, 5[ATTLE,WA, 98116 OWNER AFFIDAVIT N|CHOLAS HEATON ''' Phone: (I06)433-8997 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCT A SINGLE STORY CONTROL ROOM FOR QUALITY CONTROL INSPECTIONS OF PRODUCTS WITH A STORAGE PLATFORM ABOVE. Project Valuation: S70,514�74 Type wfFire Protection: Sprinklers: YES Fire Alarm: YES Type ofConstruction: U|8 Electrical Service Provided by: TUKW|LA Fees Collected: $3,649.60 Occupancy per IBC: S'l Water, District: TUKVV|LA 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 20152015 2015 2015 National Electrical Code: VVACities Electrical Code: VVA[Z96'4G8: Energy Code: ublic Works Activities; Chan ne|ization/Striping: Curb[ut/Acceo/3idewa|k: Fire Loop Hydrant: Flood Control Zone: HauUng/Ovpo|zeLnod: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signa Volumes: Cut: O Fill: O Number O I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein ornot. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance n/work. /amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: LA������ 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: 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated atone extinguisher for each 1,S0Osq. ft. nfarea. The auinguisher(s)should beofthe "All Purpose" (JA,4O8:Qdry chemical type. Travel distance toany fire extinguisher must be75'urless. (|F[ 906.3) (NFPA10,54) z: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or bracketssvppUed. Hangers orbrackets shall besecurely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exzeedinO40 pounds (18kQ) shall be installed snthat its top is not more than S feet (15]4 mm) above the floor. Hand- held portable Mm extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top isnot more than 3.5feet (1O67mm)above the Moor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (|F[906.7 and <FC 906'9) 2: Extinguishers shall be |oogpd in conspicuous locations where they will be readily accessible and immediately available for use, These locations shall be along nnnno| paths of travel, unless the Oe code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (|FC906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have atag orlabel 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 beemptied and subjected tothe applicable recharge procedures, |fthe required monthly and yearly inspections ofthe 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) 5: Maintain fire extinguisher coverage throughout. 6: 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) 7: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: 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) 10: 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) 11: 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) 12: 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) 13: 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) 17: 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) 15: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 14: 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). 18: 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. 20: 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) 19: 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) 21: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 22: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 23: 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. 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z4]6and #2437) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 25: These plans were reviewed byInspector 5l1. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(ZO6)57S-44D7. 26: 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. 27: 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. 28: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done byaWashington Association ofBuilding Official Certified welder. 29: The special inspection ofbolts tobeinstalled inconcrete prior toand during placement ofconcrete. 30: 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 atimely manner. 31: Afinal report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tnthe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition uffinal inspection approval. 32: Readily accessible access to roof mounted equipment is required. 33: Truss shop drawings shall beprovided with the shipment uftrusses delivered tnthe 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. 34: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed inconcealed spaces inbuildings ofType U|'IV, orVconstruction, the flame spread and smoke - developed ||nnitadonsdonctapp|ytofacings,thvtaminstaUedbehindandinsvbstant|a|contactwiththe unexposed surface cfthe ceiling, wall orfloor finish, 35: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 36: Notify the City ofTukwila Building Division prior toplacing any concrete. This procedure is in addition to any requirements for special inspection. 37: Masonry construction shall bespecial inspected. 38: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8'feetinheight shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage orbracing shall beprepared byaregistered professional engineer licensed in the State of Washington, Periodic special inspection is required during anchorage ofstorage racks 8feet orgreater inheight. 39: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 40: 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. 41: Water heaters shall heanchored nrstrapped tnresist horizontal displacement due toearthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. Aminimum distance of4'inches shall bemaintained above the controls with the strapping. 42: All plumbing and gas piping work shall beinspected and approved under aseparate permit issued bythe City ofTukwila Building Department (Z06'431'367O). 43: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila 44: VALIDITY OFPERMIT: The issuance orgranting ofapermit shall not boconstrued tobeapermit for, uran approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid, The issuance ofapermit based on construction documents and other data shall not prevent the Building Official hnmrequihngthpcorrectiuncdermrsin the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (%O6)4]8'93SV 1700 8U|LD|mGF|NAL~* 1700 BU|iD|NGF|NAL~* 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 1400 FIRE FINAL 0409 FRAMING 0502 LATH/GYPSUM BOARD 0613 L|GMT|NGEOU|P/[ONT I800 MECHANICAL FINAL 0608 PIPE INSULATION 0401 ROOF SHEATHING 0601 WALL INSULATION 0413 vvALLSMEATH|NG/SMEAR Ado CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tulcwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: 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: 1227 Andover Park East Tenant Name: Shasta Beverage, Inc King Co Assessor's Tax No.: 352304-9072 Suite Number: Floor: PROPERTY OWNER Name: Shasta Beverage Inc Address: 1227 Andover Park East City: Tukwila State: WA ziP: 98188 CONTACT PERSON — person receiving all project communication Name: David Kehle Address: 1916 Bonair Dr SW City: Seattle State: WA Zip: 98116 Phone: 206-433-8997 Fax: Email: dkehle@dkehlearch.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: New Tenant: 0 Yes ..No ARCHITECT OF RECORD Company Name: David Kehle, Architect Architect Name: David Kehle Address: 1916 Bonair Dr SW City: Seattle, state: WA Zip: 98116 Phone: 206-433-8997 Fax: Email: dkehle@dkehlearch.com ENGINEER OF RECORD Company Name: Plump Group Engineer Name: Richard Plump Address: 914 Katella Ave. City: AnaheimState: CA Zip: 92805 Phone: (714) 385_1835 Fax: Email: LENDER/BOND ISSUED (required o projects ,000 or greater per RCW 19.27.095) Name: Shasta Beverage, Inc Address: City:State: Zip: HAApplicationsWorrns-Applications On Linek2011 ApplicatiorsTennit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206431-3670 Valuation of Project (contractor's bid price): $ 33,160 Describe the scope of work (please provide detailed information): Construct a single story control room for quality control inspections of products with a storage platform above Existing Building Valuation: $ 1.3 Million Will there be new rack storage? 0 Yes ill.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing interior RemodelStructure Addition to Existing New Type of Construction per IBC Type of Occupancy per IBC " IF1oor 107649 829 0 0 III-B B end Floor 3,317 0 0 829 III-B SI 3 Floor Floo 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): 193170 Floor area of principal dwelling: 0 Floor area of accessory dwelling: 0 *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: 49 Compact: 2 Handicap: Will there be a change in use? 0 Yes CB No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ..... Automatic Fire Alarm 0 None 0 Other .:(specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes [11 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. 5EPTIC 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:1Applica1ionsWonns-Applications On Line12011 Applications1Pertnit Application Revised - 8-9-11.doct( Revised: August 2011 bh Page 2 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 OW D AGENT: Date: 04/03/2019 Signature: Print Name: David Kehle Mailing Address: 1916 Bonair Dr SW Day Telephone: 206-433-8997 Seattle WA 98116 City State Zip HAApplicationsWorms-Applications On Line1201 1 ApplicationsWennit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 4 of 4 riz ft I I- Y61',.4 eS11.A1' r-it?,,,,(11172 pir 5)5` ) PermitTRAK DSCRIPTI°N Address: 1227 ANDOVER PARK E ACCOUNT APN: 3523049072 QTY PAID DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.08 $70.00 70 00 Date Paid: Wednesday, September 23, 2020 Paid By: WEB Cashier: crw Pay Method: CREDIT 380627333 Printed: Wednesday, September 23, 2020 11:12 AM 1 of 1 SUPERION Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 144.20 D19-0100 Address: 1227 ANDOVER PARK E Apn: 3523049072 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.90 .00.00 0.00 2.10 DEVELOPMENT 70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $70.00 D19-0106 Address: 1227 ANDOVER PARK E Apn: 3523049072 $72.10 C edit Card Fee Credit Card Fee 1—I000.369.908.00.00 2.10 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $70.00 TOTAL FEES PAID BY RECEIPT: R18946 $144.20 Date Paid: Wednesday, October 30, 2019 Paid By: WILLIAM N JOHNSON Pay Method: CREDIT CARD 09553P Printed: Wednesday, October 30, 2019 10:24 AM 1 of 1 SYSTEMS COTUKWILA FTRAKIT 6200 6OUTH[ENTER 8LVD TUKWILA, WA 98188 206-4]]-1870 CITY OF TUnWILA 0017340000802374464500 Date: 10/30/2019 MASTERCARD [xno NUMBER: TRAN AMOUNT: APPROVAL [D: RECORD #: CLERK ID: 10:I3:17 AM CREDIT CARD SALE **********7168 K $144.20 opsBP 000 frankie {CARDHOLDER'S SIGNATURE) I AGREE TO PAY THE ABOVE TOTAL AMOUNT A[O]nozmG TO THE [Ann ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 1,229.93 D19-0106 Address: 1227 ANDOVER PARK E Apr: 3523049072 1,229.93 DEVELOPMENT PERMIT FEE $1,229.93 R000.322,100.00.00 0.00 $1,229.93 TOTAL FEES PAID BY RECEIPT: R17603 $1,229.93 Date Paid: Wednesday, May 08, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 598077 Printed: Wednesday, May 08, 2019 11:43 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,329.57 D19-0106 Address: 1227 ANDOVER PARK E Apn: 3523049072 $823.43 Credit Card Fee $23.98 Credit Card Fee R000.369.908.00.00 0.00 $23.98 DEVELOPMENT $799.45 PLAN CHECK FEE R000. 45.830.00.00 0.00 $799.45 EL19-0287 Address: 1227 ANDOVER PARK E Apn: 3523049072 $277.50 Credit Card Fee $8.08 Credit Card Fee R000.369.908.00.00 0.00 $8.08 ELECTRICAL $269.42 PLAN CHECK FEE R000.345.832.00.00 0.00 $269.42 M19-0057 Address: 1227 ANDOVER PARK E Apn: 3523049072 144.69 Credit Card Fee $4.21. Credit Card Fee R000.369.908.00.00 0.00 $4.21 MECHANICAL $140.48 PLAN CHECK FEE R000.322.102.00.00 0.00 $140.48 PG19-0052 Address: 1227 ANDOVER PARK E Apn 3523049072 $83.95 Credit Card Fee $2.45 Credit Card Fee R000.369.908.00.00 0.00 $2.45 GAS $25.75 PLAN CHECK FEE R000.322.103.00.00 0.00 $25.75 PLUMBING $55.75 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R17324 R000.322.103.00.00 0.00 $55.75 $1,329.57 Date Paid: Wednesday, April 03, 2019 Paid By: NICHOLAS HEATON Pay Method: CREDIT CARD 003231 Printed: Wednesday, April 03, 2019 2:38 PM 1 of 1 110 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT I QUANTITY PAID PermitTRAK $19,038,05 D19-0094 Address: 1227 ANDOVER PARK E Apn: 3523049072 $346.97 DEVELOPMENT $334,37 PERMIT FEE 8000.322.100.00.00 0.00 $252.03 WASHINGTON STATE SURCHARGE B640.237.114 0,00 $25.00 STRUCTURAL CONSULTANT R000,345.830. .00 0,00 $57.34 TECHNOLOGY FEE $12.60 TECHNOLOGY FEE 8000.322.900.04.00 0.00 1 $12.60 D19-0099 Address: 1227 ANDOVER PARK E Apn: 3523049072 $2,645.01 DEVELOPMENT $2,519.37 PERMIT FEE R000.322.100.00.00 0.00 $2,512.87 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $6.50 TECHNOLOGY FEE $125.64 TECHNOLOGY FEE R000.322.900.04,00 0.00 $125.64 D19-0100 Address: 1227 ANDOVER PARK E Apn: 3523049072 $3,701.31 DEVELOPMENT $3,526.25 PERMIT FEE 8000.322.100.00.00 0.00 $3,501.25 WASHINGTON STATE SURCHARGE B640,237.114 0.00 $25.00 TECHNOLOGY FEE $175.06 TECHNOLOGY FEE R000.322.900,04.00 0.00 $175.06 D19-0106 Address: 1227 ANDOVER PARK E Apn: 3523049072 $1,596.24 DEVELOPMENT $1,534.74 STRUCTURAL CONSULTANT R000.345,830,01.00 0.00 $279.81 PERMIT FEE R000.322,100.00.00 0.00 $1,229.93 WASHINGTON STATE SURCHARGE B640,237,114 0,00 $25.00 TECHNOLOGY FEE $61.50 TECHNOLOGY FEE R000.322.900.04,00 0,00 $61.50 D19-0112 Address: 1227 ANDOVER PARK E Apn: 3523049072 $289,63 DEVELOPMENT $277.03 PERMIT FEE R000.322,100.00,00 0.00 $252.03 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $25,00 TECHNOLOGY FEE $12.60 TECHNOLOGY FEE R000.322.900.04.00 0.00 $12.60 Date Paid: Wednesday, April 17, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 596962 Printed: Wednesday, April 17, 2019 10:33 AM 1 of 3 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $19,038.05 EL19-0260 Address: 1227 ANDOVER PARK E Apn: 3523049072 $3,121.37 ELECTRICAL $2,972.73 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $2,972.73 TECHNOLOGY FEE $148.64 TECHNOLOGY FEE R000.322.900.04.00 0.00 $148.64 EL19-0270 Address: 1227 ANDOVER PARK E Apn: 3523049072 $1,808.66 ELECTRICAL $1,722.53 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $1,722.53 TECHNOLOGY FEE $86.13 TECHNOLOGY FEE R000.322.900.04.00 0.00 $86.13 EL19-0287 Address: 1227 ANDOVER PARK E Apn: 3523049072 $1,131.57 ELECTRICAL $1,077.69 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $1,077.69 TECHNOLOGY FEE $53.88 TECHNOLOGY FEE R000.322.900.04.00 0.00 $53.88 EL19-0310 Address: 1227 ANDOVER PARK E Apn: 3523049072 $291.08 ELECTRICAL $277.22 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $277.22 TECHNOLOGY FEE $13.86 TECHNOLOGY FEE R000.322.900.04.00 0.00 $13.86 M19-0048 Address: 1227 ANDOVER PARK E Apn: 3523049072 $643.84 MECHANICAL $613.18 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $580.03 TECHNOLOGY FEE $30.66 TECHNOLOGY FEE R000.322.900.04.00 0.00 $30.66 M19-0049 Address: 1227 ANDOVER PARK E Apn: 3523049072 $1,394.27 MECHANICAL $1,327.88 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $1,294.73 TECHNOLOGY FEE $66.39 TECHNOLOGY FEE R000.322.900.04.00 0.00 $66.39 Date Paid: Wednesday, April 17, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 596962 Printed: Wednesday, April 17, 2019 10:33 AM 2 of 3 YSTEMS 7 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $19,038.05 M19-0052 Address: 1227 ANDOVER PARK E Apn: 3523049072 $791.37 MECHANICAL $753.69 PERMIT ISSUANCE BASE FEE R000.322.100.00,00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $720.54 TECHNOLOGY FEE $37.68 TECHNOLOGY FEE R000.322.900.04.00 0.00 $37.68 M19-0057 Address: 1227 ANDOVER PARK E Apn: 3523049072 $590.03 MECHANICAL $561.93 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $528.78 TECHNOLOGY FEE $28.10 TECHNOLOGY FEE R000.322.900.04.00 0.00 $28.10 PG19-0049 Address: 1227 ANDOVER PARK E Apn: 3523049072 $344.40 PLUMBING $328.00 PERMIT FEE R000.322.100.00.00 0.00 $293.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 TECHNOLOGY FEE $16.40 TECHNOLOGY FEE R000.322.900.04.00 0.00 $16.40 PG19-0052 Address: 1227 ANDOVER PARK E Apn: 3523049072 $342.30 GAS $103.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 PERMIT FEE R000,322.100.00.00 0.00 $68.00 PLUMBING $223.00 PERMIT FEE R000.322.100.00.00 0.00 $188.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 TECHNOLOGY FEE $16.30 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R17421 R000.322.900.04.00 0.00 $16.30 $19,038.05 Date Paid: Wednesday, April 17, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 596962 Printed: Wednesday, April 17, 2019 10:33 AM 3 of 3 SYSTEMS CO TUKWILA ETRAKIT 6200 S0UTHCENTER BLVV TUKWILA' WA 98I88 286'433'1870 CITY OF TUKWILA Date: 84/03/2019 02:38;08 Rn CREDIT CARD SALE VISA CARD NUMBER: ******+***9037 % TRAN AMOUNT: $1'329.57 APPROVAL [D: 003231 RECORD #: 080 CLERK ID: kandace Thank you! Customer Copy Page 1 of 1 &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection Field Report NO.: 06620053DFR322020MZ DATE: 2/28/2020 Set Count: CONTRACTOR: PROJECT #: 06620053 PERMIT #: D19-0106 PROJECT: Shasta Beverages INSPECTOR: Matthew Zukcrwslci LOCATION: 1227 Andover Park E JURISDICTION: City of Tukwilla ICA P.M.: WBT WEATHER: indoors TEMP: 70° F A representative of Krazan and Associates arrived on site per request for proprietary anchor inspection. The project was anchor bolts for framing of Quality Control room. Reviewed the plans and determined wall to slab called for roughly 80 RedHead Trubolt 5/8th" x 7" 48" OC (9/S300) All anchors present and flush. 2 out of 80 were roughly 50"OC. All anchors didn't exceed maximum torque however 3 out of 80 were not tested due to inadequate socket depth. Minimum torque on all anchors 25fl/lbs except 3 which could not be tested. As plans didn't specify a minimum a RFI was issued. Additional anchors are to be added to address the anchors which were not quite 48"oc per plan specification. Placement of anchors present in accordance to plan and manufacturer specifications. RFI on minimum torque is however pending. Reviewed By: ASTM Test #: Asset Number(s): To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: -- .0,--/- Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Tacoma (253) 939-2500 The information provided ca dal report b prepared ix the =halve use of the dim This report ,.ay out be reproduced a any format oitheut the written puenission id the croon nod Karam @ Associates, This rat indicates our nactors observation and testing nuts based on site coo:titian end conoscar setivdies. This information is subject to review prior to foal submittal, By signing this report, our .,,peter dose not seem responsibility for validity of results. The mane tofornation lat been provided by IASI is site. Page 1 of 1 Krazan. &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 3/6/2020 Field Report NO.: 06620053DFR362020NC Set Count: CONTRACTOR: Construction Group Internatio PROJECT #: 06620053 PERMIT #: D19-0106 PROJECT: Shasta Beverages INSPECTOR: Neal Curtis-Duguay LOCATION: 1227 Andover Park E JURISDICTION: City of Tukwila KA P.M.: W.B.T. WEATHER: Interior EMP: 70° F Krazan & Associates, Inc. representative Neal Curtis-Duguay arrived on site as requested for proprietary anchor inspection for the three remaining anchors in the framing of the QA lab. Please refer to 06620053DFR2282020MZ for additional details pertaining to Quality Control room framing. Representative verified specifications for RedHead Trubolt 5/8"xT' bolts and verified the details pertaining to the center of the east wall of the QA lab, and the two bolts located in the center island of the QA lab. Bolts were installed at a depth of approximately 4" post -cleaning of the drilled holes. Representative observed installation per special inspection requirements and determined they were installed per plan and manufacturer requirements. Afterwards, representative performed a torque -test on each of the three bolts at 25-lbf and determined that each passed the minimum torque requirement. Reviewed By: A ASTM Test #: Asset Number(s): To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: / 1 Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Tacoma (253) 939-2500 Tbe information provided on this repot is prmared for the exclusive use of the client This report may not be reproduced in any format without the written permission of the that and Krum rt Associates. This report indicates Jr hope:store observetion and tasting remits based on site conditions and convector ectivitim. This Informations mbject to review prior to foul submittal By Ageing this repot, our impooter dogs not moo responsibility fur valighty of remits. Mx same information hu boos provided by ethos on lite See attached detail for top attachment FIELD FABRICATE STEEL CONNECTIONS TO TIE INTO EXISTING STRUCTURAL CHAIN LINK FABRIC 2" X 9GA GALVANIZED D VERIFY - 4' TOP & BOTTOM FABRIC OPTIONS KNUCKLE BARBED Intermediate Post will need to be increased to 2-7/8" O.D. due to spacing PACING HOP DRAWINGS/SUBMITTALS REVIEW EYIEW IS ONLY FOR GENERAL CONFORALWCE WON THE DESIGN NCCET 0E THE PROJECT AND GENEAALCOMPLIANCE CHINE INEOPMRT10N GIVEN IN THE CONTRACT DOCUMENTS. ANY ACTION SNOWN IS SMUT *MERE REOUIREM.NTSOFTHEPLANS AND SPECIAICATIONA, CONTRACTOR G RESRONSi:LEFOR. OWNS -ONE YNICE SHALL AP CONFIRMED AND CORAELATEO ATTOIL/AVM AARIOATION PROCESSES AND TECHNIQUES OE CONSTAOCTI0NI OORDINATION Of HIS WORN WITH THAT Of OTHER TRADES: AND RfORMING THE WORN IN A SAE: AND SATCFACTORY WNW, NO EXCEPTIONS TAXAN MANE CORRECTIONS NNNOTE MANE COPRECTI'N01� REJFCTEC AFYINE AND RESNDNIT D NOTES: 0T A550551' ECT MEWED 11ECohizY, PIPE TO NOT CHECKED FOR DIMENSIONS OR QUANTITIES PLUMP ENGINEERNG WC. CONSULTING STRUCTURAL ENGINEERS AY: Oscar Jimenez DATE- 07/08/20 SEE DETAIL 11 ON SHEET 5300 QUALITY FENCE BUILDERS, INC. (253) 939-8533 (253) 931-8604 FAX SEE BASE PLATE DETAIL See attached detail for bottom attachment a NE POST TIE _L_Vl 1T BE SCHEDULE 40 RECEIVED CITY OF TUKVVILA SEP 02 ZON PERMIT CENTER CGI SHASTA BEVERAGES 4' PLATED CHAIN LINK FENCE REVIEWED FOR CODE COMPLIANCE TOP iABL 1-9/@" BAS Oioi°kREV DATE: APPROVED SEP 17 z020 City of Tu ILDING DII� TENSION BAND 7GA TENSION WIRE 4_ END & CORNER POST /8A 0,D, ATE DETA L LAYER: SCALE: NTS AMERICAN FENCE AssoaATION Vir 1 56 WS/FT WT STANDARD WEIGHT PIPE WEIGHT AND SIZES 272 L25 copyright AFA - 1996 CL-29 CHAIN LINK FENCE MANUFACTURERS INSTITUTE PRODUCT MANUAL Standard Guide for Metallic -Coated Steel Chain Link Fence & Fabric 1. Purpose 1.1 The purpose of this guide is 10 provide a nationally recognized standard of quality for metallic -coated steel chain link fence fabric and when combined with framework and accessory items, as listed in this publication, to preside a nationally recognized standard of quality for complete fence. 2. Scope 2.1 This guide gives the nomenclature, definition, and general requirements for metallic -coated steel chain link fence fabric and framework for industrial usage. See Section 5.8 for applicable documents. 2.2 The values stated in inch -pound units are to be regarded as the standard. The metric values given in parentheses are for Information only. 3. Description of Terms 3.1 Chain Link Fence Fabrio-A fencing material from steel wire helically wound and interwoven in such a man- ner as to provide a continuous mesh without knots or ties except in the form of knuckling or of twisting the ends of the wires to form the selvage of the fabric. 3.2 Knuckling -This term is used to describe the type of selvage obtained by interlocking adjacent pairs of wire ends and then bending the wire ends back into a dosed loop. 3.3 Twisting -This term is used to describe the type of selvage obtained by twisting adjacent pairs of wire ends together in a closed helix of 1-1/2 machine turns, which is equivalent to three full twists, and cuffing the wire ends at a sharp angle to provide sharp points. The wire ends beyond the twist shall be at least 1/4 inch (6.4mm) long. 3.4 Diamond Count -A term used to designate the num- ber of mesh openings in each height of fabric. 3.5 Other Terminology -See ASTM F552 for a listing of other terms specific to Chain Link Fence. 4. Requirements 4.1 Materials 4.1.1 Base Metal -The base metal of the fabric shall be a good commercial quality of steel wire of the gages speci- fied in Table 1. 4.1.2 Zinc Coating -The zinc coating on the fabric may be ordered in two coating weight classes, as Class 1-the weight of zinc coating shall not be less than 1.20 oz./ft.2 (366 gm/m2) of uncoated wire surface; or Class 2-the weight of zinc coating shall not be less than 2.0 oz./ft.' (610 gm/m2) of uncoated wire surface as determined from the average of results of two or more specimens, and not less than 1.8 oz./ft 2 (500 g/m2) of uncoated wire surface for any individual specimen. Fabric galvanized after fabrication is normally not produced with a Class 2 coating on 11 ga.-0.120" (3.05mm) -or 11 1/2 ga.-0.113" (2,87mm) wire. The weight of the zinc coatings shall be determined in accordance with 5.5.2. The zinc used for the coating shall conform to the grades specified in ASTM Designation B6, Standard Specification for scab zinc. 4,1.3 Aluminum Coating -The wire shall be aluminum coated by the hot -dip process before weaving into the fab- ric. The weight of aluminum coating for 6 ga.-0.192" (4.88mm)--and9 ga-0.148° (3.76mm)-shall not be less than 0.40 oz./ft.' (122 g/m2) and for 11 ga.-0.120" (3.05mm) -shaU not be less than 0.35 oz/ft? (107 g/rrf) of uncoated wire surface when tested in accordance with 5.5.3. 4.1.4 Zino--5% aluminum mischmetal alloy coating -the metallic coating on the fabric may be ordered in two coating weight classes, as Class 1, the weight of metallic coating shall not be less than 0.60 oz./ft.' (183 gm/m2) or Class 2, the weight of metallic coating shall not be less than 1.00 oz./ft.' (305 gm/m2) of uncoated wire surface as determined from the average of results of two or more specimens, and not less than 0.90 ozlft.2 (250 gm/n) of uncoated wire surface for any individual specimen. The weight of the metallic coatings shall be determined in accordance with 5.5.4. The zinc-5% alu- minum mischmetal alloy used for the coating shall conform to the grades specified in ASTM designation B-750, Standard Specification for Zinc-5% Aluminum Mischmetal Alloy (UNSZ38510) in Ingot Form for Hot -Dip Coatings. 4.1.5 Aluminum Alloy-ASTM F1183-Chain link fabric woven from aluminum alloy, 9 ga.-0.148" (3.76mm)-or 6 ga.-0.192" (4.88mm) wire. 4.2 Fabric Sizes -The height, diamond count, size of mesh, and wire diameters of chain link fabric shall be as given in Table 1. The methods of measurement and toler- ances are given in 4.2.1, 4.2.2. and 4.2.3. 4.2.1 Height of Fabric -The height of the fabric shall be the overall dimension from ends of twists or knuckles. The tolerance of the nominal height shall be plus or minus one inch (t25mm). 4.2,2 Mesh Sizes ---The size of mesh shall conform to the requirements as shown in Table 1. The permissible variation from the specified size of mesh shall be t1/8 in. (t3.2mm) for all mesh sizes over 1 in. (25mm) and *1/16 in, (t1.6mm) for all mesh sizes 1 in. (25mm) and under. 4.2.3 Wire Diameter -The diameter of the coated wire shall be determined as the average of two readings mea- sured to the nearest 0.001 inch (0.025mm) taken at right angles to each other on the straight portion of the parallel sides of the mesh. The tolerance in the diameter of the coated wire shall be plus or minus 0.005 inch 40.13mm). 4.3 Selvage -Fabric with 2 inch (50mm) or 2 1/8 inch (54mm) mesh, in heights less than 72 inches (1830mm) shall be knuckled at both selvages. Fabric 72 inches (1830mm) high and over shall be knuckled at one selvage and twisted at the other. These are the standard selvages. 1 Other selvage combinations will be supplied only if specified by the purchaser. Caution: Twisted selvages for fences under 72 inch (1830mm) in height are not recommended because of con- sumer safety considerations. The selvages of fabrics with meshes of less than 2 inch- es (50mm) shall be knuckled on both edges. 5. Inspection and Testing 5.1 General —The tests given herein are intended primar- ily for use as production tests in conjunction with manufac- Luring processes, inspection methods and with other tests if needed, according to 5.2, so as to insure the conforrity of the chain Zink fabric with the requirements of this guide. 5.2 Production Inspection and Testing —During the process of manufacture, the manufacturer shall make such inspections and tests as are needed to maintain the quality of the product so as to be consistently in conformity with this guide. The inspection and tests given herein (see 5.3 and 5.5) shall be made regularly during production for all chain link fabric fumished as being in conformity with this guide. 5.3 Inspection —The chain link fabric shall be visually inspected to determine its conformance with the workman- ship, design and dimensional requirements of this standard. 5.4 Sampling —One roll from every 50 rolls or fraction thereof shall be selected at random for test purposes, but in no case shall less than 2 samples be selected from a shipment. The specimens for test purposes shall consist of individual pieces of wire taken from the outside end of the sample rolls. 5.5 Test Procedures 5.5.1 Breaking Strength —Table 2 & 3—The break strength of the wire used in the fabrication of the fabric shall be determined in accordance with the method described in ASTM A370, using one specimen from each sample roll. Specimens to establish conformance to this requirement shall constitute individual pickets from a sec- tion of the fence fabric of a sufficient length so as to be firmly gripped in the testing machine after straightening. The actual gage length (distance between jaws) of the specimen shall be limited to the undetermined length of wire between two adjacent straightened bends. If fracture takes place, other than between the jaw grips, the test shall be discarded. 5.5.2 Weight of Zinc Coating —The weight of zinc coat- ing on the fabric shall be determined in accordance with the method described in ASTM A90, using one piece of wire removed from the fabric of each sample roll. 5.5.3 Weight of Aluminum Coating —The weight of alu- minum coating on the fabric shall be determined in accor- dance with the method described in ASTM A428, using one piece of wire removed from the fabric on each sample roll. 5.5.4 Weight of Zinc-5% Aluminum Mischmetal Alloy — The weight of metallic coating on the fabric shall be deter- mined In accordance with the method described in ASTM A90, using one piece of wire removed from the fabric of each sample roll. 5.5.5 The specimen tested may be of any continuous length over 12 inches (305mm) but preferably should be about 24 inches (610mm) long. 5.6 Packaging and Marling —Each length of fabric shall be tightly rolled and firmly tied. Each shipment of fabric shall be identified as to the type and class of metallic coating, the size of mesh, the coated wire diameter, the height and length of fabric in each roll, and the name of the manufac- turer. These requirements apply unless otherwise specified. 5.7 Noncompliance —If any specimen tested fails to meet the requirements of this guide, the roll represented by the specimen shall be rejected and two additional rolls shall be tested, both of which shall meet the requirements in every respect; otherwise the lot represented by the samples may be rejected. 5.8 Applicable Documents —The following documents form a part of this guide to the extent listed herein. Unless otherwise indicated, the issue in effect on date of invitation for bids or request for proposal shall apply. Chain link fabric specifications vary slightly in Canada. Consult the current Canadian specification CAN-2-138.1-H80. American Society for Testing & Materials (ASTM) Standards: A90/A90M— Test Method for Weight [Mass] of Coating on Iron and Steel Articles with Zinc or Zinc -Alloy Coatings A 121—Zino-Coated (Galvanized) Steel Barbed Wire A 123 — Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products A 370 — Mechanical Testing of Steel Products A 392— Zino -Coated Steel Chain Link Fence Fabric A 428 — Test Method for Weight of Coating on Aluminum - Coated Iron or Steel Articles A 491 — Aluminum -Coated Steel Chain Link Fence Fabric A 570 — Hot Rolled Sheet and Strip, Structural Quality A 572 — High Strength Low -Alloy Columbium -Vanadium Steel of Structural Quality A 585 — Aluminum -Coated Steel Barbed Wire A 817 — Metallic -Coated Steel Wire for Chain Link Fence Fabric A 824 — Metallic -Coated Steel Marcelled Tension Wire for Use with Chain Link Fabric 2 B 6 — Zinc (Slab Zinc) B 750 — Zinc-5% Aluminum Mischmetal Alloy (UNSZ38510) In Ingot Form for Hot Dip Coatings F 552 — Terminology Relating to Chain Link Fencing F 567 — Installation of Chain Link Fence F 626 — Fence Fittings F 900 Industrial and Commercial Swing Gates F 934 — Standard Colors for Polymer Coated Chain Link Fence Materials F 1043 — Specifications for Strength and Protective Coatings on Metal Industrial Chain Link Fence Framework F 1083 — Pipe, Steel, Hot -Dipped Zinc Coated (Galvanized) Welded for Fence Structures F 1183 — Aluminum Alloy Chain Link Fence Fabric F 1184 — Industrial and Commercial Horizontal Slide Gate F 1345 — Zinc-5% Aluminum Mischmetal Alloy Coated Steel Chain Link Fence Fabric Table 1—Fabric Size" Recommended Usage Height of Fabric Size of Mesh Gage," Coated Wire Nominal Diameter Coated Wire Heavy Industrial 36" 42' 48" 60' 72' 84" 96' 120' 144' Diamond Count 2' (50mm) 6 0.192' (4.88mm) 10% 12% 13)4 17)4 20Y 24Y: 27)4 34% 41 % Standard Industrial 36' 42 48' 60' 72' 84" 96' 120" 144" Resdential Diamond Coup! 2' (50mm) 9 0.148' (3.76mm) 1034 12Y: 13)4 17)4 20% 24Y: 27)4 34Y: 4134 Light Industrial 36' 42 48" 60' 72' 84" Residential Diamond Count 2' (50mm) 11 0.120' (3.05mm) 10)4 1214 14)4 17Y: 20)4 24)4 Heavy industrial 36' 42' 48' 60' 72" 84' 96' 120' 144" Diamond Court 1" (25mm) 6 0.192' (4.88mm) 20 23 27 33 39 45 53 67 79 Standard Industrial 36" 42 48' 60' 72" 84' 96' 120' 144' Heavy Industrial Diamond Count 1" (25mm) 9 0.148' (3.76mm) 20 23 27 33 39 45 53 67 79 1 igttt kdtstrial 36' 42 48' 60' 72' 84' 96' 120' 144" Residential Diamond Count 1' (25mm) 11 0.120" (3.05mm) 20 23 27 33 39 45 53 67 79 essidential 72 Re Diamond Count 2)4" (54mm) 11Y1 0.113' (2.87rrcn) 9)4 11% 13Y: 16)4 19% Termis Court 120 144" Diamond Count 13" (44mm) 11 0.120" (3.05mm) 39Y: 47Y: Security' 36' 42' 48" 60' 72 84" 96" 120' 144" See Fig.1 for mesh Dimensions %", )9', %' 11 0.120" (3.05mm) (totem), (13mm), (16mm) " See Table 5 for supplementary metric equivalent information " Small mesh 'r6" (1 mm), V (13mm), W (16mm) only available in aluminum coated_ Atuminu m alloy fabric available only in 9 ga. —0.148 (3.76mm) and 6 ga. —0.192 (4.88mm) Table 2 — Breaking Strength of Coated Steel Wire Diameter of Coated Wire Inches (mm) Minimum Breaking Strength Lbf (N) 0.192 {4.88) 0.148 3.76 0.120 3.05 0.113 2.87 2170 1290 850 750 (9650) 5741) 3780 3340 Table 3 — Breaking Strength of Aluminum Alloy Wire Diameter of Wire Minimum Breaking Strength Inches (mm) Lbf N 0.192 (4.88) 1560 (6939) 0.148 (3,76) 925 (4144) Fig. 1 — Mesh Dimensions for 3/8 -in. (10mm), 1/2 -in. (13mm), and 5/8 -in. (16mm), Fabric S H W ra in. (10mm) MESH % in. (19mm) %in. (19mm) % in. (13mm)MESH % in. (24mm)1%n in. (24mm) in. (16rnm) MESH 134 in. (29nxn) 1%in. (29mm) Industrial Steel Guide for Fence Rails, Posts, Gates, and Accessories 1. MATERIALS -Posts, gate frames, braces, rails, stretch- er bars, truss rods and tension wire shall be of steel. Gate hinges, post caps, barbed wire supporting arms, stretcher bar bands, and other parts shall be of steel, malleable iron, ductile iron or equal except that post tops, rail ends, ties and dips may be of aluminum. Optional supplemental color coating, 10 mils (0.25mm) of polyvinyl chloride or 3 mils (0.08mm) of polyester can be obtained in conjunction with all coatings as indicated. Unless otherwise indicated, color of the coating shall be in accor- dance with ASTM F934, Green, Olive Green, Brown, and Black. Moveable and threaded fittings need not be coated but field coated per manufacturer's recommendations. If this optional color coating is selected for the framework and accessories, the subsequent section of this guide per- taining to Polyvinyl Chloride (PVC) coated chain link fabric can be specified to achieve a total color coated chain link fence system. 1.1 Intermediate posts shall be Type I or Type II pound pipe or "C" roll formed sections conforming to the dimen- sions and weights shown in Table 4. 1.1.1 Type 1 round post shall be hot dipped galvanized with a minimum average zinc coating of 1.8 oz./ft.(0.55 kg/m2) meeting ASTM F-1083 for standard weight (Schedule 40) galvanized pipe. 1.1.2 Type II round post shall be steel pipe cold -formed and welded per ASTM F1043, Group IC, having a mini- mum yield strength of 50,000 psi (344mPa). The extemal zinc coating shall be Type B, zinc with polymer film, 0.90 oz./ft.' (275g/m2) minimum zinc coating with a chromate conversion and a verifiable polymer film. The intemal coat- ing shall be Type B, zinc 0.90 oz./ft.2 (275g/m2) minimum or type D, zinc pigmented, 81% nominal coating with 0.30 mils (0.008mm) minimum thickness. 1.1.3 Roll formed 'C" Section steel shapes shall be pro- duced from steel having a minimum yield strength of 45,000 psi (310mPa) and meet the strength and protective coating requirements of ASTM F-1043. 1.2 Terminal posts, braces and rails shall be round or square Type I as shown in 1.1.1 or round Type II as shown in 1.1.2 and shall conform to dimensions and weights as shown in Table 4. 2. ZINC COATING --All Type I and Type II steel framework and other iron parts shall be zinc coated by the hot -dipped method, using zinc Grade E. The weight of zinc coat on Type I rail, post and brace shall have not less than 1.8 oz./ft.' (0.55Kg/m2) coating as listed in 1.1.1. Type II steel rails, posts and braces shall have an average weight of not less than 0.90 oz,/ft.2 (275 g/m2) as listed in 1.1.2. Zinc weight shall be determined in accordance with ASTM A-90. 3. POST BRACES shall be provided for each gate, comer, pull, and end post for use when top rail is omitted or with fabric 6 feet (1.80m) or more in height, and shall consistof a round tubular brace extending to each adjacent line post 4 at approximately midheight of the fabric, and a truss con- sisting of a rod not less than 5/16 inch (7.90mm) nominal diameter from the line post back to the gate, comer, pull, or end post, with a tumbudde or other equivalent provision for adjustment. Truss rods may be eliminated in any line of fence where there is a continuous center rail. 4. POST TOPS shall consist of omamental tops or combi- nation tops with barbed wire supporting arms, as required. When so required, or when a top rail is to be provided, the top shall be provided with a hole suitable for the through passage of the top rail. The post tops shall fit over the out- side of posts and shall exclude moisture from posts. 5. BARBED WIRE SUPPORTING ARMS, when required to be furnished, shall be at an angle of approximately 45° or vertical, as required, and shalt be fitted with clips or other means for attaching three strands of barbed wire. With 45° arms the top wire shall be approximately twelve inches horizontally from the fence line and the other wires spaced unibrmly between the top of the fence fabric and the outside strand. Barbed wire arm shell be of sufficient strength to withstand a weight of 250 pounds (113.3 kg) applied at the outer strand of barbed wire. Six line barbed wire V arm may be used, if desired. 6. TOP RAILS shall be in lengths not less than 18 feet (5.5m). and shall be fitted with couplings or swedged for connecting the lengths into a continuous run. The cou- plings shall be not less than 6 inches (152.4mm) long, with 0.070 inches (1.75mm) minimum wall thickness, and shall allow for expansion and contraction of the rail. Open seam outside sleeves shall be permitted only with a minimum wall thickness of 0.100 inches (2.50mm). Suitable ties or clips shall be provided in sufficient number for attaching the fabric securely to the top rail at intervals not exceeding 24 inches (610mm). Means shall be provided for attaching the top rail to each gate, corner, pull and end post. Tension wire is required at top of fence if top rail is omitted, See paragraph 10. 7. TENSION BARS shall not be less than 3/16 inch (4.76mm) by 3/4 inch (19.05mm) and not less than 2 inch- es (50mm) shorter than the normal height of the fabric with which they are to be used. One tension bar shall be provid- ed for each end and gate post, and two for each corner and pull post 8. TIES OR CLIPS of adequate strength shall be provided in sufficient number for attaching the fabric to all line posts at intervals not exceeding 15 Inches (380mm); and not exceeding 24 inches (610mm) when attaching fabric to top rail or tension wire. 9. BANDS OR CLIPS of galvanized steel or aluminum alloy per ASTM F-626 shall be provided in sufficient number for attaching the bbric and stretcher bars to all terminal posts at intervals not exceeding 15 inches (380mm). Tension bands shall be formed from flat or beveled steel and shall have a minimum thickness after galvanizing of 0.078 inch (1.98mm); and minimum width of 3/4 inch (19.05mm) for posts 4" O.D. (101.60mm). or less and 0.108 inch (2.74mm) thickness by 7/8 inch (22.23mm) for posts larger than 4" O.D. (101.60mm). Brace bands shall be formed from flat or beveled steel and shall have a minimum thick- ness of 0.108 inch (2.74mm) after galvanizing; and mini- mum width of 3/4 inch (19.05mm) for post 4" 0.0. (101.60mm), Standard mill tolerances of t 0.005 inch (±0.127mm) on thickness and 0.010 inch (0.25mm) on width shall apply -attachment bolts shall be 5/16 (7.94mm) x 1-1/4 inch (31.76mm) galvanized carriage bolts with nuts. 10. TENSION WIRE shall be Marcelled (spiralled or crimped) #7 gage, 0.177 inches (4.50mm) t 0.005 inches (t0.127mm) In diameter, conforming to ASTM A-824. 10,1 Tension Wire Coating shall conform to ASTM A-824 Type I, Aluminum -coated, 0.40 oz/ff (122g/rn2) or Type II Zinc -coated Class 2, 1.20 oz/ft.2 (366g/m2) 11. BARBED WIRE shall consist of two strands of twisted wire with 4 point barbs on 5 inch (127mm) spacing. The fol- lowing listed barbed wires are recommended for use with chain link fencing; Line Wire Gage Line Wire Coating Weight Barb Gage Barb Coating Weight 1214 ZN 0.60 oz/112(244/./m1 14 ZN 0.65 caffV(2009/m1 12% AL 0.30 az/W(6091ml 14 Aluminum Alloy, or Aluminum Coated AL 0.25 cafft.,(75g/nY) 12Y Aluminum Alloy 14 Aluminum Alloy Zinc -coated barbed wire shall conform to ASTM A-121, Chain link fence grade. Aluminum -coated barbed wire shal conform to ASTM A-585, Type I, 5 inch (127mm)or Type II, 3 inch (76mm) barb spacing. 12. SWING GATES shall conform to ASTM F 900 (for com- plete specification, see ASTM 900). 12,1 Materials -The base materials of the gate frame shall be round or rectangular tubular members, welded at all corners or assembled with comer fittings. Gates assem- bled with corner fittings shall have adjustable truss rods 5/16 in. (7.9mm) minimum diameter on panels 5 ft. (1.5m) wide or wider. Truss rods shall be the same base metal and finish as the gate frames. 12.1.1 The interior bracing, when needed shall be the same metal and shape tubular material and finish as the gate frame, but need not be the same size. Gate leaves shall have vertical interior bracing at maximum intervals of 8 feet (2.4m) and shall have a horizontal interior member if the fabric height is 8 feet (2.4m) or more. 12.1.2 Manufacture -Gate frames shall be fabricated and coated where necessary, as described in 12.1.3 through 12.1.5 12.1.3 Zinc -Coated Steel Frames shall be in accordance with ASTM Specifications F 1043 of F 1083, or a combina- tion thereof, and shall match that selected for any adjoining fence framework. Welded joints shall be coated in accor- dance with Practice A780, employing a zinc -rich paint. 12.1.4 Aluminum Alloy Gate Frames shall be in accor- dance with Specification F 1043. 12.1.5 Polymer -Coated Steel or Polymer -Coated Aluminum Frames shall be in accordance to paragraphs 12.1.3 and 12.1.4. Welded joints shall be top -coated to match the frame color. 12.1.6 Gate Fabric shall be the same type as used in fence construction. The fabric shall be attached securely to the gate frame at intervals not exceeding 15 in. (357mm). 12.1.7 Barbed Wire Top -When specified, shall have the end members of the gate frame extended in height to accommodate three strands of barbed wire. 12.2 Dimensions, Mass, and permissible Variations 12.2.1 Size of the gate opening shall be measured from the inside face to inside face of gate posts, 12.2.2 Dimensions and we ig his of gate frame members and posts shall be in accordance with Tables 6 and 7. 12.2.3 Gate frame shall be designed for the width and built so that the outer members shall not sag in excess of the lesser of 1% of the gate leaf width of 2 in. (50.8mm). 12.3 Gate Accessories -All gate accessories shall be of the materials as specified for the fence. 12.3.1 Gate Hinges -Hinges shall be structurally capa- ble of supporting the gate leaf and allow the gate to open and close without binding. The hinges shall be so designed to permit the gate to swing a full 180°. 12.3.2 Single Gate Latch -Gate latch shall be capable of retaining the gate in a closed position and shall have provision for a padlock. 12.3.3 Double Gate Latch -Gate latch shall be a drop rod or plunger bar arranged to engage the gate stop. Locking devices shall be constructed so that the center drop rod or plunger bar cannot be raised when the gate is locked. The latching devices shall have provision for a padlock. 12.3.4 Gate Stops -Gate stops shall be provided for all double gates. 12.3.5 Keepers shall be provided for each gate leaf over 5 ft (1.5m wide). 13. SLIDING GATES -Sliding gates shall comply with ASTM F 1184 which provides for overhead slide gates which are horizontal slide gates supported only from above and cantilever slide gates which are horizontal slide gates spanning an opening without a top or bottom support with- in that opening. Cantilever slide gates shall be supplied with steel or aluminum frames using external or internal rollers. Note: Safety guide posts and roller guards are required for cantilever slide gates using external rollers. See ASTM F 1184 for complete specifications. 14. INSTALLATION of fencing and gates shall meet the requirements of ASTM F 567 which are not intended to preclude any practice that has a proven performance equal to or better under varying conditions nor do they purport to address all of the safety problems involved. It is the respon- sibility of the user of this guideline to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. 5 14.1 Site Preparation shall involve the location of fence lines, gates, terminal posts, underground utility locations, USCBG benchmarks, property monuments and under- ground structures by the purchaser who shall also provide for site cleaning and grading with adequate clearance on both sides of the fence line. 14.2 Post Location shall be as required spaced equidis- tant at intervals not exceeding 10 ft. (3.05m). Measure the interval parallel to the grade of the proposed fence and in the line of the fence from center to center of the posts. 14.3 Terminal Fbsts (end comer and gate posts) shall be set at the beginning and end and end of each continuous length of fence and at abrupt changes in vertical and hori- zontal alignments. 14.4 Post Foundations shall be concrete with hole diame- ters dug or drilled a minimum of four times the largest cross section of the post and a minimum depth of 24 in. (609.6mm) plus an additional 3 in. (76.2mm) for each 1 ft. (305mm) increase in the fence height over 4 ft. (1,22m). 14.5 Set Posts in a vertical position, plumb and align while concrete 2500 psi (17.2 mPa), is backfilled into the excavation and extended 2 in. (50mm) above grade and crowned to shed water or to 2 in. (50mm) below grade if a cover of sod, blacktop, or other material is provided. 14.6 Mechanical Devices can be used in place of con- crete for the setting of fence posts provided the device strength in the ground is equal or superior to the strength developed by the concrete footing. 14.7 Solid Rock or Concrete can be encountered where an overburden of soil is not present. In this case set posts in the solid rock or concrete to a depth three times the largest cross section of the posts. The diameter of the hots shall be 1/2 in. (13mm) greater than the largest cross sec- tion of the post. 14.8 Sleeves can be used in order to leave voids in new concrete construction. Half -fill the void with nonshrinkable hydraulic cement and force the post to the bottom of the hole and plumb. Thoroughly work additional grout into the hole so as to leave no voids. Crown the grout to shed water. 14.9 Drive Posts are to be driven by mechanical means to a minimum depth of 36 in. (914.4mm) or 6 in. (152.4mm) greater than what is required for posts set in concrete for a given fence height except where soil condi- tions are unstable or rock or concrete is encountered. In the case of the latter, the depth should be in keeping with standard fence construction practices for the local area or utilize the solid rock or concrete requirements previously outlined. When driving posts the tops must be protected to prevent distortion of the exposed end. The use of a drive cap is recommended. 14.10 Gate Posts shall be set in concrete footings. Swing gate posts shall be set in footings as listed in Table 8. Cantilever slide gate post footings shall have a minimum diameter of 12 in. (304mm) and a minimum depth of 42 in. (1066mm). Overhead slide gate posts shall be set in a 12 in. (304mm) diameter hole with a depth of 38 in. (1.2m) for 6 gate openings up to 24 ft. (7.3m). For openings 24 ft. (7.3m) to 40 ft (12.19m), a 4 in. (101.6mm) outside diame- ter double post shall be set in a 24 in. (610mm) by 16 in. (406.4mm) sized hole, with a depth of 48 in. (1.2m). 14.11 Terminal Post bracing is required on all fabric over 6 ft. (1.83m) and on fabric over 12 ft. (3.66m) in height a center rail is required. All fences installed without a top rail shall have braces on all terminals. Securely fasten diagonal braces to the terminal post and the adjacent line post or its footing or a footing of equal size. There should be no more than a 50° angle between the brace and the ground. Securely fasten horizontal braces (if used in place of diago- nal braces) with truss rods from the bottom of the terminal post to the adjacent line post where the brace rail termi- nates. When top rail is used attach the brace at the halfway point of the terminal post above grade and, when the top rail is omitted, at the two-thirds point above grade. 14.12 Top Rail must be supported at each post so that a continuous brace from end to end of each stretch of trice is formed. Securely fasten the top rail to the terminal posts and join with sleeves or coupling to allow for expansion and contraction. 14.13 Tension Wire should be stretched from end to end of each stretch of fence when the top rail is omitted and positioned at a height that will enable it to be fastened to the fabric within the top 1 ft. (305mm) of the chain -link fab- ric. If specified, bottom tension wire should be fastened within the bottom 6 in. (150mm) of the fabric. The tension wire should be taut and free of sag. 14.14 Chain -Link Fabric shall be placed on the outside of the area enclosed or as directed by the purchaser. Place the fabric by securing one end, applying sufficient tension to remove all slack before making attachments elsewhere. Tighten the fabric to provide a smooth uniform appearance free from sag. The fabric can be cut by untwisting a picket and attaching each span independently at all terminal posts. Use stretcher bars with tension bands or other suit- able devices at 15 in. (380mm) maximum intervals. The fence fabric should be installed 2 in. (50mm) above ground level. Measure clearance at the post with a tolerance of 3 in. (t76mm). Fasten the fabric to the line posts at intervals not exceeding 15 in. (380mm). Fasten the fabric to the rail or tension wire at intervals not exceeding 24 in. (610mm). Rolls of wire fabric can be joined by weaving a single picket into the ends of the rolls to form a continuous mesh. 14.15 Barbed Wire, if required, shall be pulled taut to remove all sag. Firmly install in the slots of extension arms, and secure it to a terminal post utilizing terminal post band arms or brace bands or other suitable devices. 14.16 Proper Gate Operation and design requires con- sideration of opening direction, grade clearance, and possi- ble obstructions. 14.17 Work areas shall be left neat and free of any debris caused by the erection of the fence. All work shall be performed in a safe and orderly fashion in accordance with the Williams -Steiger Occupational Safety and Health Act of 1970. Table 4 - Dimensions and Weights Use and Section Nominal Outside Diameter Inches (Millimeters) Nominal Weight Per Foot Type I LbslFt (kg/m) (t 10% Tolerance) Type I1 Lbs/Ft (kglm) End, corner and pull posts fabric height 6'0 (1.83m)and less:round 2.375 (60.0) 3.65 (5.43) 3.12 (4.64) square 2.00 50.6) 2.60 (3.87) Over 6'0" (1.83 m): round 2.875 3.0) 5.79 (8.62) 4.64 (6.90) square 2.50 63.5) 5.10 (7.60) Rails and post braces 1.66 (42.0) 2.27 (3.38) 1.83 (2.72) Nominal Weight Per Foot (t 10% Tolerance) Intermediate Posts For Typo 1 Typo II C Sections Fabric Heights LbslFt (kg/m) LbslFt (kg/m) Lbs1Ft (kglm) 6'0" (1.83 m) and less: round 1.90 (48.3) 2.72 (4.05) 2.28 (3.39) C Section 1.875" (47.6mm) x 1.625"(41,3mm) 2.28 (3.39) Over 6'0" (1.83 m): round 2.375 (80.0) C Section 2.25" (57.1 mm) x 1.70"(43.2mm) 3.65 (5.43) 3.12 (4.64) 2.64 (3.93) Note: Fencing utilizing fabric mesh sizes smaller than " (25mm) trade size, wind screen fencing and chain link fence with privacy inserts are subject to wind and ice loads and should be designed to accommodate these additional forces. Table 5 - (Nonmandatory Information) Approximate Metric Equivalents for Table 1 Inches (mm) Height of Fence Fabric Inches (mm) Inches (mm) 36 (910) 72 (1830) 108 (2740) 42 ((1070)) 84 (2130) 120 (3050) 48 (1220j 96 (2440) 144 (3660) 60 1520 Table 6 - Gate Frame Members, Dimensions, and Weights Gate Fabric Height Outside Dimensions Minimum Weight in. (mm) Ibift (kglm) Eft 1.8m)orLess: Round tubular (steel) Rectangular tubular (steel) Round tubular (aluminum) Rectangular tubular (aluminum) Over 6 ft. (1.8 m): Round tubular (steel) Rectanguiartubular (steel) Round tubular (aluminum) Rectangular tubular (aluminum) Interior Bracing: Round pipe (steel) Rectangular pipe (steel) Round tubular (aluminum) Rectangular tubular (aluminum) 1.66 (42.2) 1.83 1.50 38.1 1.84 1.90 48.3 0.91 2.00 50.8 0.91 1.90 (48.3) 2.28 2.00 50.8 2.52 1.90 48.3 0.91 2.00 (50.8 0.91 1.66 (42.2) 1.50 38.1 1.90 48.3 2.00 (50.8) 2.72) 2.74) 1.35) 1.35) 3.39) 3.75) 1.35) 1.35) 1.83 (3.39) 1.84 2.74) 0.91 1.35) 0.91 1.35) Note: Gate leaf shall have vertical interior bracing at maximum intervals of 8 ft. and shad have a horizontal interi- or member if fabric height is 8 ft. or more. Additional horizontal, vertical or diagonal member or diagonal truss rods may be needed to comply with requirements of 12.2.3. 7 Table 7 - Dimensions and Weight of Gate Posts Gate Leaf Width Outside Minimum Diameter of Pipe, Weight, In. (mm) Iblft (kglm) For Gate Fabric Height o16 ft. (1.8 m) or less: Up to and including 4 ft (12 m) Steel 2,375 (60.3) Aluminum 2.375 60,3) Over 4 to 10 ft (1.2 to 3.7 m) Steel 2.875 3.0 Aluminum 2.875 3.0 Over 10 to 1811(3.7 to 5.5 m) Steel 4.000 (101.6 Aluminum 4,000 (101.6) For Gate Fabric Height over 6 ft (1.8 m): Up to and including 6 ft (1.8 m) Steel 2.875 (73.0 Aluminum 2.875 (73.0 Over 6 to 12 ft (1.8 to 3.7 m) Steel 4.000(101.6 Aluminum 4.000 (101.6 Over 12 to 1811(3.7 to 5.5 m) Sled 6.625 (168.3 Over 18 to 24 fl(5..5 to 7.3 m) Steel 8.625 (219.1) 3,11 4.63 1.22 1.81 4,64 6.91 1,94 2.89 8,65 (12.88 2.99 (4.45 4.64 (7.04) 1.94 2.89 8.65 (12.88 2.99 (4.45rj 18.02 (26.82) 27.12 (40.36) Note: All gate posts shall be of sufficient strength so that the total deflection of the gate frame and the gate post at the end of the gate leaf shall not exceed the lesser of 2% of the gate leaf width or 4 in. When necessary to meet this requirement due to the total weight of the gate leaf the next larger size post listed in Table 7 shall be used. Table 8 - Minimum Requirements for Setting Industrial and Commercial Swing Gate Posts Gate Leaf Width Height Post Size Size of Hole Diameter Depth Specification Solid Rock Solid Rock F 900 Dirt or Concrete Dirt or Concrete 4 8 or less (1,2 m) 6 R. or less Steel 2.375 (60.3 min) (1.8m) Aluminum 2.375 (60.3 mm) Over 4 ft to 10 ft 6 ft, or less Steel 2.875 (73.0 mm) (1.2 m to 3.7 m) (1.8m) Aluminum 2.875 (73.0 rum) Over 10 ft, to 1811. 6 ft or less Steel 4.0 (101.6 min) (3.7 m to 5.6 m) (1.8m) Aluminum 4.0 (101.6 mm) 6 ft or less Over 6 8. Steel 2.875 (73.0 mm) (1.8 m) (1.8m) Aluminum 2.875 (73.0 mm) Over 6 ft. to 12 ft Over 8 ft. Steel 4.0 (101.6 mm) (1.8 m to 3.7 m) (1.8m) Aluminum 4.0 (101.8 mm) Over 12 ft to 18 ft Over 6 ft. Steel 6.625 (168.3 min) (3.7 m to 5.5 m) (1.8m) Over 18 ft to 24 ft Over 6 ft Steel 8.625 (219.1 mm) (5.5mto7.3m) (1.8m) 10 in. (254 mm) Post 0,D. + 1/2 in. 30 in. (762 mm) Post O.D. x 3 (+13 mm) 12 in. (304 min) Post O.D. + 12 in, 36 in. (914.5 min) Post O.D. x 3 (+13 mm) 14 in. (356.4 min) Post 0.D. + 1/2 in. 36 in. (914.5 mm) Post O.O. x 3 (+13 mm) 10 in, (254 mm) Post O.D. + 12 In, 36 in. (914.5 mm) Post 0.D. x 3 (+13 mm) 12 in. (304 mm) Post O.D. + 1/2 in. 36 in. (914.5 mm) Post O.D. x 3 (+13 mm) 16 in. (406.4 mm) Post O.D. + 1/2 in. 42 in. (1066 mm) Post O.D. x 3 (+13 min) 18 in. (4572 min) Post O.D. + 12 in. 48 in. (12 m) Post O.D. x 3 (+13 mm) 8 BRACE BANDS - GALVANIZED Regular - 3/4" Wide x 12 GA. Part No. Size 'Per Sack ihs Each Cr, Vs* 10301 • 10302. 10303 10304 10305 10307 10308 10309 1-3/8" 1-5/8" 1-7/8" 2-3/8" 2-7/8" 3-1/2" _„. 4" 4-1/2" 250 250 250 250 200 100 100 50 0.140 0 143 0 165 0.187 0.243 0 280 0.342 0.366 Square - 314" Wide x 12 GA. Part No. Size Per Sack Lbs Each 1-1/2" 2" 271/2" 3" 3-1/2" 4" 6" 0.176 0.215 0.235 0.280 0.360 0.385 0.587 TENSION BANDS - GALVANIZED Part No. Size Per Sack Lbs Each Heavy - Wide x I 8" 10202 10203 10204 10205 1-5/8" 1-7/8" 2-3/8" 2-7/8" 125 125 125 10207 10208 3-1/2" 4" 10209 10210 10211 4-1/2" 6-5/8" 8-5/8" 100 100 100 50 50 .... 50 0.320 0.350 0.410 0.420 0.531 0.590 0 650 ..... _ . 0.881 - - - - 1,060 Part No. Size Per Sack Lbs Each Regular - 3/4 Wide x 14 GA. 10101 10102 10103 ..... 1-3/8" 1-5/8" . _ ... . 10104 2-3/8" 10105 _ ..... 10107 10108 10109 2-7/8" 3-1 /2" 4,, 4-1 /2" 250 250 0.121 250 250 200 0.144 0.163 0.195 0 203 100 0.248 100 0.273 50 0,299 Part No. Size Per Sack Lbs Each Square - 3/4" Wide x 14 GA. 1-1/2" 2" 2-1/2" 3" 3-1/2" 4" 6" 0.150 - - - 0.175 - - • • 0.220 0.250 0.278 0.311 0.442 TENSION BARS - GALVANIZED Extra Heavy - flat - 3/4" Wide x 1/4" Part No. Size Per Bundle Lbs Each 13747 13746 13751 13755 13759 13703 13704 13705 13706 6 FT. 7 FT. 8 FT. 10 FT. 12 FT. _ . 13707 25 25 25 25 25 4FT. 25 . . _ 5 FT. 25 6 FT. 7 FT. 25 25 8FT. 25 3.485 4.080 4.500 5.875 7.070 1.800 2270 2.740 3.210 3.680 Regular - Flat - /8 Wide x 3/16" Part No. Size Per Bundle Lbs Each 13601 _ . .. 13602 3.5 FT. 13603 4 FT. 13604 13605 . 25 25 25 1.044 1.228 1.412 1.780 2.150 RAIL ENDS - GALVANIZED Part No. Size Per Sack Lbs Each Pressed Steel 12506_ 12508 -5/8" 1-7/8" 12510 2-3/8" 250 100 50 50 0.203 0.300 0.364 0.474 Part No. Size Per Sack Lbs Each Two Hole - Pressed Steel 12507 1-5/8" 1-7/8" 100 50 0.386 0.450 Part No. Size Per Sack Lbs Each Two Hole In Cap - Pressed Steel 9 POST CAPS Die Cast Aluminum Part No. Size Per Sack Lbs Each Galvanized h"iaileable t�. 11301 11302 11303 1304___ 1305 Part No. Lok-Tite Part No. Galvanized Pressed Steel 11601 11602 11603 _ 11604 11605 11607 _ 11608 11609 11610 10 1-3/8" 1-5/8" 1-7/8" 2-3/8" 2-7/8" Size 1-5/8" 1-7/8" 2-3/8" 2-7/8" 3-1/2" 4" 4-1/2" 8-5/8" 350 350 250 150 150 Per Sack 100 100 100 50 50 50 25 10 0.046 0.060 0.080 0.127 0.16C bs Each 0 410 0.580 0.919 1.285 1.470 1.709 2.425 s.e09 9.370 Size Per Sack Lbs Each 6-5/8" 200 125 100 50 0 119 0.146 0,205 0.269 0.375 0.600 _ 0.750 1 910 EYE TOPS Heavy Weight - 16 GA. Part No. Size Per Sack Lbs Each Galvanized Pressed Steel 12252 12253 12254 12255 Residential Part No. Galvanized Presses' Steel Galvanized Malleable Heavy Wall Die Cast Aluminum 12251 12250 11907 11908 1-7/8" x 1-3/8" x 1.3/ 12 100 100 50 50 0.430 0.500 0.633 0.765 0.243 0.190 1.058 1 065 1.356 Per Sack Lbs Each 0.220 0.250 TIE WIRES - ALUMINUM Part No. Size Per Box Lbs Each 6 GA. Aluminum - With Hook 23552 23553 23558 23559 2"LFor 1-7/8"OD 3 /4"1. For 2-3/8"OD O'If2L For 2.7/8" OD 14"L For 4" OD Per Box Lbs Each 9 GA. Aluminum - With Hook 3,700 0.013 3,100 0.015 3,000 0.016 1,000 0,017 21 HOG RINGS Galvanized or Vinyl Part No. Size Per Box LbslBox 23602 23600 9 GA. - CLASS 3 2,250 25 11 GA. 4,600 25 Galvanized B.O.E. Part No. Size Per Box LbslBox Aturn€nurn Part No. Size Per Box Lbs/Box 23608 9 GA. 2,637 10 22 HINGES - GALVANIZED Flat Wa I - 180 Degree Part No. Size Per Sack Lbs Each Bulldog Industrial Hinge Part No. Size Assembly - Pressed Steel Fits 1-5(8" or 1-7/8" Gates Assembly Includes One Each: Post Bracket, Gate Bracket, U-Bolt and Carriage Bolt) Per Sack Liu Each 15649 2-3/8" x 1-5/8" 10 15650 _215/8" x 1-7/87 ... ___1°.. 15651 2-7/8" ... 10... 15652 ...1° . 15653 V2" x ___ 10 15654 -1/2" x 1-7/8" 10 15655 4" x 1 5/8" 10 15656 4" x 1-7/8" 10 15657 4-1/2" x 1-5/8" 10 15658 4-1/2" x 1-5/8" 10 15659 6-5/8" x 1-5/8" 4 15660 6-5/8" x 1-7/8" 4 3.40 3.40 ___ 3.68 . _ 4.30 _ 4.30 4.70 4.70 5.10 5,10 7.25 7.25 34 FLOOR FLANGES - GALVANIZED Part No. Size Per Sack Lbs Each Steel Plates - With 518" Holes 10867 3" x 6" x 1/4" 25 19§§A._ 10869 ..... 6" x 6" x 1/4" ..... ....... 8" x 8" x 1/4" _ .... 25 ..... 20 1.323 2.260 .......... 4.409 SLEEVES - GALVANIZED Part No. Size Per Sack Lbs Each Tubular Type 12601 12602 12604 x 1" OD 6" x — 6" x 1-7/8" OD . . . 125 0.353 100 0.500 50 0.573 Part No. Size Per Sack Lbs Each Expansion Spring MISCELLANEOUS WIRE PRODUCTS Part No. Size Lbs/Each Marcelled Tension Wire 3541 7 GA. -11FT./LB Approx. 100 Lbs / Coil Class III Coating Part No. Size Lbs/Each Tension Wire 90129 9 GA.- 17 FT,/LB Approx. 100 Lbs / Coil 23 Bre FORK LATCH Galvanized Pressed Steel Includes bolt Less Sack Sack Sack Weight Price Price Size Item# City. Each Each Each 1 3/8" x 1 7/8" 13002 25 .92 lbs. 1 3/8" x 2 3/8" 13003 25 .96 lbs. 1 3/8" x 2 7/8" 13004 25 1.0 lbs. 1 5/8" x 1 7/8" 13005 25 1.0 lbs. 1 5/8" x 2 3/8" 13006 25 1.0 lbs. 1 5/8" x 2 7/8" 13007 25 1.0 lbs. 1 5/8" x 4" 13009 25 1.16 lbs. FORK LATCH Galvanized Iron 1 3/8" x 1 3/8" 13101 25 1.44 lbs. 1 3/8" x 1 7/8" 13102 25 1.48 lbs. 1 3/8" x 2 3/8" 13103 25 1.48 lbs. 1 3/8" x 2 7/8" 13104 25 1.52 lbs. 1 3/8" x 3 1/2" 13105 25 1.56 lbs. 1 3/8" x 4" 13106 25 1.60 lbs. 1 5/8" x 1 7/8" 13107 25 1.60 lbs. 1 5/8" x 2 3/8" 13108 25 1.64 lbs. 1 5/8" x 2 7/8" 13109 25 1.68 lbs. 1 5/8" x 3 1/2" 13114 25 1.80 lbs. 1 5/8" x 4" 13110 25 1.16 lbs. 1 7/8" x 1 7/8" 13111 25 1.60 lbs. 1 7/8" x 2 3/8" 13115 25 1.60 lbs. 1 7/8" x 2 7/8" 13112 25 1.64 lbs. 1 7/8" x 3 1/2" 13116 25 1.80 lbs. 1 7/8" x 4" 13113 25 1.96 lbs. FORK LATCH Special, Pressed Steel, Galv., assembled with bolts 1 3/8" x 1 3/8" 13021 25 .68 lbs. 1 7/8" x 1 3/8" 13022 25 .84 lbs. 2 3/8" x 1 3/8" 13023 25 .88 lbs. 0 2011 BUILDERS FENCE CO., INC, FLATBACK FORKLATCH Pressed Steel Size Latches Less Sack Sack Sack Weight Price Price Item# Qty. Each Each Each 1 3/8" fork 13204 25 .60 lbs. BUTTERFLY LATCH Clamps to gate frame 1 7/8" x 1 3/8" 13301 25 1.0 lbs. 2 3/8" x 1 3/8" 13302 25 1.0 lbs. 2 3/8" x 1 5/8" 13302-10 25 1.2 lbs. BUTTERFLY LATCH Flat back for wood post 1 3/8" 13321 25 1.0 lbs. SPRING LATCH Pressed Steel (without bolts) 1 3/8" frame 13501 25 .80 lbs. GATE LATCH - Uni•Latch Round Frame UL-101 15991 10 Weld -on UL-104 15997 10 2.2 lbs. Bolt -on 2.2 lbs. PRICES SUBJECT TO CHANGE WITHOUT NOTICE 8530 UNSWORTH AVE. 13111 DAHLIA ST. 8937 SAN FERNANDO RD. 1265 N. CUYAMACA ST. 10010 PORTLAND AVE. SACRAMENTO, CA 95828-1009 FONTANA, CA 92337-6902 SUN VALLEY, CA 91352-1410 EL CAJON, CA 92020-1549 TACOMA, WA 98445-3956 1-916-381-4065 1-909-350-9040 1-818-504-3700 1-619-449-0333 1-253-535-5500 Page 3 1 GATE HARDWARE U P EERING INC. Client: Revicr,va,, ad Appr1"-% 4 for Soec,'-'4: »kd Ace By F3 kcAjii:;:arits Date p (Writ STRUCTURAL CALCULATIONS N .."PROCON Ia c ,t it DEVELOPMENT INC. Project: Shasta Beverages Inc. — Q.A. Lab Location: 1227 Andover Park East, Tukwila, WA 98188 Building Code: 2015 IBC Plump File No: S.1902097 By: B.G.H. Date: March 19, 2019 Revisions: Delta 2 — Field 09/03 9 o3EXP/19/2o These calculations not valid unless signed and sealed in space above. WeBna )E COMPLIANCE APPROVED OCT 28 2019 City of Tukwila BUILDING DIVISION SION v 0 1 0 REC OCT 0 Wric consultants, LLC .-Li\tFD CITY OF A OCT 01 2019 PERMIT C NTER 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 tt Inc 61411110i II DESIGN LOADS: DEAD LOAD FLOOR: FLOORING PLYWOOD TRUSSES INSULATION MECHANICAL CEILING MISC. TOTAL LIVE LOAD STORAGE PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peicacom 3.00 psf 1.50 psf 3.00 psf 1.00 psf 1,50 psf 1.00 psf 1.00 psf 12.00 psf 100.00 psf eiSPEC. RedSpecTM by RedBuiItTM v7.1.6 Project: Project Location: Shasta Tukwila - QA Lab Folder: Folder Date: 3/19/19 5:01 PM Designer: BGH Comment: Type: Type copy 16" Red-I65TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (Ib) 59% 1653 2810 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment (ft-Ib) 99% 9137 9210 Floor(1000/0) 1.0D+1.0L All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 99% 0.700 0.708 L / 364 L / 360 1.0D+1.0L All Spans PASS Span Total 79% 0.839 1.063 L / 304 L / 240 1.0D+1.0L — All Spans PASS FloorChoice" Rating: 3.7 Performance rating Is based on: 24 oc (23/32", 3/4") sheathing, nailed only, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (Ib) (DOL%) 1417 (100) 1417 (100) Dead Reaction (Ib) 237 237 Total Reaction (Ib) (DOL%) 1653 (100) 1653 (100) Bearing Bottom Bottom Support Wall Wall Req'd Bearing, No Stiffeners (in) 2.70 2.70 Req'd Bearing, Stiffeners (in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. APPLICATION LOADS Type Units DOL Live Uniform psf Floor(100°/0) 100 A 21'- 3.0" Dead Partition Tributary Member Type 12 0 16" Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point Ib Floor(100%) 0 133.3 10'-7.5" Adds To Mechl Unit (400#/3) NOTES • Building code and design methodology: 2015 IBC ASO (US). • Deflection analysis Is based on composite action with 24 oc (23/32", 3/4") sheathing, nailed only. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Live load deflection meets code but may not meet RedBuilt"" recommendations. \Procon Development\Shasta Tukwila WA\S.1810010 Shasta - Tukwila, WA - Lab\Engineering\FloorJoist.red 3/19/2019 5:01:02 PM Project : Folder : Type copy Page 1 of 1 The products noted are intended for interior, untreated, non -corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt", RedSpec", Red-I45", Red-I45L", Red-I58", Red-I65", Red-I65T"", Red-I90", Red-I90H", Red-I9011S", Red-L", Red -LT", Red- Red-S", Red-M", Red-H", RedLam", FloorChoice" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2017 RedBuilt LLC. All rights reserved. • Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 r 42c Fax: (714) 385-1834 IONIP enIGIOVERRING 1.1C. Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5,10PM Wood Beam y # KW-06001611 Licen Description : N Header CODE REFERENCES ht File PAENERCALCIs.1810010.ec6 ENERCLC, INC. 1983-2018, Build:10.18,12,13 see: PLUMP ENGINEERING Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + 1,200.0 psi Fb - 1,200.0 psi Fc - PM 1,000.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 825.0 psi Density D(0.045) E: Modulus of Elasticity Ebend- xx 1 ,600.0ksi Eminbend - xx 580.0ksi 31.210 pcf D(0,1095 L(0,9125) Span = 4.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0120, L = 0.10 ksf, Tributary Uniform Load: D = 0.0150 ksf, Tributary Width = 3. DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 Width = 9.125 ft, (Floor) 0 ft, (Wall) 0.774 1 M 6x6 929.18 psi 1,200.00 psi 2.000ft Span # 1 0.043 in Ratio = 0.000 in Ratio = 0.051 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. aximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1 107 5.360 0 <360 941 >=240 0 <240 Design OK 0.485 : 1 6x6 82.38 psi 170.00 psi +D+L+H 3.547 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C EN C1 Cr Moment Values Cm C CL M IbF'b Shear Values V fv F'v +0+H Length = 4.0 ft +04.+H Length = 4.0 ft +D+Lr+H Length . 4.0 ft +D+S+H Length 4.0 ft +D+0.750Lr40.750L+H 0.129 0.081 0.90 1.000 1.00 1.00 1.00 1.000 1,00 1.00 1.00 0.774 0.485 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0,093 0.058 1,25 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.101 0.063 1.15 1.000 1.00 1.00 1.00 1.000 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 0.32 139,40 2.15 929.18 0.32 139.40 0.32 139.40 0.00 1080.00 0.00 1200,00 0,00 1500.00 0.00 1380.00 0.00 0.00 0.00 0.00 0.25 12.36 153.00 0.00 0,00 0.00 1.66 82.38 170.00 0.00 0.00 0.00 0.25 12.36 212,50 0.00 0.00 0.00 0.25 12.36 195.50 0,00 0.00 0.00 Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:10PM Wood Beam Description ; Load Combination (N) Header Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL File = RIENERCALC1s.1810010ac6 Software pyri ht ENERCAIC, INC. 1983-2018, Build:10.18 12.13 . Licensee: PLUMP ENGINEERING INC, Moment Values Shear Values Pb V N Pi/ Length = 4.0 ft 1 0.488 0.305 1,25 1,000 1.00 1,00 1,00 1.00 1.00 +0+0,750L+0,750S+H 1,000 1.00 1,00 1.00 1.00 1,00 Length = 4.0 ft 1 0,530 0.332 1.15 1.000 1.00 1.00 1.00 1.00 1,00 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4,0 ft 1 0.073 0,045 1,60 1.000 1.00 1.00 1.00 1.00 1.00 +0+0.70E41 1.000 1.00 1.00 1,00 1.00 1.00 Length = 4.0ft 1 0.073 0,045 1.60 1,000 1.00 1.00 1,00 1.00 1.00 +0+0,750Lr+0.750L+0,450W+H 1.000 1.00 1.00 1.00 1,00 1.00 Length = 4.0 ft 1 0.381 0.239 1.60 1.000 1.00 1,00 1.00 1.00 1.00 40+0.750L+0.750S+0.450W+H 1.000 1,00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.381 0.239 1.60 1.000 1.00 1,00 1.00 1.00 1.00 +0+0.750L+0,750S+0.5250E+H 1.000 1.00 1,00 1.00 1,00 1.00 Length = 4.0 ft 1 0.381 0.239 1.60 1.000 1.00 1,00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1,000 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.044 0.027 1.60 1.000 1.00 1,00 1.00 1,00 1.00 +0,600+0.70E+0,60H 1,000 1.00 1.00 1.00 1.00 1,00 Length = 4.0 tt 1 0.044 0.027 1.60 1.000 1.00 1.00 1.00 1,00 1.00 Overall Maximum Deflections 1,69 731,73 1500.00 1.31 64.87 212.50 0,00 0,00 0.00 0.00 1.69 731.73 1380.00 1.31 64,87 195.50 0.00 0.00 0.00 0.00 0,32 139.40 1920.00 0.25 12.36 272.00 0.00 0.00 0.00 0.00 0,32 139.40 1920,00 0,25 12.36 272.00 0.00 0,00 0.00 0,00 1.69 731.73 1920,00 1.31 64.87 272,00 0.00 0.00 0.00 0.00 1,69 731,73 1920.00 1.31 64.87 272.00 0.00 0,00 0,00 0,00 1.69 731.73 1920.00 1.31 64.87 272.00 0.00 0.00 0.00 0,00 0.19 83.64 1920.00 0.15 7,41 272.00 0.00 0.00 0.00 0.00 0.19 83.64 1920.00 0.15 7.41 272.00 Load Combination Span Max. °-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions Load Combination 1 0.0510 2.015 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support2 Overall MAXimum 2.147 2.147 Overall MINimum 1.825 1.825 +D+H 0.322 0.322 +D+L+11 2.147 2.147 +D+Lr+H 0.322 0.322 +D+S+11 0.322 0.322 +0+0.750Lr+0.750L+H 1.691 1.691 +040.750L+0.750S+11 1.691 1.691 +0+0.60W+H 0.322 0.322 +0+0.70E+11 0.322 0.322 +D+0.750Lr+0.750L+0.450W+H 1.691 1.691 +0+0.750L+0.7508+0.450W+4-1 1.691 1.691 +0+0.750L+0.750S+0.5250E+H 1.691 1.691 +0.60D+0.60W+0,60H 0.193 0.193 +0.60D+0.70E+0.60H 0.193 0.193 D Only 0.322 0,322 Lr Only L Only 1.825 1,825 S Only W Only E Only H Only Plump Engineering, Inc. 914 E. Katella Ave, Anaheim, CA 92805 Phone: (714) 385-1835 1Y� Fax: (714) 385-1834 PLUMP ENGtRLLRING INC. Wood Beam Description : (N) Header Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:10PM File = P:IENERCALCls.1810010.ec6 . yright ENERCALC, INC.1983.2018, Build:10.18.12.13 Licensee PLUMP ENGINEERING'INC" 2,2 1,6 1,1 C E 0 2 0S MEMBER•-» 9 +6+H +6+6,66W+H 1 +6,666+6,16E+6.66H 0,38 039 .18 159 139 1 +D+L+H 1 +6+6,16E+H 239 239 320 359 Distance (ft) 1 +D+L +H 1 +D+S+N 0 +6+6.1561461S6ltH +6+6.1S61+6.7S65+H 1 +6+6.75614.1561+6.456W+H 1 +D+6.7561+6.7565+6.4S6W+11 1 +6+6.7S6L+6.7S6S+6.StSbE+H 1 +6,666+6.661+1+6.66H 4,0 2,2 11 •22 0 +6+H +6+6,66W+H 1 +5.66D+6.16E+6.66H 0,38 039 1,18 139 1.99 1 +6+1+H 1 4+6.16E4 239 239 320 359 Distance (ft) 1 +D+1i+H 1 +6+5+H 0 +6+6,756L1+6,1561+H C 4+6.191+6,7565+H 1 +D+6.75611+6,1561+6,456W+H 1 +6+6,7561+6,7565+6.456111+H 1 +6+6,7561+6,1565+6.StS6E+H 1 +6.666+6,6646.66H 4,00 Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 PLUMP ENCINtEPING Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:10PM Wood Beam Description : (N) Header File = P:IENERCALOs.1810010.ec6 Software copyrlght ENERCALC, INC, 1983-2018, Build:1818.12.13 Licensee : PLUMP ENGINEERING INC.= iDerl (in) MEMBER...» •0,013 .0,0/6 ;0,039 0,38 0 +DO I +D+101 +D+0.661V+il Ei +1)+6.76E+H I +6.666+6.71)E4D1 1 DOmfy EOnly UN0iIy 027 1,17 136 1,55 23S 234 3.14 3,53 Distance (ft) 1 +D+1.101 1 +614+11 114+6,75514,7501+1i +D4751+63954 1 +6+6,75614.1S01+0.450111+11 1 +D+0.75614.1S0S+0.4S61,1+1i 1 +D46.756L+1).751:1c+D.SZSDE+11 1 +0.604,601+11.6DH I ti0gly lC'Iy SOnly WONly 3.93 Plump Engineering, Inc. 914 E. KateIla Ave, Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 p., IIII II* INC. Project Title: Shasta - Tukwila Engineer: BGH Project ID: S.1810010 Project Descr:QA Lab Printed: 3 SEP 2019, 11:16AM ood Beam #.; KW-06001611 . DESCRIPTION: (N) Storage Room Ceiling CODE REFERENCES Software cop File = PAENERCALC15.1810010.ec6 . ht ENERCALC, INC. 1983-2019, Build:12.19.8.23 . , • PLLIMP EtsIGINEEF2INg1!+!Cii Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb + Fb - Fc - Pill Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasticity Ebend- xx 1 ,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210pcf D(0.015996) Lr(0.02666) 2x6 Span = 6.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D 0,0120, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. 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 0.217. 1 Ma 2x6 317.35psi 1,462.50psi +D+Lr+H 3.000ft Span # 1 0.023 in Ratio = 0.000 in Ratio -= 0.039 in Ratio = 0.000 in Ratio = ximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs 3063 >=240 0 <240 1837 >=180 0 <180 Design OK 0.092 : 1 2x6 20.70 psi 225.00 psi +D+Lr+H 0.000ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span # M V Cd CFN Cj C Moment Values Shear Values C t c M fb F'b V fv Fv +D+H Length = 6.0 ft +D+L+H Length = 6.0 ft +D+Lr+H Length = 6.0 ft +D+S+H Length = 6.0 ft +D+0.750Lr+0.750L+H Length 6.0 ft +0+0.750L+0,750S+H Length = 6.0 ft +0+0.60W+H 1 0.121 1 0.109 1 0.217 1 0.094 1 0.184 1 0.094 0.051 0.046 0.092 0,040 0.078 0.040 0.90 •1.00 1.25 1.15 1.25 1.15 1.300 1.00 1.00 1.300 1.00 1.00 1.300 1.00 1.00 1.300 1.00 1.00 1.300 1.00 1.00 1.300 1.00 1,00 1.300 1.00 1.00 1.300 1.00 1.00 1.300 1.00 1.00 1.300 1.00 1,00 1.300 1.00 1.00 1.300 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 1.00 1.00 1.00 0,08 126.99 0,08 126.99 0.20 317.35 0.08 126.99 0.17 269.76 0.08 126.99 0.00 1053.00 0.00 1170,00 0.00 1462.50 0.00 1345.50 0.00 1462.50 0.00 1345.50 0.00 0.00 0.05 0.00 0.05 0.00 0.11 0.00 0.05 0.00 0.10 0.00 0.05 0.00 0.00 8.28 0.00 8.28 0.00 20,70 0.00 8.28 0.00 17,60 0.00 8.28 0.00 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207,00 0.00 Plump Engineering, Inc* 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 ,z= Fax: (714) 385-1834 PLUMP 11101111M110 INC. Project Title: Shasta - Tukwila Engineer: BGH Project ID: 8.1810010 Project Descr:QA Lab Printed: 3 SEP 2019, 1 1:16AM Wood Beam DESCRIPTION: (N) Storage Room Ceilin Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C Cr Cm C t CL File = PAENERCALCIs.1810010.ec6 Softwateco� rhhtENERCALC, INC. 1983-2019, Build:12.19.8.23 . Moment Values M fb F'b PLuNIP ENGINEERiNGINC," Shear Values V iv F'v Length = 6.0 ft 1 0.068 0,029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 126.99 1872.00 0.05 8.28 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.029 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.08 126.99 1872,00 0.05 8.28 288.00 +0+0.750Lr+0.750L+0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6.0 ft 1 0.144 0.061 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.17 269.76 1872.00 0.10 17,60 288.00 +0+0.750L+0.750S+0.450lN+1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.029 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 126.99 1872.00 0.05 8.28 288.00 +D+0.750L+0,750S+0.5250E+H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.029 1,60 1.300 1.00 1.00 1.00 1,00 1.00 0.08 126.99 1872.00 0.05 8.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.041 0.017 1.60 1.300 1.00 1.00 1.00 1,00 1.00 0.05 76,19 1872,00 0.03 4.97 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 6,0 ft 1 0.041 0,017 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.05 76.19 1872.00 0.03 4,97 288.00 Overall Maximum Deflections Load Combination Span Max. "-* Deft Location in Span Load Combination Max. Deb Location in Span +D+Lr+H 1 0.0392 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.133 0.133 Overall MINimum 0.080 0.080 +D+H 0.053 0.053 +D+L+H 0.053 0.053 +D+Lr+H 0.133 0.133 +D+S+H 0.053 0.053 +0+0.750Lr+0.750L+H 0,113 0,113 +D+0.750L+0.750S+FI 0,053 0.053 +D+0.60W+H 0.053 0.053 +D+0.70E+H 0.053 0.053 +D+0.750Lr+0.750L+0.450W+H 0.113 0.113 +0+0,750L+0.750S+0,450W+H 0.053 0.053 +0+0.750L+0,750S+0.5250E+H 0.053 0,053 +0.60D+0.60W+0.60H 0.032 0.032 +0.60D+0.70E+0.60H 0.032 0.032 D Only 0.053 0,053 Lr Only 0.080 0.080 L Only S Only W Only E Only H Only Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 p mp, Fax:(714)385-1834 IICIN4IRIIIY INC. Wood Beam l# KW0600i61,1' DESCRIPTION: {N) Starage Room Ceiling Project Title: Shasta - Tukwila Engineer: BGH Project ID: S.1810010 Project Descr:QA Lab Printed: 3 SEP 2019, 11:16AM File = P:IENERCALCIs.1810010,ec6 Software copyright ENERCALC, INC.1983-2019, Build:12.19.8,23 PLUMPENGtNEERINg114.2a 020 0.15 0,10 OMS 6,6DW+N 6,7DE+6.6611 0,14 0,07 MEMBER-» •0101 .0.14 +6.66W+N 6D+6.10E+6.66N 0,55 1 +D+L+N 0 +6+6.76E+11 1,14 1,73 2,30 2,89 3,48 4,05 4,64 523 5,80 i istarxe (ft) 1 +D+LI+H 1 +D+S+N O +D+D.1S611+D.7561+N +6+6.7S61+6,1S6S+N 1 +D+6.15011+6.101+6.4SOW+N 1 +D+4.7561+6.JS6S+6.45611(01 1 +D+61541+6.1565+6.StS6E+N 1 +6.66D+6.66W+6.6611 0,55 1,14 133 230 2,89 3,48 1 +DtL+N 0 +D+6.76E+11 4,05 4.64 5,23 520 Distance (ft) 1 +Dt1101 1 +D+S+N 0 +D+615611+61SDL4 2 +4+6.1S010.1S65+11 1 +D+D.1StL1+4.70L+6.4S016N 1 +D+6.7561+6.1S6S+6.4S0W+8 1 +D+6,7501+0.1S15+6,S?StE+11 1 +6.66D+DIDW+6.60N Plump Engineering, Inc. 914 E. Katella Ave, Anaheim, CA 92805 Phone: (714) 385-1835 M � Fax: (714) 385-1834 IIIIIIIIII II6. Wood Beam Lied# Kw=06001611_ DESCRIPTION: (N) Storage Room Ceiling Project Title: Shasta - Tukwila Engineer: BGH Project ID: S.1810010 Project Descr:QA Lab Software yn Printed: 3 SEP 2019, 11:16AM File = P:IENERCALC1s.1810010.ec6 . ENERCALC, INC.1983-2019, Build:12.19.8,23 PLUMP ENGINEEEtING'1NG ©efl [In) [ +D+H 0460111+11 1 +6.66D+6,IDE+D.66H •: EOnly 0S5 1,12 1,69 226 2,82 3,39 1 +D+L+H ®+D+D.IDE+H 1 DOnly H OIIy 4,9 5,10 5,61 Districts (ft) 1 +D+U+H 1 +D+S+H D +D+D.IS6h+D,7561+H "+D+6J561+6JS6S+H 1 +D+6,1501'+0,756L+6.456W+H 1 +D+6.IS61+6.7SDS+6AS6W+H 1 +D+D.1S61+0,ISDS+6,SZSDE+H 1 +6,666+6.66W+6.66H hOnly LOnly S0nfy 1 WOnly CE) (1 $c-Pf f4eCie._ Results for LC 1, DL Plump Engineering, Inc BGH SK Slab Check Mar 19, 2019 at 5: 2 P S.1902097 CO 0-new.fnd LO/O Loads: DL - Dead Load Results for LC 1, DL Plump Engineering, Inc BGH Slab Check SK - 2 Mar 19, 2019 at 5:12 PM S.1902097 S.1810010-new.fncl Loads: LL - Live Load Results for LC 1, DL Plump Engineering, Inc BGH Slab Check SK-3 Mar 19, 2019 at 5:12 PM S.1902097 S.1810010-new.fnd Company Plump Engineering, Inc BGH thRis JobNumber : : S.1902097 A l'A= vIET!,;C:KK Ce".^PANY Model Name : Slab Check Mar 19, 2019 5:14 PM Checked By: GMP Slabs 1 Label Thickness [in] S1 6 Material Local Axis Angle [deg] Analysis Offset [in] Conc3000NW 0 0 General Design Parameters 1 Label TvrcaI Max Bending Chk 1 Max Shear Chk 1 Top Coverlin] 3 Bottom Cover[in Soil Definitions 1 Label Subgrade Modulus[lb/inA3] Default 150 Allowable Bearingfksf] .5 Depth Properties Default? None Yes Point Loads and Moments (Cat 1 : DL) Label Direction Ma nitude k k-ft 1 N2 Y .068 2 N3 Y .068 3 N43 Y .068 4 N13 Y .068 5 N17 Y .068 6 N18 Y .068 7 N44 Y .068 8 N30 Y .068 9 .N28 Y .068 10 N29 Y .068 11 N11 Y .068 12 N12 Y .068 13 N4 Y .09 14 N5 Y .09 15 N14 Y .09 16 N15 Y .09 17 N26 Y .09 18 N25 Y .09 19 N31 Y .09 20 N32 Y .09 21 N23 Y .09 22 N24 Y .09 23 N25 Y .412 24 N26 Y .412 25 N17 Y .309 26 N18 Y .309 27 N14 Y .277 28 N15 Y .277 29 N43 Y .208 30 N13 Y .208 31 N31 Y .219 32 N32 Y .219 33 N44 Y .164 34 N30 Y .164 35 N5 Y .029 36 N4 Y .029 37 N2 Y .022 38 N3 Y .022 39 N11 Y .022 40 N12 Y .022 41 N28 Y .022 42 N29 Y .022 43 N44 Y .022 RISAFoundation Version 10.0.3 [P:\RISA FND\S.1810010-new.fnd] Page 1 Company : Plump Engineering, Inc : BGH MbRisA JDoebsignuemrber : 8.1902097 Nr-NiFTSr.HFK CCWANY Model Name : Slab Check Mar 19, 2019 5:14 PM Checked By: GMP Point Loads and Moments (Cat 1 : (Continued) Label Direction Ma nitude k k-ft 44 N30 Y .022 45 N31 Y .029 46 N32 Y .029 47 N23 Y .029 48 N24 Y .029 49 N43 Y .022 50 N13 Y .022 51 N14 Y .029 52 N15 Y .029 Point Loads and Moments (Cat 2 : LL) M ni de k k- 1 N25 Y 1.875 2 N26 Y 1.875 3 N43 Y .945 4 N13 Y .945 N14 Y 1.26 6 N15 Y 1.26 7 N17 Y 1.406 8 N18 Y 1.406 9 N44 Y .745 10 N30 Y .745 11 N31 Y .994 12 N32 Y .994 13 N2 Y .1 14 N3 Y .1 15 N11 Y .1 16 N12 Y .1 17 N43 Y .1 18 N13 Y .1 19 N28 Y .1 20 N29 Y .1 21 N44 Y .1 22 N30 Y .1 23 N4 Y .267 24 N5 Y .267 25 N14 Y .267 26 N15 Y .267 27 N31 Y .267 28 N32 Y .267 29 N23 Y .267 30 N24 Y .267 Line Loads and Moments (Cat 1 : DL) End a te - 1 Ni N2 Y .15 .15 2 N3 N4 Y .15 .15 3 N5 N6 Y .15 .15 4 N10 N11 Y ,15 .15 5 N12 N43 Y .15 .15 6 N13 N14 Y .15 .15 7 N15 N9 Y .15 .15 8 Ni N7 Y .15 .15 9 N7 N8 Y .15 .15 10 N16 N8 Y .15 .15 11 N16 N17 Y .15 .15 RISAFoundation Version 10.0.3 [P:\RISA FNIMS.1810010-newind] Page 2 Company Plump Engineering, Inc N��� � BGM ����� Job Number ��1��� ��������� = Model Name 'Slab Check Mar 19,2018 5:14PM Checked By: GMP Line Loads and Moments (Cat 1 : DO (Continued) Start Point End Poini Direction Start Maqnitudefk/ft.k-ft/ft End Maqnitudefktft.k-fVft 12 N18 N20 Y .15 .15 13 N21 N20 Y .15 .15 14 N22 N23 Y .15 .15 15 N24 N21 Y 15 ]5 16 N29 N44 Y 15 15 17 N30 N31 Y .15 15 18 N32 N10 Y .1's 15 19 N27 N28 Y 15 .15 20 N10 N25 Y 15 .15 21 N26 N27 Y 15 15 22 N10 N45 Y .239 .239 23 N45 N25 Y 206 .206 24 N26 N27 Y .208 .208 25 N18 N10 Y .206 .206 28 N18 N17 Y .206 .206 27 NQ N8 Y .239 .239 28 N1 N7 Y .189 .139 29 NO N43 Y .139 .138 30 N13 N14 Y 139 .139 31 N15 NQ Y .139 �139 32 N21 N20 Y .109 .109 33 N22 N44 Y .109 .109 34 N30 N31 Y .108 .100 35 N32 N19 Y .109 .109 36 N10 NB Y .015 .015 37 N27 N28 Y .015 .015 38 N%A N22 Y .015 .015 39 N30 N31 Y .015 .015 40 N32 N19 Y .015 .015 41 N10 N11 Y .015 .015 42 N12 N43 Y �016 .015 43 N13 N14 Y .015 .015 44 N15 N8 Y .015 .015 45 N1 N2 Y .015 .015 46 N3 N4 Y '015 .015 47 N5 NO Y �015 .015 48 N7 N9 Y �015 .015 48 N19 N20 Y .015 .015 50 N24 N21 Y .015 .015 51 N22 N23 Y .015 .015 Line Loads and Moments (Cat 2: LL) Start Point �End Point 0ecti Start MonoitudeUoft.k' nitud��k- 1 N10 N45 Y 1.087 '1.087 2 N0 N8 Y 1.007 1.087 3 N25 Y .938 .938 4 _-JN45 N28 N27 Y .938 .938 6 N1 N7 Y �63 .63 G N8 N43 Y .83 63 N13 N14 Y .63 03 _7 8 N15 N8 Y .63 63 9 N21 m20 Y .497 .407 10 N22 N44 Y .497 .487 11 N30 N31 Y .497 .497 12 N32 N19 Y .497 .497 13 N16 N17 Y .938 .938 R|SAFoundaUonVersion 1O.O.3 [PARI8AFND\S181OO1O'naw.fndl Company : Plump Engineering, Inc : BGH thRisA 1.:itignuemrber : S.1902097 NE%IETSCHFK C Model Name : Slab Check Mar 19, 2019 5:14 PM Checked By: GMP Line Loads and Moments (Cat 2 : LL) (Continued) Start Point End Point Direction Start Ma nitude kfit k-ft/ft End Ma nitude kift k-ft/ft 14 N18 N19 Y .938 .938 15 N27 N28 Y .067 .067 16 N29 N22 Y .0.7 .067 17 N22 N23 Y .067 .067 18 N24 N21 Y .067 .067 19 N19 N20 Y .067 .067 20 N22 N44 Y .067 .067 21 N30 N31 Y .067 .067 22 N32 N19 Y .067 .067 23 N16 N8 Y .067 .067 24 N10 Nil Y .067 .067 25 N12 N43 Y .067 .067 26 N13 N14 Y .067 .067 27 N15 N9 Y .067 .067 28 Ni N2 Y .067 .067 29 N3 N4 Y .067 .067 30 N5 N6 Y .067 .067 31 N7 N9 Y .067 .067 Load Combinations 1 Label So..Se., A. , SF Cat,..Fac.. Cat, Fac.. Cat.. Fac.. Cat,. Fac.. Cat...Fac.. at...Fac,. Cat- ac,. Cat_ F c Cat.. Fac.. Cat...Fac.. DL Yes Yes 1.5 DL 1 2 DL+LL Yes Yes 1.5 DL 1 LL 1 3 1.4DL Yes DL 1.4 4 1.2DL+1... Yes DL 1.2 LL 1.6 Slab Sliding Safety Factors LC Slab An le d Va- 1 Si 0 0 27.073 0 27.073 9.999+ .999+ Si2 2 47.345 0 47.345 9.999+ 9,999+ Slab Overturning Safety Factors LcL Stab An le de M - k- - k- - - - - 1 Slab Overturning Safety Factors LcL Stab An le de M - k- - k- - - - - 1 1 S1 0 0 3616.37 0 1788.805 9.999+ 9.999+ 2 2 S1 0 0 6314.071 0 3111.23 9.999+ 9.999+ Envelope Slab Soil Pressures 1 Label UC Si .891 LC 2 Soil Pressurejksf] .446 Allowable Bearince5f] .5 Point N397 RISAFoundation Version 10.0.3 IPARISA FNMS.1810010-new.fnd] Page 4 Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 PLUM* f*$ IRC. Project Title: Shasta - Tukwila Engineer: BGH Project ID: S.1810010 Project Descr: QA Lab Printed: 3 SEP 2019, 5:14PM Wood Column DESCRIPTION: (N) 2x6 Stud Code References File = RIENERCALC16,1810010.ec6 areright ENERCALC, INC, 1983-2019, Build:12.19.8.23 , grIG11`,1!!Eri9 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 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 + 900.0 psi Fb - 900.0 psi Fc - PrII 1,350.0 psi Fc - Perp 625.0 psi E : Modulus of Elasticity Basic Minimum Applied Loads AXIAL LOADS . . Pt,. 12 ft€ 2.2.1.2;41-) Nit) r. Floor: Axial Load at 8.670 ft, D = 0.1780, L = 1.484 k tbork BENDING LOADS ... Interior Wind: Lat, Uniform Load creating Mx-x, W = 0.0110 k/ft DESIGN SUMMARY LP Oa ( I6112) it pii Fv Ft Density 8.67 ft 180.0 psi 575.0 psi 31.210 pcf x-x Bending y-y Bending 1,600.0 1,600.0 580.0 580.0 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1,600.0 ksi 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 1.30 8.250 in^2 Cf or Cv for Compression 1.10 20.797 in^4 Cf or Cv for Tension 1.30 1.547 in"4 Cm Wet Use Factor Ct : Temperature Factor Cfu Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are .. Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.2079 :1 +D+L+H Comp Only, fc/Fc' 0.0 ft 1.662 k 0.0 k-ft 0.0 k-ft 968.77 Psi 0.01806 :1 +D+0.60W+H 0.0 ft 5.202 psi 288.0 psl 1.0 1.0 1.0 1.0 NDS 1532 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8.67 ft, K 1 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.04769 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along v•Y 0.04248 in at 4.364 ft above base for load combination W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending 0.04769 k 0.0 k Compression Tension Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D-•0.750Lr40.750L+H +D+0.750L+0.750S+H +D+0.60VV+H +D+0.70E+H +D+0.750Lr+0.750L+0,450W+H +D+0.750L+0.750S+0.450W+H +04.0 .750L +0.750S +0.5250E 4-H Maximum Axial + Bending Stress Ratios CD C p Stress Ratio Status Location 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 0.690 0.652 0.568 0.600 0.568 0.600 0.475 0.475 0.475 0.475 0.475 0.02340 0.2079 0.02046 0.02105 0.1484 0.1527 0.05379 0.01912 0.1387 0.1387 0.1387 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 4.364ft 0.0 ft 0.05819 ft 0.05819ft 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 0.0 0.0 0.0 0.0 0.0 0.01806 0.0 0.01355 0.01355 0.0 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 8.670 ft 8.670 ft 8.670 ft 8.670 ft 8.670 ft 8.670 ft 0.0 ft 6.670 ft 0.0 ft 0.0 ft 8.670 ft Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 , limp,. Fax: (714) 385-1834 p. Project Title: Shasta - Tukwila Engineer: BGH Project ID: S,1810010 Project Descr:QA Lab Printed: 3 SEP 2019, 5:14PM Wood Column Lic. # KVV-06001611 DESCRIPTION: (N) 2x6 Stud Load Combination Results So coPYrI File= PAENERCALCI.s.1810010.ec6 ht ENERCALC, INC. 1983-2019, Build:12.19.8.23 . PLUMP ENGINEERING th4C„', Load Combination +0.60D+0.60W+0.60H +0,60D+0.70E+0.60H Maximum Reactions Load Combination +0+H +0+L+H +0+Lr+H +0+S+H +040.750Lr+0.750L+H +0+0.750L+0.750S+H +0+0.60W+H +0+0.70E+11 40+0.750Lr+0.750L+0,450W41 +0+0.7501.+0.750S+0.450VV+H +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0,60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only CD Cp 1.600 0.475 1.600 0.475 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.05321 PASS 4.364 ft 0.01147 PASS 0.0 ft X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Top @ Base @ Top Maximum Deflections for Load Combinations 0,029 0.029 0,021 0.021 0,021 0.021 0.029 0.029 0.048 0.048 Axial Reaction @ Base 0.178 1.662 0.178 0.178 1.291 1.291 0.178 0.178 1.291 1.291 1.291 0.107 0.107 0.178 1.484 Maximum Shear Ratios Stress Ratio Status Location 0.01806 PASS 0.0 ft 0.0 PASS 8.670 ft Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 404-H +D+L+H +0+Lr++1 +0+S+H +D+0.750Lr+0.750L+1-1 -f0+0.750L+0.750S+H +D+0.60W++1 +0+0.70E+H +0+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E4i +0,60D+0.60W+0,60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.025 in 0.000 in 0.019 in 0.019 in 0.000 in 0.025 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.042 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 4.364 ft 0.000 ft 4.364 ft 4,364 ft 0.000 ft 4.364 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 4.364 ft 0.000 ft 0.000 ft Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 1 gra iit= Fax: (714) 385-1834 PLUMP INIINE111110 INC. ood Column Lic. #: KW-06001611 DESCRIPTION: (N) 2x6 Stud Sketches 1.50 in Project Title: Shasta - Tukwila Engineer: BGH Project ID: S.1810010 Project Descr:QA Lab NOON yrigh Printed: 3 SEP 2019, 5:14PM Rio=PAENERCALCIs.1810010.K6 . LC, INC. 1 1 , Build:12.198 23 . PLUMP ENGINEERING INC,' PECIAL INSPECTION & STRUCTURAL OBSERVATION - SK SHEETS.DWG LAB\ACAD\STRUCTURA TUKWILA, WA - PLANT MODIFICATION\ 19020 WILA WA\A.1902097 SHAST OPMENT\SHASTA FILE STRUCTURAL OBSERVATIONS REQUIRED CONSTRUCTION STAGE ELEMENTS/CONNECTIONS TO BE OBSERVED DATE TO BE INSPECTED FOUNDATION SILL ANCHOR SIZE AND SPACING WALLS SHEAR WALL NAILING & BLOCKING FLOOR A35 & LTP5 FRAMING CLIPS, TRUSS BLK'G AT BEARING WALLS, TRUSS WEB BLK'G, DIAPHRAGM NAILING SPECIAL INSPECTIONS REQUIRED ELEMENTS TO BE INSPECTED DATE TO BE INSPECTED EPDXIED ANCHOR ALL EPDXY ANCHOR SYSTEMS INCLUDING CLEAN OUT AND INSTALLATION Dm .1. ,. NO. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 28 2019 City of Tukwila BU 1 DING DIVISION CnY OCT 01 2019 rE M T CENTER Project: SHASTA - TUKWILA - Q.A. LAB Sheet Title: f"'-- STRUCTURAL OBSERVATION & SPECIAL INSPECTION SCHEDULE PLUMP ENGINEERING INC. CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE, ANAHEIM, CA 92805 P 17141 385-18335 9714) 385•1834 www.peico.com Project # S.1902097 Date 09/25/19 Sheet SK1 Aletv a Benet Beatty company Shasta Beverages INC., FILE 4151st Ave North, Suite 400 Seattle, WA 98109 HSW has reviewed the following sets of drawings for Shasta Beverages INC. at 1227 Andover Park E. Tukwila, WA 98188 comparing drawing details to work in place onsite: Q.A. Lab dated 3/22/2019 Break room dated 4/22/19 Below are pictures of existing conditions along with a brief description of findings. Due to existing work currently in place we were not able to verify all details. In some locations, additional demolition will be required to verify existing conditions match drawing details. Regards, Chris Davis Senior Service Group Mgr I Howard S. Wright, a Balfo 0: . I C: 253-350-7542 I E: davisc@hswc.com 415 1st Avenue North, Suite 400, Seattle, WA 98109 www.balfourbeattyus.com Howavd S. Wright Batted, Beatty company REV REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 8 2019 City of Tukwila BUILDING DIVISION ON NO RECEIVE, OCT 0 iZ019 BHC Consultants, LLC rIECEiVED C 91 OF TU1:,..WILA I 0100 OCT 01 2019 PERT CENTER T 206-447-7654 I F 206-447-7727 I howardswright.com Gift HOWARSW960R2 2 Story building KEY - PEI RESPONSES HIGHLIGHTED TEXT ACCEPTABLE AS IS. Mens Locker Room door D2. Concrete appears to be cut flush with the exterior of the wall. Unable to confirm if it was poured back as a footing, size, Epoxy Dowels Or any reinforcing steel. - See revised Foundation Plan on Sheet S100 for confirmed footing width and depth. Footing width is noted on Sheet S100 and the depth is referenced on the applicable details on Sheet S400. The footing width and depth was confirmed using two methods. Method 1, destructive demo, drilling two footings in five locations to measure depth till reaching soil. Method 2 using Ground Penetrating Radar. Report to be provided for reference. - Unable to verify if epoxied dowels were installed. However, additional offset footing calcs wer provided to confirm they are not required for the design of the foundation. Womens Locker Room door D5. Concrete appears to be cut flush with the exterior of the wall. Unable to confirm if it was poured back as a footing, size, Epoxy Dowels Or any reinforcing steel. - See revised Foundation Plan on Sheet S100 for confirmed footing width and depth. - Unable to verify if epoxied dowels were installed. However, they are not required fo the design of the foundation. - See response at the top for additional information. Break Room door D6. Concrete appears to be cut flush with the exterior of the wall. Unable to confirm if it was poured back as a footing, size, Epoxy Dowels Or any reinforcing steel. - See revised Foundation Plan on Sheet S100 for confirmed footing width and depth. - Unable to verify if epoxied dowels were installed. However, they are not required for the design of the foundation. - See response at the top for additional information. North side of building on the west end. Concrete appears to be cut along the entire north side 13" north of the exterior of the wall. Unable to confirm if it was poured back as a footing, size, Epoxy Dowels Or any reinforcing steel. - See revised Foundation Plan on Sheet S100 for confirmed footing width and depth. - Unable to verify if epoxied dowels were installed. However, they are not required fo the design of the foundation. - See response at the top for additional information. Along the west side of the building. Concrete appears to .be ctt flush with the exterior of the wall. Unable to confirm if it was poured back as a footing, size, Epoxy Dowels Or any reinforcing steel. - See revised Foundation Plan on Sheet S100 for confirmed footing width and depth. - Unable to verify if epoxied dowels were installed. However, they are not required fo the design of the foundation. - See response above for additional information. list side 11' of South end. Checked fietTnailing pattern. about 50% of the field nailing s_withj per to 34 undue - All sheathing must be removed and reinstalled with proper blocking and hardware per Detail 10/S301. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. ire East sidajWillilliMili - All sheathing must be removed and reinstalled with proper blocking and hardware per Detail 10/S301. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. 1 9.1111kral engineer. also upon hole approval it is to be entirely within 1 sheet Sith apropriate blocking and nailing per note 2, detail 10 at S301. Butt joint goes through pip , unable No le - All sheathing must be ,e roved and reinstalled with proper blocking and hardware per Detail 10/S301. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. I lirrh si 'Mt end. Cllllllckec`id nail (rout 50% of the field nailing is withir.C. pi" d - All sheathing must be removed and reinstalled with proper blocking and hardware per Detail 10/S301. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. (tire East side oiilcg has trim .1111111MILYAMINITM - All sheathing must be removed and reinstalled with proper blocking and hardware per Detail 10/S301. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. on the 111101011111111111111111111PS ;U 9 - All insulation to be removed and disposed. New R-19 insulated to be installed. Visible stamp on 2x6 lumber indicates #2 lumber was used. Note 2 under framing lumber on S002, States 2"thick 4" to 8" wide studs to be # 1 or better. - Engineering has been updated to D.F. #2 for the 2x6 studs and they are acceptable for the design loads. West side of the building on the North end. Panel appears to be 19/32" thick T 1- l 1 per Alternate under Shear wall schedule Detail 10 on S301. No blocking or shear wall - All sheathing must be removed and reinstalled with proper blocking and hardware per Detail 10/S301. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. Stamp on back of plywood indicates rated siding 19/32" - 19/32" thick T1-11 rated siding is an approved alternate per shear wall schedule on Detail 10/S301. On the West side of the building pulling from the North end 5/8" Galvanized Rod with 3 "x3 "x 1 /4" Plate washer. Dimensions for 17 were pulled from 16. West side of the building pulling from the NalkdallIMPodililiF and flat washer. Hammer marks and concrete dust indicate wedge ichnr, I Triable to, •..�_ - New 5/8" diameter threaded rods with epoxy to be installed on West and East side of building per Detail 2/S200. Bottom plate 145 in 40 in--07/--46 in 34 in—÷14-34 in� -► 17 in 14— / 63 in / 102 in 1 148 in / 183 in ► < Nortl 217 in - New 5/8" diameter threaded rods with epoxy to be installed on West and East side of building per Detail 2/S200. Unable to verify anchor type, depth or process of installation. This wall 111111 be constructed as shear wall SW4. Anchor bolt spacing does not meet the 32" O.C. requirement of SW4 Detail 10 on S301. NW and NE Corners. Unable to verify 6x6 column or HDU2 per Foundation plan S100 - 6x6 post and HDU2 have been verified by removing a portion of the interior drywall. 6x6 column is in place, Unable to verify HDU2 per Foundation plan S100 HDU2 has been verified by removing a portion of the interior drywall. '' place, Unable to verify sill with is per schedule and 'A35' each sidpgper -'A35' have not been installed on each side of post per Detail 4/S400 and will need to be installed. S?V6 shear wall per foundation plan S100. No Induct stamp visible. Unable to verify 15/32 Iuctural 1 ply per Shear wall schedule detail 10 on Sol. Unable to verify sill bolts and washers per Stail 1 on S400. insufficiient nailing visij meet - All sheathing must be removed and reinstalled with proper blocking and hardware per Detail 10/S301. - New 5/8" diameter threaded rods with epoxy to be installed per Detail 2/S200 as required. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. Unable to verify 6x6 post or HDU2 per plan on S100 - 6x6 post and HDU2 have been verified by removing a portion of the interior drywall. able to veRIFFIR shear wall ndation plan S 100. Unable to bolts and washers per illikil,ik i. - All sheathing must be removed and reinstalled with proper blocking and hardware per Detail 10/S301. - New 5/8" diameter threaded rods with epoxy to be installed per Detail 2/S200 as required. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. 11111111111111•111WA-P—q. detail 4 on S400. Also king stud bell - 6x6 post has been verified by removing a portion of the outer sheathing. - 'A35' were not installed on each side of post per Detail 4/S400. However, HDU2 was installed at post so'A35' each side are not required at this location. - See Detail 8/S500 for additional framing clips required to support GLB. PPIIIIMM post in this location Unable I Verify HDU2. Glu Lam beam is 6 iiab 20 3/4". Not 5 1/8" by 16 1/2". Wan. tamed per plan, Simpson ST2215 all approved for this location per detail 877 - HDU2 to be installed per Detail 11 on Sheet S300 with Simpson 'Set-3G' Epoxy. - 5 1/2"x21" GLB is acceptable. - See revised Detail 8/S301 for additional framing clips required. - Sheathing must be installed with proper blocking and hardware per Detail 10/S301. - New 5/8" diameter threaded rods with epoxy to be installed per Detail 2/S200 as required. - Nailing will need to be installed to meet required field, boundary and edge nailing requirements. Verified 6x6 post, Unable to verify HDU2 per foundation plan S100. Lumber stamp indicates a #2 grade lumber not # 1 per note 2 under Framing Lumber on S200. - HDU2 has been verified by removing a portion of the outer sheathing. -D. F. #2 6x6 post is acceptable. 6x6 paPillig location. Safe to ume CBSQ is also ajilkhsill - See revised Foundation Plan on Sheet S100. 'A35' to be installed Detail 4/S400. 6x6 posts are approximately 17 1/2" North of location shown in the drawings inside the East and West walls. Unable to verify HDU2. - See revised Foundation Plan on Sheet S100 for updated 6x6 post locations. - HDU2 have been verified by removing a portion of the outer sheathing. Lsheathing shown as SW6 on S100. Unable to verify Si._ 1 bolts per detail 10 on S400. No vapor barrier per Shutle? nsulting Engineers request for inspectio . ted AM ftiMMIlk - Sheathing must be installed with proper blocking and hardware per Detail 10/S301. - 3x truss blocking (full height) must be installed per Detail 5 on Sheet 500. - Vapor barrier to be installed per Shutter Consulting Engineers request. - Second furred out wall has been added to Foundation Plan. - See revised Foundation Plan on Sheet S100 for additional 2-2x6 post and HDU2 required at each end of shear wall along grid line A. Co l6" on center ire - Simpson 'A35' framing clips to be installed per Detail 1 & 2/S500 and per shear wall schedule for proper shear transfer. Co web blockin ...or 2x6 blocking.per detail 3 on S500. - Web and 2x6 blocking to be installed per Detail 3/S500 No web blocking or 2x6 bloc - Web and 2x6 blocking to be installed per Detail 3 &4/S500. Truss blocking and web stiffeners appear to be in place correctly. Unable to verify nailing pattern and size. - It is acceptable with truss blocking and web stiffeners installed. No LPT5 @ lilt. per d SigeriatiaAatall,1 n run. ,fi.--1 - Simpson 'LPT5' to be installed per Detail 6/S500 and Detail 10/S301 for proper shear transfer. Detail 8 on S301 shows simpson ST6236 on top of the plywood ,,fiver the Beam. There is strap but its under the plywociLaulkai - See revised Detail 8/S301 for additional framing clips and strap required. - Simpson 'LPT5' to be installed per Detail 6/S500 for proper shear transfer. - Sheathing must be installed per Detail 10 on Sheet S301 as noted on Foundation Plan on Sheet S100. South wall against tilt up is supposed to have Simpson HTT5 32" O.C. per detail 5 on S500. - See revised Detail 5/S500. Simpson 'HTT5' are not required since loading at grid line A is resisted by wood shear wall. Conference room upstairs, Unable to verify any bottom plate DS screws per details 1,2,3,4,5 and 8 on S500. Unable to tirify header framing detail 5 on S301 around doors and ndows. GWB or siding will need to be removed. Unaldlle giiiiiiiiiiiiiiiiiiiiiiiiihaiiiiiiiiiaiiiiiikaillife - Demo of plywood sheathing on the outside will be required to confirm'SDS' screws were installed per Details 1, 2, 3, 4, 5 and 8/S500. - Header framing to be verified once outside plywood sheathing has been removed. - See revised Detail 6 & 7 on Sheet S500 for additional framing clips required as an alternate for the two rows of boundary nails. -fters" "joists" per note 6 detail 10 on S301. ell through single ( not double per 9 on S500) til ate. Unable t �z - See revised Detail 9 on Sheet S500 for additional framing clips required. No 6x6 per roof framing plan on S 102. Also no connection details in the drawings for this post. - 6x6 post is not required. See revised Sheet S102. Existing 2x6 @ 16" O.C. spanning from 4x12 to 4x12 shown on S102, are actually 2x4 - Call out on Sheet S102 has been revised to 2x4 @ 16" O.C. 1-1111.1.1 411111001111611 this unit has not been engineeill r this location. Unit was •ngineered to be partially an the 7 3/4" x 30" - See revised location of RTU2 and RTU1 on the Roof Framing Plan on Sheet S102. - Required strengthening has been referenced. existing 4x12 have not been strengthened per 11 on S400. 4x6 blocking was used instead of 4x8 'locking shown on S102. No •innection details in thg.iliavings fc>� �QchnurnnnCln7 - Existing 4x12 beams must be strengthened per detail 11/S400. - Structural calcs have been revised for 4x6 D.F. #2 and is acceptable. See revised Sheet S102. - See revised Detail 12/S500 for required hanger. • a so not rat abrrectly. Wrong si mber. No connec &tails in the drawl - Structural calcs have been revised for 4x6 D.F. #2 and is acceptable to support RTU1/ - See revised Sheet S102 and Detail 12/S500. groMMEMEMERd INfid not put back. No detail in the wings for how to relMillif - See added note #2 on Detail 12/S500 for connection of 2x4 joist to (N) 4x6. Lab II 1 4 S 4 Unable to verify Anchor bolts in wall per detail 1 & 6 on S300. - Anchors along grid line 7 were verified and do not meet spacing requirements per detail 1 & 6 on Sheet S300. - Demo of bottom portion of drywall will be required to verify expansion anchor size and spacing at remainder of walls. - Additional epoxied anchors to be installed per Detial 2 on Sheet S300 as required to meet spacing per Details 1 & 6 on Sheet S300. Verified lumber is 2x6 grade stamps shown are still mostly #2. Lumber grade supposed to be # 1 or better per note 2 under framing lumber on S001. - Structural calcs have been updated to D.F. #2. 2x6 D.F. #2 studs at 16" O.C. are acceptable. - Note #2 under Framing Lumber on Sheet S001 has been updated. No 6x6, assume no post base per detail 2 on S300. - Structural calcs have been updated to double 2x6 D.F. #2 post to confirm it is acceptable. - Lab Base Floor Plan on Sheet S101 has been updated to double 2x6 posts at location and Detail 2/S300 has been removed. No A35 pl.. on S4 • s. - Simpson 'A35' framing clips to be installed per Detail 4/S300 for proper shear transfer. - 2x blocking and Simpson "A35' framing clips to be installed per Detail 3/S300 for proper shear transfer. Visible lumber grades. 5 select, 8 #2 - Select and #2 are acceptable lumber grades for 2x6 studs. - Roof framing to be demoed and built per Detail 10/S300. - Header to be demoed and built per Detail 5/S200. Siding is 19/32" T 1-11. Unable to verify if T l -11 has been approved by engineer as a suitable alternative for sheathing. - 19/32" T1-11 is an acceptable alternative for the T&G plywood sheathing. Verified 5/8" T&G Plywood sheathing. Unable to verify APA grade stamps. - Boise Cascade representative was contacted to get confirmation of APA grade for pictured sheathing. - Pictured sheathing is 23/32" Boise Cascade Sturd-I-Floor Plywood Sheathing and is APA certified. (S) _it_ UNDERGROUND UTILITY DETECTION & INSPECTIaN SERVICES LOCATESLTD Ground Penetrating Radar Report Pro' ect: 1227 Andover Park E Tukwila, WA, 98188 Prepared For• Plump Engineering Pre areal B : C-N-I Locates Ltd. EM & GPR Technicians PO Box 7740 Bonney Lake, WA 98391 Ph: 253-826-1177 Fax: 253-826-2232 INTRODUCTION C-N-I Locates Ltd. was hired by Plump Engineering to locate the position and size of interior footing at 1227 Andover Park E. Samples were taken throughout the entire area to ensure footing matched what was documented on the as -built. GEOPHYSICAL METHODOLOGY AND EQUIPMENT The Geophysical Survey Systems SIR 3000 Ground Penetrating Radar (GPR) system with the 400/900 MHz ground antenna was used to identify the location of any UST that may be present in the area. GPR is a non-destructive geophysical device used for subsurface exploration and operates by transmitting an electromagnetic pulse from an antenna into the ground and then capturing the partial reflections from subsurface layers. Any other material of carried density (soil vs. metal) will either speed up the signal creating a hyperbola trail. This is similar to a rock in a creek, the water bends around the rock leaving a tail wake. The depth of the hyperbola (or metallic particle) can be measured using a series of scales provided by the SIR 3000 unit itself. SITE AREA The area surveyed was within the warehouse at 1227 Andover Park E. The locker rooms' and break room's foundation needed to be confiuined. According to plan, its' size would consistently be 2 feet in width, and 18 inches in depth. ANALYSES / INTERPRETATIONS AND FINDINGS Technician used continuous passes with their pushcart GPR system. It exposed the variation from a 7 inch -thick structural slab to an 18 inch -thick foundation footing. All 5 footings were scanned. Light field marks were made on each of the 5 footing lines, showing their border. They all line out to show the footings being consistently 2 feet in width. Playback Mode - PROJECT001 - PROECT001 259 *Image above depicts the footing amongst the 7" structural slab. -Note the solid black line at 7" from the surface. That line represents the bottom of the slab. 4 feet into the scan, it disappears, then reappears at 6 feet. This is an image of the footing. -Depth feedback of footing is beyond scannees imagery range. Field work performed by Kevin Morgan, C-N-1 Locates Ltd. Certified GPR & EM Technician PO BOX 7740 • BONINEY LAKE, WA 98391 TOLL FREE: 1-877-826-1177 • PHONE: 253-E26-1177 • FAX: 253-826-2232 VISIT OUR WEBSITE AT: WWW.CNILOCATES.0 OM OR E-MAIL US AT: INFO@CNILOCATES.COM GPR • METALIC LINE DETECTION • NON-METALLIC PIPE DETECTION • VIDEO PIPE INSPECTION • ELECTRICAL FAULT DETECTION LEAK DETECTION • MAGNETIC DETECTION • UTILITY DESIGN SURVEYS • CONTRACT LOCATING • STRURCTURAL & CDNCRETE IMAGING "IT'S A JUNGLE OUT THERE." E STRUCTURAL CALCULATION ". 'GC St di,fle 1 : 1 aPROCON DEVELOPMENT INC. Client: REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 0 2019 • City of Tukwila BUILDING DIVISION Project: Shasta Beverages Inc. — Q.A. Lab Location: 1227 Andover Park East, Tukwila, WA 98188 Building Code: 2015 IBC Plump File No: S.1902097 By: B.G.H. Date: March 19, 2019 Revisions: EXP. 03/19/20 These calculations not valid unless signed and sealed in space above. RECEIVED CITY OF TUKWILA APR 0 3 206 PERMIT CENTER 1)1'1- 0106 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 Pt P 1.1 rrc www.peica.com DESIGN LOADS: DEAD LOAO FLOOR: FLOORING 3.00 psf PLYWOOD 1.50 psf TRUSSES = 3.00 psf INSULATION = 1,00 psf MECHANICAL = 1.50 psf CEILING = 1.00 psf misc= 1.00 psf TOTAL = 12.00 psf LIVE LOAD STORAGE = 100.00 psf &SPEC' RedSpecTM by RedBuilt" v7.1.6 Project: Project Location: Shasta Tukwila - QA Lab Folder: Folder Date: 3/19/19 5:01 PM Designer: BGH Comment: Type: Type copy 16" Red-I65TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (Ib) 59% 1653 2810 Floor(100%) 1.0D+ 1.0L All Spans PASS Positive Moment (ft-Ib) 99% 9137 9210 Floor(100a/o) 1.0D+1.0L All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 99% 0.700 0.708 L / 364 L / 360 1.0D+1.0L All Spans PASS Span Total 79% 0.839 1.063 L / 304 L / 240 1.0D+1.0L ' All Spans PASS FloorChoice" Rating: 3.7 111=M114milmmir Performance rating Is based on: 24 oc (23/32", 3/4") sheathing, nailed only, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (Ib) (DOL%) 1417 (100) 1417 (100) Dead Reaction (Ib) 237 237 Total Reaction (Ib) (DOL%) 1653 (100) 1653 (100) Bearing Bottom Bottom Support Wall Wall Req'd Bearing, No Stiffeners (in) 2.70 2.70 Req'd Bearing, Stiffeners (in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. A APPLICATION LOADS Type Units DOL Uniform psf Floor(100%) 21'- 3.0" Live Dead Partition 100 12 0 Tributary Member Type 16" Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point Ib Floor(100%) 0 133.3 10-7.5" Adds To Mectel Unit (400#/3) NOTES • Building code and design methodology: 2015 IBC ASD (US). • Deflection analysis is based on composite action with 24 oc (23/32, 3/4") sheathing, nailed only. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Live load deflection meets code but may not meet RedBuilt" recommendations. \Procon Development\Shasta Tukwila WA \S.1810010 Shasta - Tukwila, WA - Lab\Engineering\Floorloistred 3/19/2019 5:01:02 PM Project : Folder : Type copy Page 1 of 1 The products noted are intended for interior, untreated, non -corrosive applications with normal temperatures and dry conditions of use, and must be Installed in accordance with local building code requirements and RedBuilt"" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt." associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltr", RedSpecTM, Red -I", Red-145m, Red-I45L'", Red-158'", Red-I65T", Red-165T"", Red-I90'", Red-190H'", Red-I90HS"", Red-L'", Red -LT'', Red- WTM, Red-ST", Red-M'''', Red-f-l'", RedLam'", FloorChoice" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright @ 2010-2017 RedBuilt LLC. All rights reserved. Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 i tit ,0 Fax: (714) 385-1834 Pt LIMP f fiGINECRINE Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:10PM Wood Beam Lic. # : KW-06001611 Description ; (N) Header CODE REFERENCES File = P:IENERCALC1s.1810010.ec6 . ght ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : PLUMP ENGINEERING INC. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : Douglas Fir - Larch No.1 Beam Bracing : Completely Unbraced F Fb + 1,200.0 psi Fb - 1,200.0 psi Fc - PrII 1,000.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 825.0 psi D(0.045) D(0.1095?L(0.9125) 6x6 Span = 4.0 ft E: Modulus of Elasticity Ebend-xx 1,600,0ksi Eminbend - xx 580.0ksi Density 31.210 pcf Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0,0120, L = 0.10 ksf, Tributary Width = 9.125 ft, (Floor) Uniform Load : D = 0.0150 ksf, Tributary Width = 3.0 ft, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 loads entered. Load Factors will be applied for calculations. Design OK 0.774 1 Ma 6x6 929.18 psi 1,200.00psi +D+L+}i 2.000ft Span # 1 0.043 in Ratio = 0.000 in Ratio = 0.051 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations ximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1107 >=360 0 <360 941 >=240 0 <240 0.485 : 1 6x6 82.38 psi 170.00 psi +D+L+H 3,547 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b Shear Values V fv F'v +D++1 Length = 4.0 ft +D+L+H Length = 4,0 ft +D+Lr+H Length = 4.0 ft +D+S+H Length = 4.0 ft +D+0.750Lr+0.750L+1-1 1 0.129 0.081 0.90 1 0.774 0,485 1.00 1 0.093 0.058 1.25 1 0.101 0.063 1.15 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 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 1.00 1.00 1.00 1.00 1.00 0.32 2,15 0.32 0.32 139.40 929.18 139.40 139.40 0.00 1080.00 0.00 1200.00 0.00 1500.00 0.00 1380.00 0.00 0.00 0.00 0.00 0.25 12.36 153.00 0.00 0.00 0.00 1.66 82.38 170.00 0.00 0.00 0.00 0.25 12.36 212.50 0.00 0.00 0.00 0.25 12.36 195.50 0.00 0.00 0.00 Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 1 11 Fax: (714) 385-1834 PLUMY VIVOINIPERIhIG Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:10PM Wood Beam Lic. # : KW-06001611 Description : (N) Header Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN CI Cr Cm C t CL M fb Pb V fv F'y Length = 4.0 ft 1 0.488 0.305 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.69 731.73 1500.00 1.31 64.87 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.530 0.332 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.69 731.73 1380.00 1.31 64.87 195.50 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.073 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 139.40 1920.00 0.25 12.36 272.00 +0+0.70E+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.073 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 139.40 1920.00 0.25 12.36 272.00 +0+0,750Lr+0.750L+0.450W+H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.381 0.239 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 731.73 1920.00 1,31 64.87 272.00 404750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.381 0.239 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 731.73 1920.00 1.31 64.87 272.00 +0+0.750L+0.750S+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.381 0.239 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 731.73 1920.00 1.31 64.87 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.044 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 83.64 1920.00 0.15 7.41 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.044 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 83.64 1920.00 0.15 7.41 272.00 Overall Maximum Deflections Load Combination Span Max. Defl Location in Span Load Combination Max. "+" Defl Location in Span File= PAENERCALCAs.1810010.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : PLUMP ENGINEERING INC. Moment Values Shear Values 1 0.0510 2,015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.147 2.147 Overall MINimum 1.825 1.825 +D+H 0.322 0.322 +D+L+H 2.147 2.147 +0+Lr41 0.322 0.322 +1D+S+H 0.322 0.322 +040,750Lr+0.750L41 1.691 1.691 +0+0.750L+0.750S+11 1.691 1.691 +D+0.60W+H 0.322 0.322 +13+0.70E41 0.322 0.322 +D+0.750Lr+0.750L+0.450W+H 1.691 1.691 +0+0.750L+0.750S+0.450W+H 1.691 1.691 +D+0.750L+0.750S+0.5250E+H 1.691 1.691 +0.600+0.60W+0.60H 0.193 0.193 +0.60D+0.70E+0.60H 0.193 0.193 D Only 0.322 0.322 Lr Only L Only 1.825 1.825 S Only W Only E Only H Only Plump Engineering, Inc. 4 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 i in" Fax: (714) 385-1834 PIGiNCERING Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr. Lab Printed: 19 MAR 2019, 5:10PM Wood Beam : KW-06001611 escriptian : N} Header File = P:IENERCALCls.1B10010.ec6 . Software copyright ENERCALC, INC. 1983-2018, Bulld:10.18.12.13 . Licensee : PLUMP ENGINEERING INC. c 0 2,2 116 1,1 05 1 +D+H 8 +D+6,66W+H .66D+6,16E+6.66H 22 1,1 B 4,1 az 038 039 ,18 159 1,99 1 +D+L+H 1 +6+676E+H 239 234 320 359 Distance (ft) 1 +6+L'+H 1 +D+S+H 1 +D+6.1561'+6,15614 1 +D+61561+61565+H 1 +D+615611+6.ISDl+6AS6W+H 1 +D+61S61+6.7565+6,456W+H 1 +D+6,7561+6.1565+652S6E+H 1 +6.666+6.56111+6.6611 4.40 0,38 039 ,18 159 199 239 239 3,20 359 Distance (ft) +D+H 1 +D+L+H 1 +D+1'+H 1 +D+5+H 1 +6+6,75011+61561+H 1 +D+6.7561+6,I56S+H +6,66W+H 1 +D+6.76E4 1 +D+6,15611+6.1561+6.456144 1 +D+6,I561+6.I565+6,4SDW+H 1 +D+D1S61+6.7565+6.5256E+11 1 +6.66D+6.66W+6,601 +6,66D+D.16E+6.6DH 4,00 Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:10PM Wood Beam Lic. # : KW-06001611 Description : (N) Header File = P:\ENERCALCts.1810010.ec6 . Software copyright ENERCALC, INC. 1983-2018, Huild:10.18.12.13 . Licensee : PLUMP ENGINEERING INC. v 0 1 +D+N EI +D+6,66W+H 1460410E+6 M a Holy 0,38 0,7 1,17 1S6 1,96 1 +D+t+N 1 +D+6.I6E+N 1 DOnIy 1N my 235 2,74 3,14 353 Distance (ft) 1 +D+Ir+N 1 +D+S+N 1 +D+DJS6lr+D.I56101 1 +D+D.ISD1+6.ISDS+N 1 +D+DJSDU+6.IS61+6,4SDW+11 1 4+6.I561.+0J50S+D.4S6W+N 1 +D+6,IS61+6,I565+6.52S6E+11 1 +6,66D+6,6611+6.66H lrOnly l Only it SOnly 1 WOnly 313 Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 1,14.11.1{,NG,1•42FIRING Wood Beam Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Cic; t: KW-06001611 - Description : (N) Storage Room Ceiling CODE REFERENCES Printed: 19 MAR 2019, 5:00PM Rle = RIENERCALCIs.1810010ec6 ftware ashtENERCALC, INC. 1983-2018, Build:10.18,12,13 k Licensee PLUMP ENGINEERING INC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb + Fb Fc - Fri' Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0(0.015999, Lr(0.02666) Span = 6.0 fl 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi E: Modulus of Elasticity Ebend- xx 1700 ksi Eminbend - xx 620 ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 0.195 1 2x6 317.35psi 1,625,00 psi +D+Lr+H 3.000ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.022 in Ratio = 0.000 in Ratio = 0.037 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V 3255 >=240 0 <240 1952 >=180 0 <180 Cd c Fly Cj CrC t CL Moment Values M fb F'b Design OK 0.092 : 1 2x6 20.70 psi 225.00 psi +D+Lr+H 0.000 ft Span # 1 Shear Values V fv F'v +D+H Length = 6.0 ft +D+L+H Length = 6.0 ft +D+Lr+H Length -= 6.0 ft +D+S+H Length 6.0 ft +0+0.750Lr+0.750L+H Length =6.0 ft +0+0.750L+0.750S+H 0.109 0,051 0.90 1.300 1.00 1,00 1.00 1.300 1.00 1.00 1.00 0.098 0.046 1,00 1.300 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.195 0.092 1.25 1.300 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.085 0.040 1.15 1.300 1,00 1.00 1.00 1.300 1.00 1.00 1.00 0.166 0,078 1.25 1.300 1.00 1.00 1.00 1.300 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 0.08 126.99 0.08 126.99 0.20 317.35 0.08 126,99 0.17 269.76 0.00 1170.00 0.00 1300.00 0.00 1625,00 0.00 1495,00 0.00 1625.00 0.00 0.00 0.00 0.00 0.05 8.28 162.00 0.00 0.00 0.00 0.05 8.28 180.00 0.00 0.00 0.00 0.11 20.70 225,00 0,00 0,00 0,00 0.05 8.28 207.00 0.00 0.00 0.00 0,10 17,60 225.00 0,00 0.00 0.00 Plump Engineering, Inc. 914 E. Kalella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 i rip Fax: (714) 385-1834 PLUMP ENUIPIEWRING INC Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:OOPM Wood Beam tic:}W-06001611 - Description : (N) Storag Load Combination Segment Length Span # Room Ceiling M Max Stress Ratios V Cd File = PAENERCALCIs.1810010.ec6 Softwaecopynght ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee: PLUMP ENGINEERING INC.; Moment Values Shea Values C FN C j Cr CmC C _ t _ L M fb Pb V iv F'v Length = 6.0 ft 1 0.085 0,040 1,15 1.300 1,00 1.00 1.00 1.00 1.00 0.08 126.99 1495.00 0.05 8.28 207.00 +0+0,60W+H 1.300 1.00 1.00 too 1.00 ism 0,00 0.00 ow 0.00 Length = 6.0 ft 1 0.061 0.029 1.60 1,300 1.00 1.00 1.00 1,00 1.00 0.08 126.99 2080.00 0.05 8.28 288.00 +0+0.70E+1 1.300 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6.0 ft 1 0.061 0.029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 126.99 2080.00 0.05 8.28 288.00 +0+0.750Lr+0,750L+0,450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0,130 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.17 269,76 2080.00 0.10 17.60 288.00 +0+0,750L+0.750S+0.450W41 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,0 ft 1 0.061 0,029 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.08 126,99 2080.00 0.05 8,28 288.00 +0+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.061 0.029 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0.08 126.99 2080.00 0.05 8.28 288.00 40.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6.0 ft 1 0.037 0.017 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0,05 76.19 2080.00 0.03 4.97 288.00 +0.600+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.037 0.017 1.60 1.300 1.00 1.00 1.00 1,00 1.00 0.05 76.19 2080.00 0.03 4.97 288.00 Overall Maximum Deflections Load Combination Span Max, ''-' Defl Location in Span Load Combination Max. "+' Defl Location in Span 40+Lr+H 1 0.0369 3.022 Vertical Reactions Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.133 0,133 Overall MlNimum 0.080 0,080 +D+H 0.053 0.053 +D+L+H 0.053 0.053 +0+Lr+H 0.133 0.133 +D+S+H 0.053 0.053 +0+0.750Lr+0.750L41-1 0.113 0.113 +D+0.750L+0.750S+H 0.053 0.053 +13+0.60W+H 0.053 0.053 +0+0.70E+H 0.053 0,053 +0+0.750Lr+0.750L+0.450W+H 0.113 0.113 +0+0.750L+0.750S+0.450W+1 0.053 0.053 +D+0.750L+0.7505+0.5250E+H 0.053 0.053 +0.60D+0.60W+0.60H 0.032 0.032 +0.60D+0.70E+0.60H 0.032 0.032 D Only 0.053 0.053 Lr Only 0.080 0.080 L Only S Only W Only E Only H Only Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:OOPM Wood Beam :, KW-06001611 File = P:IENERCALC1s.1810010.ec6 . oftwarecopydght ENERCALC, INC. 1983-2018, Build:10.18.12.13 . censee : PLUMPENGINEERING INC'', Description : (N) Storage Room Ceiling 0,20 0,15 0.10 a) E 0 5 0,5 MEMBER•-» 0 +D+II +D4,66W+II 1 +6.666+6.76E+6.66I1 0SS .14 1J3 230 2.89 1 +D+L+H 1 +D+D,76E+R 3,48 405 4,64 523 520 Distance (ft) 1 +D+L'+ii 1 +D+S+H EI +D+6,1561'+6,156L+H 17 +D+6.15614.IS65+II 1 +D+0JS61.1+6.1561+6.456W+11 1 +6+6.7561+6.7565+6.4SDW+II I +6+6.1561+6.1565+6.5ZSDE+tl 1 +6.66D+6.66W+D.6611 014 0,07 fi MEMBER-» Ul •0,07 •0,14 0u+DOI +D+6.66W+ii 1 +6.6DD+6,I0E+6.66t1 0.55 1 +6+1+II +D+6.16E+1i .14 1J3 230 2.89 3,48 COS 424 523 520 Mae (ft) 1 +D+Li+Ii 1 +D+5+I1 0 +D+6,756L'+6.7S6L+II +1)+6.7S61+6.IS6S+N 1 +D+6.15611+6.1561+6.456W+11 1 +0+6.1561+6.1S6S+0.491401 1 +D+6.1561+6.1565+63l56E+N 1 +6.66D+6.66W+6.66H Plump Engineering, Inc. 914 E. Katella Ave, Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 INC Wood Beam Description : (N) Storage Room C Project Title: Shasta Engineer: BGH Project ID: S.1810010 Project Descr: Lab Printed: 19 MAR 2019, 5:OOPM File = P:IENERCALC1s.1810010.ec6 copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Licensee : PLUMP ENGINEERING INC' MEMBER->> .0,009 •0019 -0,028 -0,038 +D+H +D+6.66W+H 1 +0.6DD+DRE+6,60H ::E0Iy 055 1,12 119 226 2,82 339 3,96 4,33 5.10 567 Distance (ft) 1 +D+L1+11 1 +D+$+H © +D+6.7S6LI+D.756L+H u +D+6.7SD1+6,7565+11 1 +6+6.150L'+6.1SD1+6.4SQW+H 1 +D+0.1561+6.7565+D.456W+H 1 +D+6.TS61+D.156S+6.5Z56E+N 1 +6.61}D+6.664+6.66H IU011y 1041 "Sally 11110nly Results for LC 1, DL Plump Engineering, Inc BGH Slab Check SK - 1 Mar 19, 2019 at 5:12 PM S.1902097 S.1810010-newind PEko LoAP Loads: DL - Dead Load Results for LC 1, DL Plump Engineering, Inc BGH Slab Check SK-2 Mar 19,2019at5:12PM S.1902097 S.1810010-new.fnd 55 Loads: LL - Live Load Results for LC 1, DL Plump Engineering, Inc BGI-i SK Slab Check Mar 19, 2019 at 5:12 PM S.1902097 S.1810010-new.fnd Company : Plump Engineering, Inc IIIRIS Designer : BGH Job Number : S.1902097 A N; VFTSCHEK CCWANY Model Name : Slab Check Mar 19, 2019 5:14 PM Checked By: GMP Slabs 1 Label S1 Thickness [in] 6 Material Conc3000NW 0 Local Axis Anle de Anatvsis Offset in 0 General Design Parameters 1 Label Typical Soil Definitions Max Bending Chk 1 Max Shear Chk 1 Top Co in] Bottom Cov r[inj 1 Label Subgrade Moduluklb/inA3 Default 150 Allowable Bearina[ksf] .5 Depth Properties Default? None Yes Point Loads and Moments (Cat 1 : DO Label Direction Ma nitud k k-ft 1 N2 Y .068 2 N3 Y .068 3 N43 Y .068 4 N13 Y .068 5 N17 Y .068 6 N18 Y .068 7 N44 Y .068 8 N30 Y .068 9 N28 Y .068 10 N29 Y .068 11 N11 Y .068 12 N12 Y .068 13 N4 Y .09 14 N5 Y .09 15 N14 Y .09 16 N15 Y .09 17 N26 Y .09 18 N25 Y .09 19 N31 Y .09 20 N32 Y .09_ 21 N23 Y .09 22 N24 Y .09 23 N25 Y .412 24 N26 Y .412 25 N17 Y .309 26 N18 Y .309 27 N14 Y .277 28 N15 Y .277 29 N43 Y .208 30 N13 Y .203_ 31 N31 Y .219 32 N32_ Y .219 33 N44 Y .164 34 N30 Y .164 35 N5 Y .029 36 N4 Y .029 37 N2 Y .022 38 N3 Y .022 39 N11 Y .022 40 N12 Y .022 41 N28 Y .022 42 N29 Y .022 43 N44 Y .022 RISAFoundation Version 10.0.3 [P:\RISA FNMS.1810010-new.fnd] Page 1 I Company : Plump Engineering, Inc IRISA . Job Number : S.1902097 A tiFMFTSC.HFK COMPANY Model Name : Slab Check Mar 19, 2019 5:14 PM Checked By: GMP Point Loads and Moments (Cat 1 : DL) (Continued) Label Direction Mannitudefk 44 N30 Y .022 45 N31 Y .029 46 N32 Y .029 47 N23 Y .029 48 N24 Y .029 49 N43 Y .022 50 N13 Y .022 51 N14 Y .029 52 N15 Y .029 Point Loads and Moments (Cat 2: LL) Label Direction nitudeEk.k- 1 N25 Y 1.875 2 N26 Y 1.875 3 N43 Y .945 4 N13 Y .945 5 N14 Y 1.26 6 N15 Y 1.26 7 N17 Y 1.406 8 NI8 Y 1.406 9 N44 Y .745 10 N30 Y .745 11 N31 Y .994 12 N32 Y .994 13 N2 Y .1 14 N3 Y .1 15 N11 Y .1 16 N12 Y .1 17 N43 Y .1 18 N13 Y .1 19 N28 Y .1 20 N29 Y .1 21 N44 Y .1 22 N30 Y .1 23 N4 Y .267 24 N5 Y .267 25 N14 Y .267 26 N15 Y .267 27 N31 Y .267 28 N32 Y .267 29 N23 Y .267 30 N24 Y .267 Line Loads and Moments (Cat 1 : DL) Point End PointDirection Start Ma nitude kfit k-ftift End Ma nitude kift k-ft/ 1 Line Loads and Moments (Cat 1 : DL) Point End PointDirection Start Ma nitude kfit k-ftift End Ma nitude kift k-ft/ 1 N1 N2 Y .15 .15 2 N3 N4 Y .15 .15 3 N5 N6 Y .15 .15 4 N10 N11 Y .15 ,15 5 N12 N43 Y .15 .15 6 N13 N14 Y .15 .15 7 N15 N9 Y .15 .15 Ni8 N7 Y .15 .15 9 N7 N8 Y .15 .15 10 N16 N8 Y .15 .15 11 N16 N17 Y .15 .15 RISAFoundation Version 10.0.3 [PARISA FNID1S.1810010-new.fnd] Page 2 Plump Enqinwohng.Inc Des"ner BGM 11RISA J�N�� �E1��� Model Name' Slab Check Mar19, 2019 6:14PM Checked By: GMP Line Loads and Moments (Cat I : DO (Continued) Start Point End Point Direction Start Maonitudefk1ft,k-ft/ft End Maonitu 12 N18 N20 Y .15 16 13 N21 N20 Y j5 .15 14 N22 N23 Y .15 .15 15 N24 N21 Y 15 .15 16 N29 N44 Y .15 15 17 N30 N31 Y .15 15 18 N32 N10 f 15 15 19 N27 N28 Y 15 15 20 N10 N25 Y 15 15 21 N26 N27 Y 15 .15 22 N10 N45 Y .239 .238 23 N45 N25 Y .206 .206 24 N26 027 Y .200 .206 .20O 26 N16 N17 y .306 .206 27 N0 N8 Y .239 239 28 N1 N7 y .139 .139 29 N6 N43 Y 139 .138 30 N18 N14 y 139 .139 31 N15 N9 Y .130 .139 32 N21 N20 y .109 .109 33 N22 N44 Y .109 .109 34 N30 N31 Y .109 .100 35 N32 N19 Y .100 .108 36 N18 NB Y .015 .015 37 N27 N28 Y .015 .015 38 N29 N22 Y .015 �015 39 N30 N31 Y .015 .015 40 N32 N19 Y .015 .015 41 N10 N11 Y .015 015 42 N12 N43 Y .015 �015 43 N13 N14 Y .015 .015 44 N16 N9 Y .015 .015 45 N1 N2 Y .015 .015 46 N3 N4 Y .015 .015 47 m5 N6 Y .015 .015 48 N7 N8 Y .015 .015 48 N19 N20 Y .015 .015 SU N24 N21 Y .015 .015 61 N22 N23 Y .015 .015 Line Loads and Moments (Cat 2: LL) Point End Point Direction Start MacinitudefW�k- E�Maqnitude[ktft,k-fttft 1 N10 N45 Y -1M7 -1087 2 NA NO Y 1.087 1.087 3 N45 N25 Y .038 .938 4 N26 N27 Y .938 .838 5 N1 N7 Y .63 63 G NG N43 Y .63 63 7 N13 N14 Y .63 .83 8 N15 Ng y .63 .63 8 N21 N20 Y .407 .487 10 N22 N44 Y .497 .497 11 N30 N31 Y .497 .497 12 N32 N19 y .407 .497 13 N18 N17 Y .838 M8 FUSAFoundmbonVersion 1O.O.3 [PUR|SAFNDVS,1810O1O-new.fnd] Company : Plump Engineering, Inc IRIs Designer BGH II Job Number : S.1902097 NE- TS.T.HEK Cf.',V Y Model Name : Slab Check Mar 19, 2019 5:14 PM Checked By: GMP Line Loads and Moments (Cat 2 : LL) (Continued) Start Point End Point Direction Start Ma nitude kJ k-ft/ft End Ma nitude k/ft k-ft/ft 14 N18 N19 Y 938 .938 15 N27 N28 Y .067 067 16 N29 N22 Y .067 .067 17 N22 N23 Y .067 .067 18 N24 N21 Y .067 .067 19 N19 N20 Y .067 .067 20 N22 N44 Y .067 .067 21 N30 N31 Y .067 .067 22 N32 N19 Y .067 .067 23 N16 N8 Y .067 .067 24 N10 N11 Y .067 .067 25 N12 N43 Y .067 .067 26 N13 N14 Y .067 .067 27 N15 N9 Y .067 .067 28 Ni N2 Y .067 .067 29 N3 N4 Y .067 .067 30 N5 N6 Y .067 .067 31 N7 N9 Y .067 .067 Load Combinations Label So..Se..A... SF Cat.. Fac.. Cat.. Fac.. Cat.. F c...Cat.. Fac.. Cat.. Fac,. Cat.. Fac.. Cat.. Fac.. a „Fac.. Ca Fac.. Cat.. Fac.. DL YesYes 1.5 DL 2 DL+LL Yes Yes 1.5 DL LL 1 1.4DL Yes DL 1.4 4 1.2DL+1... Yes DL 1.2 LL 1.6 Slab Sliding Safety Factors LC Slab Anblerd Va-xx Vr-xxfk Va-zz k Vr-zz SR-xx R-zz 1 Si1 0 0 27,073 0 27.073 9.999+ 9.999+ 2 2 S1 0 0 47.345 0 47.345 J 9.999+ 9.999+ Slab Overturning Safety Factors I- - - - - - - 1 1 S1 0 0 3616.37 0 1788.805 9.999+ 9.999+ 2 2 Si 0 0 6314.071 0 3111.23 9.999+ 9.999+ Envelope Slab Soil Pressures a e Si uc .89 2 Soil Pressure k .44 AII w bl Bearin ks Point .5 N397 RISAFoundation Version 10.0.3 [PARISA FNMS.1810010-newind] Page 4 Envelope Summary ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Re Jun 2016 Project Info Compliance frnms do not password to password to use. instructional end calculating cells are write -protected. ProjectTltle: lf-0*11-- _ j gate - - . eJt?Qk€= Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. Off Rr APPROVED �, .,� 1, • I� t Ui CAMPI_IANCE JUN O 2019 e Company Name: r e. 1w Company Address: t at /4.0tieC2. Applicant Name:l',) klr Applicant Phone: '.- ,3 3 -€qq Applicant Email: .1,Yo...yibe L civi Project Description 0 New Building Alter1 J Y O u la 61J11 1111,1C4 nrViSI 1N • Addition Occupancy Type Selection required to enable forms. 0 All Commercial 0 Group R - All R1 and R2, R3, R4 over 3 stories Envelope Compliance Path Selection required to enable fors. 0 prescriptive 0 Component Performance Component Calculation Selection required and ENV-SHGC Performance Type to enable forms. ENV-UA a, Standard 0 Change of Occupancy/Conditioning 0 0 Additional Efficiency Package Option - C406.8 Enhanced Envelope o comply, demonstrate building thermal envelope performance is 15% lower than the Target UA. Air Barrier Testing ""j per Section C402.5.1.2 scope ❑Air barrier testing not required Package Option - C406.9 Reduced Air Infiltration that measured air leakage of building envelope does not exceed 0.25 surface area) under test pressure of 0.3 inch w.g. I Air barrier testing included in project ❑ Additional Efficiency To comply, demonstrate cfrMt2 (air barrier Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter values for vertical fenestration, skylights, gross walls and roof on this ENV -SUM worksheet. Component Performance - Enter values in ENV-UA and/or ENV-UA-GROUP-R worksheet. These values auto -fill from ENV-UA and are write -protected on ENV- Total Vertical Gross Exterior Fenestration Above Grade % Vertical (rough opening) divided by Wall Area times 100 equals Fenestration X 100 = Gross Exterior Roof Total Skylight divided by Area times 100 equals % Skylight 11r M I_ �il�c L t I V t U X 100 = /� Fenestration Area Compliance HEGEIVED Vertical Fenestration APR 0 8 2019 CITY OF TUKWILA Area APR 2010 3HG t;©nsultants, LLI. O 3 Skylight Area Q j m'Tr PERMIT CENTER Vertical Fenestration Alternates 0 High performance fenestration U-factors and SHGC per C402.4.1.3 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylght zone areas. b) Include overlapping toplight and sidelight daylight zone areas under Toplight c) Referr tto o Chapter 2 for net floor area 0 In buildings a 3 stories, 25% or more of NET floor area is in daylight zones per C402.4.1.1 0 In buildings < 3 stories, 50% or more of CONDITIONED floor area is within daylight zones per C402.4.1.1 Daylight Zone Calculations Daylight Zone Fenestration Alternate Sidelight Daylight Not Selected. tions Required Zone Area Toplight Daylight Zone Area Percent Daylight Zone Area � c) txo Spaces in Single Story Building Requiring Skylights Code requires a minimum of 50% of the floor area to be within a skylight daylight zone for soeclfrc space woes_ Refer to C402.4.2 for List all enciosed spaces that exceed 2, 500 fi? have ceiling height greater than 15 ft, and are space types required to comply with this provision. Space Area (ft2) DLZ Area (ft2) SRR or Aperature Exception Building Permit Plans Checklist, pg. 1 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 ENV-CHK Revised Jun 2016 Project Tftle: (9ii -ID, bcxieett* . q- uy8 Date .. The following information is necessary to check a building permit application for compliance with the building envelope requirements In the Washi gt Code, Commercial Provisions. State Energy Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Budding Department Notes SCOPE C402.1.1 Low energy spaces Low energy spaces are identified on plans; include project information, and calculations if applicable, that demonstrate spaces are eligible for envelope provisions exemption C402.1.1.1 Semi -heated spaces Semi -heated spaces are identified on plans, include calculations that demonstrate spaces are eligible for wall insulation exemption C402.1.2 Equipment Buildings Provide building area, average wall and roof U-factor, and installed equipment information that demonstrates equipment building is eligible for envelope provision exemption C,410.2 Walk-in and warehouse cooler and freezer spaces Cooler and freezer spaces are identified on plans; C410 envelope compliance forms provided (pending) C101.4.1 Mixed occupancy Spaces with different occupancy requirements are identified on plans C503.2 Change of space conditioning Existing unconditioned spaces changing to semi -heated or conditioned space, and existing semi -heated spaces changing to conditioned space, are identified on plans. Include calculations that demonstrate baseline and final level of conditioning. . C505.1 Change of occupancy Existing F, S and U-occupancy spaces undergoing a change in occupancy are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. Pre-2002 Group R spaces undergoing a change to a commercial occupancy are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. Non -Group R occupancy spaces undergoing a change to Group R are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. ENVELOPE PROVISIONS C103.2 C103.6.3 Compliance documentation Indicate envelope insulation compliance path and provide applicable forms; ENV -PRESCRIPTIVE or ENV-UA / ENV-SHGC for component performance RIZA\ If complying via total buidling performance, provide a list of all proposed envelope component types, areas and U-values C303.1.1 C303.1.2 Insulation identification Indicate identification mark shall be applied to all insulation materials and insulation installed such that the mark is readily observable during inspection C303.1.3 C402,4.3 Fenestration product rating Fenestration products shall be labeled with rated U-factor, SHGC, VT, and leakage rating C303.1.1 C402.2.1 General insulation installation Indicate installation methods, thicknesses, densities and clearances to achieve the intended R-value of all insulation materials; Where two or more layers of rigid insulation will be used, indicate that edge joints between layers are staggered C103.2 C402.2.2 Roof assembly insulation Indicate R-value(s) of cavity/continuous insulation on roof sections; Indicate framing materials on roof sections; Indicate method of framing for ceilings below vented attics and vaulted ceilings per A102.2 (std, adv); Provide area weighted average U-factor calculation for insulation whose thickness varies by 1 inch or less; Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak and minimum R-value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer, and liner system (LS) method for metal building roofs ; .. "1/PcC402.2.2 Skylight curb . insulation Indicate curb insulation R-value on roof section If not included in skylight NFRC rating C103.2 C402.2.3 C402.2.4 C303.2.1 Above/below grade wall insulation Indicate R-value(s) of cavity/continuous insulation on wall sections; Indicate framing materials on wall sections; Indicate method of framing for wood const per A103.2 (std, int, adv); Indicate maWaTaiirTsity category, wall weight and heat capacity for qualifying mass walls; For qualifying ASTM C90 masonry walls, indicate loose -fill core insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores; Indicate method of protection of exposed exterior basement/crawlspace wall insulation Building Permit Plans Checklist, pg. 2 ENV-CHK 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Title: ite a -Lb& te0 0 Applicability (yes,no,na) Section Component Compliance information required in permit documents Loca Documents n In Building le partrnent Notes t.... C103.2 C402.4.4 Opaque doors Indicate rated U-factor (swinging) or R-value (non -swinging - roll-up(sliding) on wall sections or in door schedules - applies to doors with less than 50% glazed area C402.2.5 Floor over outdoor or unconditioned space insulation Indicate R-value(s) of cavity/continuous insulation on floor sections; Indicate framing material on floor sections; Indicate material density category and weight of qualifying mass floors C402.2.6 C303.2.1 Slab -on -grade floor insulation Indicate R-value of continuous insulation on wall section or foundation detail; Indicate insulation extends down vertically and/or horizontally the required distance from top of slab; Indicate method of protection of exposed exterior slab edge insulation C402.2.8 C303.2.1 Radiantly heated slab. Indicate R-value of continuous insulation on wall section or foundation detail; on -grade floor insulation Indicate insulation extends down vertically from top of slab and then horizontally under the entire slab; Indicate method of protection of exposed exterior slab edge insulation C402.2.8 Radiant heating system insulation Indicate insulation R-value behind radiant panels, U-bend/headers and bottom surface of radiantly heated floors (other than radiantly heated slab - on -grade) C402.4,1 C502.2.1 C503.3.2 Vertical fenestration maximum area Provide calculation for total vertical fenestration area as a percentage of gross above grade wall area (WWR) for new construction, additions and In ENV -SUM C402.4.1.1 C405.2.4.1 C502.2.1 C503.3.2 Increased prescriptive maximum vertical fenestration area with daylight zones and controls _alterations Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50% in 1 & 2 story builidnqs: OR Provide calculations showing that the percentage of overall net floor area within daylight zones is equal to or greater than 25% in buildings 3 stories or more; include the gross floor area and list of spaces omitted for the net floor area; Note in envelope plans that all lighting fixtures located within daylight zones shall be provided with daylight responsive controls per WSEC Section C405.2.4.1; indicate method of control in lighting fixture schedules Indicate that the VT of vertical fenestration is at least 1.1 times the rated • C402.4.1.3 C502.2.1 C503.3.2 Increased prescriptive maximum vertical fenestration area with high-performance .SHGC Indicate high performance U-factors and SHGC values in fenestration schedules; If applicable, provide area -weighted U-factor calculation(s) used for multiple fenestration elements within the same fenestration category per Table C402.3 C402.4.1.4 C403.6 Increased prescriptive maximum vertical fenestration area with DOAS mechanical systems Indicate that for eligibility, all occupied, conditioned spaces will be served by a dedicated outside air system (DOAS) that delivers ventilation air without requiring operation of the heating/cooling system per Section C403.6 C402.1.5 Wall/vertical fenestration target area adjustment Indicate if component perforrnance with target area adjustment will be used to account for vertical fenestration area in excess of the prescriptive maximum allowed C402.4.1 C502.2.2 C503.3.3 Skylight maximum area Provide calculation for total skylight area as a percentage of gross roof area (SRR) for new construction, additions and alterations in ENV -SUM C402.1.5.2 Roof/skylight target area adjustment Indicate if component performance with target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed C402.4.3 C303.1,3 U-factors, SHGC and VT for all fenestration assemblies Indicate U-factors, SHGC and VT values in fenestration schedules; If applicable, provide area -weighted U-factor calculation(s) used for multiple fenestration elements within the same fenestration category per Table C402.3 Indicate if values are NFRC or default if default then specify frame type, layers gat) width, low-e coatings. gas -fill C402.4.3 Permanent shading devices .plazing For windows with overhangs or permanent projection shading devIceS, provide projection factor calculations (Equation C4-6) and associated minimum SHGC for north and non -north orientations Building Permit Plans Checklist, pg. 3 ENV-CHK 2012 Washington State Energy Code Compliance Forms for Commerctal Buildings including R2 & R3 over 3 stories and all R1 Project Title: 01412> }A-1) t Date •:j to Applfcablhty (yes,no,na) cocte Section Component Compliance information required in permit documents Loe Documentsent n I Building Notes C402.4.2 Spaces in single story buildings requiring skylights In single story buildings, provide list of enclosed areas thatexceed 2,500 51, have ceiling height greater than 15 ft, and are space types required to comply with this provision. For each area identify space type, floor area, floor to ceiling height, and any exception taken; For each area provide calculations for percentage of conditioned floor area located within a daylight zone including skylight and eligible sidelight daylight zones; For each area provide calculations for percentage of skylight area, OR; Provide calculations for skylight effective aperture (Equation C4-5); Indicateskylight glazing material or diffuser AIR LEAKAGE tl/x C402.5.1.1 Air barrier construction and sealing ndicate location of continuous air barner on plans and • ; Provide details for all joints, transitions in materials, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved metliod) C402.5.3 Rooms containing open combustion fuel buming appliances used for space conditioning Indicate that room(s) containing non -direct vent appliances is isolated from inside the thermal envelope with a sealed air barrier, including doorway gasketing and sealing around ductwork and piping penetrations; Indicate insulation provided in wall, floor and ceiling of the room envelope, and insulation required on combustion air ductwork C402.5,4 Accessopenings and doors to shafts, chutes, stairways and doors Indicate locations of all access openings and doors to shafts, thutes, stairways and elevators; Indicate method of gasketing, weatherstripping and sealing of these openings C402.5,5 C403.2.4. Outdoor air intakes, exhausts and relief openings Indicate locations of all stairway enclosure, elevator shaft and building pressurization relief openings, outside air intakes and exhaust openings; Note in envelope plans that all relief, outside air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 C402.5.8 Recessed lighting in building envelope Indicate method of sealing between light fixture housing and wall or ceiling; Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 efm per ASTM E283 test; Include these requirements in lighting fixture schedul C402.5.6 Loading dock seals lndicato weather seal at cargo and loading dock doors C402,5,7 Vestibules Indicate tocations and dimensions of vestibules and air curtains; Indicate exception and criteria utilized for all building entrances and exits that do not have a vestibule or air curtain - Indicate required performance for air curtains instaHed per exception 7; For unconditioned vestibules, indicateenvelope assembly (interior or exterior) complies with the requirements forconditioned space C103,2 C402.5.1.2 Buitding air leakage test lndicate on plans the air barrier boundanes and area calculations on all SEX Sides 01 the air barrier, Indicate i ' r test rnethod in accodance with ASTM E779 or pprov '..N.uiv ' indicate required maximurn leakage rate for compliance. Include the following requirements in project documents: (1) Submit air barrier test report to jurisdiction once test is completed; (2) If test results exceed 0.4 cfrn/ft2 at 0.3 in, wg, then visually inspect air barrier and seal noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting corrective measures taken; (4) Include air barrier test report in compliance documentation provided to owner. If "no" is selected for any question, provide explanation: End of Building Permit Plans Checklist Component Performance Path, pg. 1 ENV-UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and ail R1 Revised Jun 2018 Project Title: OE 43 Date Calculation Adjustments None Applied For Building Department Use Fenestration Area gross above e wail area W Max. Target: Skylight Areaas % gross roof area 1.4i Max. Target: Vertical Fenestration e ates: None Selected on ENV -SUM Envelope Component Cavi C Pia ail # U-factor Source& Table 2 Proposed UA U-factor x Area (A) = UA U x Target UA ti-factor x Area (A) r- UA (U x A) Roofs R= R= R set occ lnsulation set occ. o R R= R= eet occ. Metal Building set occ. R= R= R= 60' 0# . IA-, occ. J •sUsingle rafter . .. t Rsetocc. R Singe raft, attic, other. Opaque Walls - Above Grade4,6 R=set000. R= R= Steetlmetel frame set occ. • R= R= R= set occ. Metal Building set Occ. R= R= R= . . L set oco. Wood Frae, other set occ. , - . - R= R= R= set occ. Mass Wallocc. R=setocc.1 R= R= Mass Transfer Deck set occ. ce 0. m e o2 R= R= R= setocc. Group R Mass Wall set occ. Below Grade 0 R= R= Ill & setocc.j to Assumed set occ. !Group R4,7 R= R= R= set occ. Assumed to be ass Wall set occ. • g R= / set000. Mass Floor set occ. E R= R= = c . JoistlFraming set occ. Page 1 Subtotal UA 1 Area UA Component Performance Compliance UA r. Component Performance Path, pg. 2 ENV-UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Title; Fenestration Area as % gross above -grade all area Max. Target: For Building Departm t Use Skylight Area as % gross roof area Max. Target: Jam" Building Component Ins. R PiantDetail # F-factor Source & Table # s F-fa Proposed UA x Perimeter = UA(U x A) Target UA F-factor x Perimeter = UA (U x A) Unheated] R=5 R= R=SS' � ' act�or `7 5 c`.[ set occ Siab-On- rode set occ. +i �.3 R R= R= aet occ. Heated Slab -On -Grade set occ. Schedule ID U-factor Source9'10 U-factor x Area (A) = UA (U x A U-factor x Area (A) = UA (U x A) Q rn �jtl$ set occ. { Opaque S-alyving Doors set occ. ,r (rj A iI,i1 � set eec. Opaque rollup &sliding set occ. Vertical Fenestrations." c 0 z ••aet cicc.I Non -Metal Frame set occ. y r' set occ, Metal Frame, Fixed set occ. 113? ,, L3. L 1 Metal, op. aet occ.; I Metal Frame, Operable set occ. IMtl entrance aet occ.i Metal Entrance Door set occ. � 'Q occ. All types set occ. TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtotal Project Total a UA Component Performance Compliance (UA) Note 1- If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2 - Opaque assembly U-factors shall come from Appendix A or calculated per approved method as specified in C402.1, 5.1. Note 3 - Proposed CMU mass wall in non -Group R that meet Table C402.1.4 Footnote 0 requirements can enter the target U-value of 0.014 Note 4 - For semi -heated spaces utilizing the wall insulation exception, enter Target Wall U-factors under Proposed Wall U-factors so exterior walls are neutral to the calculation. Note 5- Mass transfer slob edges must be covered with an assembly having an overal U-factor of 0.2. Note 6 - Demising walls, doors, and vertical fenestration separating speces with different degrees of space conditioning (unconditioned, semi -heated, fully conditioned) shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note T - List Group R above grade mass walls here. List all other mass walls, Commercial end Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab -on -grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.51. Note 9 - Opaque door U-factors shall come from Appendix A or calculated per approved method as speed in C402.1.5.1. A door is defined as opaque if less than 5096 of the door area has glazing. Note 10 - Fenestration assembly U-Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section g303.1.3. Envelope Requirements Summa , pg 1 ENV-REQ 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Minimum Requirements This table summarizes prescriptive compliance requirements for opaque elements and fenestration. Refer for Prescriptive Compliance to Tables C402.1.3, C402.1.4 and C402.4 in the 2015 WSEC for important footnotes that apply to these tables. Refer to Section C402 for aN applicable requirements that app/y foreach envelope element type and applicable exceptions. Refer to Sectbn C410 for all applicable information for refrigerated spaces. Prescriptive Path Table C402.1.3 Notes 1,7 Insulation !Minimum R-Value Table C402.1.4 Notes 1.2 Assembly Maximum U-factor Occupancy Group All Other Group R All Other 1 Group R Opaque Elements Roofs Insulation Entirely above Deck R-38 c.i. R-38 c.i. U-0.027 U-0.027 Metal Building (with thermal spacer block) Note 3 R-25 + R-11 Ls R-25 t R-11 Ls U-0.031 U-0.031 Attic and Other R-49 R-49 U-0.021 U-0.021 Joist or single rafter R-49 R-49 U-0.027 U-0.027 1"alls..4bove-grade Mass R.m c.i. Note 6 R-13.3 c.i. U-0.104 Nute 6 U-0.078 Mass transfer deck slab edge No R-Value for prescriptive compliance U-0.200 U-0.200 Metal Building R-19 c.i. R-19 c.i. U-0.052 U-0.052 Steel Framed R-13 -i. R-l0c.i. R-19 + R-8.5 c.i. U-0.055 U-0.055 Wood Framed and Other R-21 w/ int. frame R-21 wi int. frame U-0.054 U-0.054 Below Grade Wall Note 4 Same as above grade Same as above grade Floors Mass ' R-30 c.i. R-30 c.i, LT-0.031 U-0.031 Steel Joist R-38 + R-I0 c.i. R-38 + R-10 c.i. U-0.029 U-0.029 Wood Framed and Other R-30 R-30 U-0.029 U-0.029 Slab -On -Grade Floors Unheated R-10 for 24 in. (from top of slab) F-0.54 F-0.54 Heated Nc'te 5 R-10 perimeter & under entire slab F-0.55 F-0.55 Opaque Doors Swinging No R-Value for prescriptive compliance U-0.37 U-0.37 Nonswinging (Roll -up or sliding) R-4.75 I R-4.75 U-0.34 U-0.34 Table C402.4 - 0-30% of wall area. or 30q6-40% per Section C402.3.1.1 DLZ or Section C402.3.1.4 Section C402.3.1.3 Iligh Performance Fenestration Option - 0-40% of wall area Fenestration Assembly Maximum U-factor Notes 1,2 I 'ertical Fenestration Nonmetal framing U-0.30 J-0.30 U-0.28 U-0.28 Metal framing (fixed) U-0.38 U-0.38 U-0.34 U-0.34 Metal framing (operable) U-0.40 U-0.40 U-0.36 U-0.36 Entrance doors U-0.60 U-0.60 U-0.60 U-0.60 Skylights Skylights U-0.50 U-0.50 U-0.50 U-0.50 Fenestration Assembly Maximum SHGC Factor ertical Fenestration PF<0.2: north - SHGC=0.53; all other SHGC=,0.4 0.2 5 PF < 0.5: north - SHGC-0.58: all other - SHGC-0.48 PF ?. 0.5: all orientations - SHGC-0.64 PF<0.2: north - SHGC-0.46; all other SHGC=0.35 0.2 S PF < 0.5: north - SHGC-0.51; all other - SHGC-0.42 PF 0.5: all orientations - SHGC-0.56 Skylights SHGC-0.35 SHGC-0.35 C410.2 Refrigerated Spaces Insulation Insulation Minimum R-Value Assembly Maximum U-factor Freezers - Walk-in and Warehouse Roof / Ceiling R-32 U-0.030 Wall R-32 U-0.030 Door R-32 U-0.030 • Door - transparent reach -in triple -pane. heat -reflective treated or gas Floor R-28 U-0.035 Coolers - Walk-in and Warehouse Roof! Ceiling R-25 U-0,039 Wall R-25 U-0.039 Door R-25 U-0.039 1)oor - transparent reach -in double -pane, heat -reflective treated & gas till, or comply with freezer door req. Envelope Requirements Summary, pg 2 ENV-REQ 2015 EC Compliance Forms for Commercial Buildings ncluding R2, R , & R4 over 3 storiesand all R1 e,se1Jun2O16 Dentitions: Ls = Liner system -- A continuous membrane installed below the purtins and uninterrupted by framing members. Uncompressed, unfaced insulation rests on top of the membrane between the purling. Refer to Section A102.2.5.4. c.i. — Continuous insulation — Insulation that is continuous across all strnctural members without thermal bridges other than service openings and penetrations by metal fasteners with a x-sectional area of less than 0.04% of the opaque surface area of the assembly. Components with more than 0.04% metal penentrations may be eligible to follow the alternate CI values below. int = Intermediate framing -- Includes insulated headers, corners and interior partition wall to exterior wall intersections. Refer to Section A103.2 for framing definitions. Footnote Summary: Each table in the 2015 WSEC has footnotes applicable to specific information provided in the table. This footnote summary provides only abbreviated details from these footnotes. Refer to 2015 WSEC for completefootnote information. Note 1 - Assembly descriptions can be found in Chapter 2 and Appendix A Note 2 - Use of assembly U-factors, C-fanominal ctors and F-factors from Appendix A and Chapter 3 are required unless otherwise allowed by the provisions of this Code. Note 3- For metal building roofs where using R-value compliance method, a thermal spacer block is required. Otherwise use the U-factor compliance method. Note 4 - Where heated slabs are below -grade, below -grade walls shall comply with the exterior insulation requirements for heated slabs. Note 5 - Heated slab F-factors shall be determined specifically for heated slabs. Unheated slab F-factors shall not be used. Note 6 - CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions staled in applicable footnote are met. Refer to Footnote D in Table C402.1.4 or Footnote C in Table C402.1.3 for eligibility requirements. Note 7 - Components with continuous insulation but with metal penetrations ! connections may be eligible for alternate continuous insulation R-values if all provisions in applicable footnote are met, Refer to alternate prescriptive R-valucs in table below and Footnote F in Table C402.1.3 for eligibility requirements. Alternate continuous insulation nominal R-values This alternate nominal R-value compliance option is allowed for projects complying with all of the following: 1. The ratio of the cross -sectional area, as measured in the plane of the surface, of metal penetrations of otherwise continuous insulation to the opaque surface area of the assembly is greater than 0,0004 (0.04%), but less than 0.0012 (0.12%). 2. The metal penetrations of otherwise continuous insulation are isolated or discontinuous (e.g., brick ties or other discontinuous metal attachments, offset brackets supporting shelf angles that allow insulation to go between the shelf angle and the primary portions of the wall structure). No continuous metal elements (e.g., metal studs, z-girts, z-channels, shelf angles) penetrate the otherwise continuous portion of the insulation. 3. Building permit drawings shall contain details showing the locations and dimensions of all the metal penetrations (e.g., brick ties or other discontinuous metal attachments, offset brackets, etc.) of otherwise continuous insulation. In addition, calculations shall be provided showing the ratio of the cross -sectional area of metal penetrations of otherwise continuous insulation to the overall opaque wall area. --t•-•-eztrblie: with rontanuout vatufation f•-e* definition) _Alternate option for w4-ettablret with metal penetrations, greater than 3.0.-tpl, but lett than. 0..Clao -Alternate option for at:Ault-tic. frith metal penetration.... greater than or equal to frObao but let: thaa b_125o P..-:;": -*.:1 7.-if.•.t.:-.. :7,1-1E..7-7; a•:::, -F...-10zi :4"...12. - ?A :: ',7.: ?..:.? -1'_.:::,3c: E-IP - R-1 ',:: R-1$7,-.E.1:-•17: .1,...1.P -1',...11 -c: F.-c; -E-16:: :;‘.. LI - -:: End of Envelope Requirements Sununary 1 4 4 4 1 10,fiteffr 4eAA- 13 St% A9r 9X,29r a 4 SICETCH.OF ELEMENT Nob: Mak.cophs ot1Ms tam•tor Framing Ratio { if Il�ilt Rtituzo wI. IJuut1 P7;2 I4t Flow 14-tb R')Pk lCfrit- &t .' 14 Ine,ss Material Thickness Inches R/In Thickness R Value Solid R value Cavity '''' ,,"" OA t T uiu '$/4 t. bpi - . Summation R Values U S 1/R I .Y/. U Value for Area of Element * Area of Element is net area after openings such as doors, windows and skyigtits have been subtracted. Element: P-lM' , WIr1-L- SKETCH OF ELEMENT Note: Make copies of this tom tot every building elemt'M. Wee MR W. w/ VARPR etArgiar. (Z- 4 tWAAL plicable) x' 'rL&Pfr PLY W©DP Material Thickness inches A/ln Thickness A Value Solid A value Cavity I iPW. - P 41 Oto r — is r/ W • V T (ice 'VI' Y wv©p r �1s .. -Summation it Values � F ► U ft UR U Veue Element ( Area of Element' * Area of Element is a alter openings such as doors, iYndaws and skylights Nom been sUbtsacted, Element lit r-up SKETCH OF ELEMENT Note: Make copies of this form for every building element. Framing Ratio (if applicable) = Lagrx wpmt()e. t o 6,¢¢0 2— (11'P. W AirLIWuwyllai elect tWoilaliso Materials Thickness (inches) R / Inch Thickness R Value Solid R Value Cavity 1) "WOE le SUit, O.CO 2) 44"611tOD Ca b•CP& 3) , s e9 9t v Lair .11[ !o tju, O•Zb 4 ?-Z} got .61 (? 1$41 5) , 1© 6) lief am. (Ta b.SZ 7) */ iits si.st _ _ O ►q 8) 9) 10) 11), Total R Values U Value =1/R 19•4J Average U Value = Wu. for t3ement (Avg.) _ (u Solid (framing Redo) + U (Cavity Ratio))/2 Area of Element "Area of Element is net area after openings such as doors, windows and sylights have been subtracted. Lighting Summary LGT-SUM athlnoton State Enerav Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and at R1 Revised August 2016 Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write- protected. P T 0: Applicant Information. Pro ' information' dividu who n inquiries about co ' p vi . DE APPROVED JUN E COMPLIANCE 10 2019 Cornpany Name: CompanyAddress: V/ Applicant Name: 4p Applicant Phone: 433 ' : . ApphcantEmail: Project Description 0 New Building 0 Addition !ncludeSUA4 in envelope forms wo City of lls tOLDING D s nd Building Additions Refer to Section C502.2.6 foradditional requirements. Compliance Method Interior lighting Extenor lighting ng systems in addition area comply with all applicable provisions as a stand alone new construction project 0 0 Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance 0 0 Addition is combined with existing: For Interior lighting projects, include new + existing interior lighting Wattage table in LTG-INT-BLD or LTG-INT-SPACE form. For exterior lighting projects, include new + existing exterior lighting Tradable and Proposed Non -Tradable Lighting Wattage tables fixture wattage in fixture wattage in LTG-EXT firm Proposed Lighting in Proposed ' a = I Interior and Exterior Lighting Alterations Select all Lighting Power and Lighting Control elements that apply to the scope of the retrofit project. if project includes a combination of spaces 50% of the existing fixtures are replaced in some spaces, and 50% or mom of the fixtures are replaced in others, then provide separate lighting power compliance forms for the two rebofit conditions. Spaces undergoing the same type of retrofit may be combined into one lighting power compliance form. Refer to Section C503.6 for additional requirements. All alteration lighting controls shall be commissioned per C408.3. • Ej No changes are being made to the interior or exterior lighting systems and existing space uses and configuration are not changed. Lighting Power Interior lighting Parking garage Exterior lighting 50% or more of existing are replaced 14 0 0 L s than 50% of existing are replaced • III Lamp and/or ballast replacement only — existing total wattage not increased 0 M 0 50% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the tal lighting power prior to alteration. Include new + existing -to -remain fixtures in the Proposed Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT forrn. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total installed wattage for exterior luminaires. Ugtittng Controls Interior lighting Parking garage Exterior lighting New wiring installed to serve added fixtures and/or fixtures relocated to new rcuit(s) PS o o New or moved lighting panel 0 0 0 Interior space is reconfigured - luminaires unchanged or relocated only 0 New wiring or drcult - For interior lighting, provide required manual controls per C405.2.3, occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7. New or moved panel - Provide all applicable fighting controls as noted for New Wiring and automatic time switch controls per C405.2.2. Reconfigured interior space - Provide all required lighting controls that apply to a new interior space. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured spaces. Change of Space Use 0 Existing interior lighting systems in areas under -going a change in space use are upgraded to comply with LPAs for the new space tyREME.0100405.4.2(1) or C405.4.2(2). Identify interior spaces requiring LPD upgrade to the current Code in Proposed Lighting Wattage table in LTG-INT-BLD or LTG-INT-SPACE form. la ....1.11 RM.. ii0 MI. Mi. • s • .• .. Zot- Olbui CITY OF TUKWI A HC Consultants, APR 0 3 Mg PERMIT CENTER Interior Lighting - Space -By -Space Method LTG-INT-SPACE 2015 Washington State Energy Code Compliance Forrns tor Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised August 2016 Project Title: fk UZ1IVI;'' 10, Date Calculation Area '°9 0 Addition - 0 Addition stand alone + existing 0 Spaces where < 50% of 0 Spaces where a 50% of n luminaires are replaced luminaires are replaced - For Building Departinent Use LPA Calculation Type 0 Standard 0 Additional Efficiency Package Option C406.3 Reduced Interior Lighting Power To comply with C406.3, the Proposed LPD shall be 25% lower then the Target LPA. Refer to C406.3 for additional requirements. Maximum Allowed Lighting Wattage "O" 1 Location (plan #, room #) Space Type COIN HeightNOTE 2 Gross Interior Area in ft2 Allowed Watts per ft2 Watts Allowed (watts/ft2 x area) S tO 1 OA, 6 frVit g;44.1 4 1k6-tCttc;e0 Lobby 6MCe CfAC6 1, Total Area Retail Display M*5 LTG-1NT-DISPLAY Allowed Watts Allowance from Art/Exhibit Display Allowance from LTG-INT-DISPLAY NOTES cicti.i3 Proposed Lighting Wattage NOTE Location (plan #, room #) NOTE 4, 5, 6 Fixture Description Number of Fixtures Watts/ Fixture NOTE 7 Watts Proposed tDt al t 2, '3 gr:2) Proposed Retail Display Lighting from LTG-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts[ Interior Lighting Power Allowance Note 1 - List all unique space types per Table C405.4.2(2) that occur in the project scope. Select space type category per from drop down menu. Note 2 - Indicate ceiling height for atriums and spaces utilizing the ceiling height adjustment per Table C405.4.2(2), Footnotes d thru f Note 3 - List all proposed lighting fixtures including exempt lighting equipment and existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 - For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing in fixture description. Note 7 - For praposed WattsrFtdure enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw -in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. For line voltage trackibusway systems, enter the larger of the attached luminaire wattage or 50 wattsAineal foot, or enter the wattage limit of permanent current limiting device. Note 8 - Lobby Art/Exhibit Display Allowance is independent of the Maximum Allowed Lighting Wattage. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing building liahtina systems to demonstrate compliance. Refer to C502.1. Lighting Summary, cont. LGT-SUM ashinaton State EnergyCode Com lance Forms for Commercial Buildings nduding includingR2, R3, R4 over 3 stories and all R1 Revised August 2016 Project Title: t.-169-tits . lamac* .. di, 1005 Date 124 1.03 9 Interior Lighting System Description SX4 Orr/79et2 toeP -trx11:624 Interior Lighting Power Allowance Method D Building Area Method 'Space -by -space Method Select method used in project Interior Lighting Controls VtAll C405.2.1 - C405.2.6 Controls 0 C405.2 Exception 5 Luminaire Level Lighting Control (LLLC) 0 Additional Efficiency Package Option C406.4 Enhanced digital lighting controls To comply with C4064, no less than 90% of the total installed interior lighting power shall comply with the requited controls per C406.4. Dwelling Unit Interior Lighting Permanently installed interior lighting fixtures in dwelling units comply with: 0 C405.2 thru C405.5 Commercial Lighting Controls and LPA 0 C406.3 High Efficacy Lighting 0 Exterior Lighting System Description PA Lighting, Motor, and Electrical Permit Checklist, Pg. 1 LTG-CHK for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised August 2016 2015 Washington State Energy Code Compliance Forms Project Title: 'l l r 4E U Ibis Date The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements i the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Budding Department Notes LIGHTING CONTROLS C405.2 Lighting controls, general For all lighting fixtures, indicate lighting control method on plans for spaces and lighting zone(s) served, or exception taken! 101 C405.2 Luminaire level lighting controls (LLLC) Indicate on plans all fixtures provided with LLLC in lieu of C405.2 lighting controls; provide description of control capabilities and performance parameters ' 1 n 1 j 11 L y C405 1 Lighting in dwelling units For permanently installed lighting fixtures in dwelling units, indicate lighting control method on plans for spaces and lighting zone(s) served, or demonstrate compliance with high efficacy exception l.f C405.2.3 C405.2.1.1 C405.2.2.2 C405.2.4 C405.2.5 Manual controls Indicate on plans the method of manual lighting control (whether combined with occupancy sensor, automatic light reduction,—t daylight responsive or specific application controls), location of manual control device and area or specifice application it serves G �rC21 C405.2.2.1 C405.2.2.2 C405.2.3 Manual interior lighting controls Indicate on plans which method of manual 50% lighting load reduction is provided, or whether lighting load is reduced via occupancy sensors or daylight responsive controls .. '� C405.2.2 Method of automatic shut-off control Indicate on plans the method of automatic shut-off control during unoccupied periods (occupancy sensor or time switch) for all lighting zones; 6 b ` 1 Indicate locations where automatic shutoff is provided by other methods (occupancy sensor or digital timer switch) or which time switch control exception applies C405.2.1 C405.2.1.1 Occupancy sensor controls Indicate on plans the spaces served by occupancy sensors; Indicate whether occupancy sensor controls are configured to be manual -on, automatic 50%-on, or serve a space eligible for automatic 100%on per exception �© C405.2.1.2 Occupancy sensor controls - warehouses Indicate aisleways and open areas in warehouse spaces provided with nen ipancy sensor controls that reduce lighting power by 50% C405.2.6 Digital timer switch Indicate required digital timer switch control function when control is used r.switch C405.2.2.1 Automatic time controls Indicate locations of override switches on plans and the lighting zone(s) served, include area sq. ft II/tie C405.2.4.2 C405.2.4.3 Daylight zones - Sidelight and toplight Indicate primary and secondary sidelight daylight zone areas on plans, include sq. ft.; Indicate toplight daylight zone areas on plans, include sq. ft.; For small vertical fenestration assemblies (rough opening less than 10 percent of primary daylight zone) where daylight responsive controls are not required, provide fenestration area to daylight zone calculation(s) 11 rA � C405.2.4 Daylight responsive controls Indicate on plans lighting zone(s) served by daylight responsive controls; Identify sidelight and toplight daylight zones that are not provided with daylight sensing controls and the exception(s) that apply; Indicate on plans the lighting load reduction method continuous dimming, or stepped dimming that provides at least two even steps between 0%-100% of rated power, Indicate that daylight sensing controls are configured to completely shut off all controlled lights in the lighting zone C405.2.5 Additional controls Specific application lighting controls Identify spaces and lighting fixtures on plans that require specific application lighting controls per this section 1-11 G405.2.5 Items 1 &2 Display and accent lighting Indicate on plans that display and accent lighting, and display case lighting are controlled independently from both general area lighting and other lighting applications within the same space; Indicate manual and automatic lighting control method 2015 Washington State Energy Code Compli Project Title The followin, Washington Applicability (yes,no, na) Lighting, Motor, and Electrical Permit Checklist, Pg. 2 for Commercial Buildings Including R2, R3, R4 over 3 stories and all R1 LTG-CHK Revised August 2016 016 - r l .1)(A te t/i t p Qf I information is necessary to check a permit application far compliance with the lighting, motor, and electrical requirements in the State Energy Code, Commercial Provisions. Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes C405.2.5 - Item 3 Hotel/motel guest rooms Indicate method of automatic control - vacancy or captive key control of all installed luminaires and switched receptacles in guest room C405.2,5 - Item 4 Supplemental task lighting Indicate method and location of automatic shut-off vacancy rorttral for supplemental task lighting, including under -shelf or under -cabinet lighting C405.2.5 - Item 5 Lighting for non- visual applications Indicate on plans eligible non -visual lighting applications, include sq. ft area of each lighting control zone; Indicate on plans that non -visual lighting are controlled independently from both general area lighting and other lighting applications within the same space; Indicate method of manual lighting control and applicable automatic lighting control Item 6 .5 - Item 6 Lighting equipment for sale or demonstration Indicate on plans that lighting equipment for sale or demonstration are controlled independently from both general area lighting and other lighting applications within the same space Indicate mtluod of manual fighting control and applicable automatic lighting control C405.2.5 - Item 7 Means of egress fighting Identify on plans egress fixtures that function as both normal and emergency means of egress illumination; Provide calculation of lighting power density of total egress lighting; 1 If total egress lighting power density is greater than 6.02 W/sq. ft., indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods; Indicate method of automatic shut-off control C405.2.7 Exterior lighting controls Indicate on exterior lighting plans and fixture schedules ttre automatic lighting control method, control sequence, and locations served; For building facade and landscape lighting, indicate automatic controls shut off lighting as a function of dawn/dusk and fixed opening/closing time; For all other exierior lighting, indicate automatic controls shut off fighting as a function of available daylight; include control sequence that also reduces lighting power by at least 30% between 12am-6am, or from 1 hour after dosing to 1 hour before opening, or based upon motion sensor C405.5.1 Exterior building grounds lighting controls For bullding grounds fixtures greater than 100 watts, indicate on plans whether fixtures have efficacy greater than 80 lumens or; are controlled by motion sensor, or are exempt lighting per C405.5,2 C405.2.5 Area controls - Master control switches and circuit power limit fmdicate location(s) of master control switch(es) intended to control multiple independent switches; circuit breaker may not be used as a master control switch; Verify that no 20 amp circuit controlled by a simgte switch or automatic control is Ioaded beyond 80% C408.4 Enhanced digital lighting controls To comply with additional efficiency package option, indicate on plans all interior lighting fixtures that are individually addressed and provided with continuous dimming, or exception taken; ndude calculation of percent total installed interior lighting power that is configured with required enhanced lighting control functions (min 90% to comply with additional efficiency package option) C405.13 C408.3 Lighting system functional testing ff claiming lighting system commissioning exemption provide supporting calculation; Identify applicable commissioning documentation requirements per Section C408 or eligibility for exception; Provide written procedures for functional testing of all automatic controls and describe the expected system response Lighting, Motor, and Electrical Permit Checklist, Pg. 3 LTG-CHK Commeraal Buildings including R2, R3, R4 over 3 stories and all R1 Revised August 2016 2015 Washington State Energy Code Compliance Forms Project Title: ii--V)S,'13 i- 5A.)eatie a:Li tot, Date 64\Pq> ii ei The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes INTERIOR LIGHTING POWER & EFFICACY C405.4.1 G405.4.1 C405.4.2 Total connected interior lighting power Include all luminaires in lighting fixture schedule; indicate fixture types, lamps, ballasts, and manufacturer's rated watts per fixture; gl CND Identify spaces eligible for lighting power exemption on plans arid in compliance forrns; indicate the exception applied; Identify lighting equipment eligible for lighting power exemption in fixture schedule and in compliance forms; indicate the exception a lied; Indicate that exempt lighting equipment is in addition to general area lighting and is controlled independently C405.3 Exit signs Indicate location of exit signs on plans and rated watts per fixture in lighting fixture schedule (maximum 5 watts per fixture) t 1CD Wis.. C405 . 1 Lighting in dwelling units - lamp efficacy If high efficacy exception is applied to permanently installed lighting fixtures in dwelling units, indicate in lighting fixture schedule if lamps in fixtures are high efficacy per R404.1. Calculate percentage of fixtures with high efficacy lamps in project (min 75% to comply with exception). G406.3 Reduced lighting power density - dwelling unit lamp efficacy For project with dwelling units, to comply with additional efficiency package option indicate in lighting fixture schedule if lamps in fixtures have efficacy rating of 60 lumens per watt or more, Calculate percentage of fires with lamps that have this efficacy rating (min 95% to comply with option). Lighting Power Calculation - Indicate compliance path taken 14Vje C405.42.1 Building Area Method Complete required compliance forms — proposed wattage per building area does not exceed maximum allowed wattage per building area. Identify locations of building areas on plans .4..2 C4052 Space-By-Space Method Complete required compliance forms — total proposed wattage does not exceed maximum allowed wattage. Identify locations of space types on plans, including retail display areas, lobby art & exhibit display areas, and ceiling heights as applicable 1,4/4c, 0406.3 Reduced lighting power density To comply with additional efficiency package option, demonstrate in compliance forms that total connected interior lighting wattage is 75% less than the total maximum allowed lighting wattage via Building Area Method or Space -By -Space Method EXTERIOR LIGHTING POWER & EFFICACY 14/.. C405.5.2 Total connected exterior lighting power Include all luminaires in lighting fixture schedule; indicate fixture types, lamps, ballasts, and manufacturer's rated watts per fixture; Identify exterior applications eligible for lighting power exemption on plans and in compliance forms; indicate exception Applied; Indicate that exempt exterior lighting is controlled independently frorn non-exempt exterior lighting; include exception claimed for each fixture or group of fixtures under exception category Table C405.5.2(1) Exterior lighting zone Indicate building exterior lighting zone as defined by the AHJ C405.5.1 Exterior building grounds lighting For building grounds fixtures rated at greater than 100 watts that are complying based on efficacy, indicate rated lamp efficacy (in lumens per watt) in fixture schedule C405.5.2 Exterior lighting power calculations Complete required compliance form — proposed wattage for exterior lighting plus base site allowed does not exceed maximum allowed david kehle August 3, 2020 City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Attn: Mr. Lee Sipe RE: Shasta Beverage 1227 Andover Park East Tukwila, WA 98118 Tenant Improvement QA Lab D19-0106 Dear Mr. Sipe, RECEIVED CITY OF TUKWILA SEP 02 201) PERMIT CENTER Per the field, you had requested the shop drawings for the fence be submitted to you. I have attached 2 copies of stamped shop drawings reviewed by Plump, Sheet S300 rev 4 dated 6/16/20 also stamped and signed by Plump. In addition I have attached a letter from Shasta regarding storage on the second floor, and have attached two e-mails to you relative to the original permit drawings relative to the second floor storage and fencing, all shown on the original permit. Please review ASAP as you are holding up the utilization of the QA Lab first floor which is critical for Shasta operation. Still not sure why this procedure needs to be done but please expedite. Sincerely, David Kehle Rev submittal CC: Mr. Jerry Hight 1916 Bonair Drive S.W. Seattle, WA 98116 REVISION NO. D 40, D 10 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch,com 8/3/2020 1,\ shasta QC lab storage From: Subject: mhaata QC lab storage Date: Thu, July 23, 70209:58 am To: Lee. .gOv Cc: "Neil Johnson" <njohnson@shastabeverages.com> Lee, I did not hear back from you relative to my e-mail on the Q4 Lab storage mezzanine. I trust that was sufficient to proceed as it was all shown on the permit set. You evidently had a question regarding storage layout on that mezzanine. Attached is a letter from Shasta, Neil, regarding the storage. It is a flexible storage space so no fixed racks or shelving over V'9^ tall. I trust this will expedited the final approvals. Attachments: 'Neil to be put on your letter head.docx 16 k Type : _/�— . P(q RECEIVED CITY OF TUKWLA SEP 0 2 i0�/X PERMIT CENTER REVISION k10,901%. 8/3/2020 ohaotaOClab /\ From: dkehle@dkchle4rch.conm Subject: shasta QC lab Dote: TUe, 7nh/2], 2020 }}:58 uol To: Lee. Sipe@TukwilaWA.gov Cc: "Neil Johnson" <njohnson@shastabeverages.com> Lee, I have reviewed the drawings that were submitted for permit for the QA Lab and found the following relative to the second floor above the OA lab' Sheet G003 shows the exiting plan with occupant loads for the enclosed OA storage room of 300 sf and 879 sf of the mezzanine. There are two stairs. Sheet A100 has the second floor plan with a note 3 for a 6' chain link fence and to see structural. A200 has building sections which show the fencing on all sides. Sheet S801 has the design load of 100 PSF noted' 5101 has the second floor framing and section cuts and S308 has the fence attachment detail Il with cuts. I am not sure what the question is relative to this area of the work, but seems like it is all covered on the permit. Let me know if you have any questions. Dave CITY OFTUKW/LA SEP DV 1U/U PERMIT CENTER REVISION NO,-0)-L, (I �� I �wr0(v xttps:llwoumu .mmonu.nmy_mam mnvd_id=711u&view_ n000e—imageo~ 1� To Whom it May Concern, Our intent for the storage areas above the QA Lab on the permitted mezzanine, will be a combination of bulk storage and non -fixed and moveable fixtures with the load capacity not exceeding 100pounds per sfasthe floor was designed. Per IBC 3015,Section lDSPermits, AlU51,work exempt from permit, item l3lists non fixed and moveable fixture, cases, rack, counters and partitions not over 5^'9"|nheight. This will bethe height ofany fixture xveput upthere. | trust this will satisfy your concerns. The location of storage will vary on the amount and type of products stored, so no fixed layout will be done. We will keep aisles for exiting open, Neil Johnson Corporate Project Engineer d:IkAd,A' �� k�v�xmy��o"o"m".2~ RECEIVED CI TY OF /umWLA ��P0�)V� "°*� °^~ �«'u ot'o-O)OO / City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 14, 2019 David Kehle 1916 Bonair Dr SW Seattle, WA 98116 RE: Request for Extension #1 Permit Number D19-0106 Dear David, This letter is in response to your written request for an extension to Permit D19-0106. The permit expiration date has already been extended to 03/11/2020 due to its issuance on 09/13/2019. No additional permit extension has been processed at this time. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Kandace Nichols Permit Technician File: Permit No. D19-0106 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov r Requer or Extension # 1 davi kehle October 10, 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Jerry Hight RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement QC Lab D19-0106 Dear Mr. Hight, Current Expira Extension Request: 1 J Approved for Denied te: 3/421, anation) days Signature/Initials RECEIVED CITY OF TUKWILA OCT 1 1 2019 PERMIT CENTER As the Design Professional In Responsible Charge, I am requesting an extension for the above permit based on the following: 1. There are several sequential items that need to take place before other permitted projects can proceed. Timing is causing delays for some construction and final inspections. 2. There are on going reviews of some projects (Glycol Room, and revised drawings for Breakroom and QA lab) that have been submitted to the city 3. There are on going reviews of the projects waiting for our responses or city reviews. 4. We have been working with Lee on several of the permits and inspection processes. For the above reasons, 1 am requesting the permit be extended. If you have any questions, please let me know. Sincerely, David Kehle 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch,com \-4 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 2, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Structural Review Mechanical Permit D19-0106 — Revision #1 — QC Lab Shasta Beverages, Inc. — Break Room - 1227 Andover Park E Dear Mr. Hill, 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 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: D19-0106 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov t:5 City of Tukwila Department of Community Development 9/3/2019 DAVID KEHLE 1916 BONAIR DR SW SEATTLE, WA 98116 RE: Permit Application No. D19-0106 SHASTA BEVERAGES, INC - QC LAB 1227 ANDOVER PARK E Dear DAVID KEHLE, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/3/2019, 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 10/3/2019. 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. Sincerely, Bill Rambo Permit Technician File No: D19-0106 ?-4 6300 Southcenter Boulevard Suite 1100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 v(2- City of Tukwila Department of Community Development - Jack Pace, Director Allan Ekberg, Mayor April 4, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Structural and Nonstructural Plan Review Development Permit D19-0106 Shasta Beverage — QC Lab — 1227 Andover Park E Dear Mr. Hill, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. Also, separately please review the enclosed set of plans and documents for nonstructural compliance with the 2015 International Building Code. This permit (D19-0106) is for the building portion only and we ask you to limit your review and corrections to the building portion only for now. Separate applications will be submitted for the mechanical, plumbing and electrical permits at a later date. We will forward those applications and plans to you at that time. When you have finished your initial review, please forward any corrections to us and we will send a correction letter to the applicable party for response. 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: D19-0106 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov david kehle .architect. April 2, 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: RE: Mr. Jerry Hight Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 981.18 CE19-0026 Tenant Improvement Control Lab with Mezz. Dear Mr. Hight, RECEIVED CITY OF TUKWILA APR 0 3 2019 PERMIT CENTER As the Design Professional In Responsible Charge, I have reviewed the attached permit submittal, drawings and calculations for the single story control lab with storage mezzanine, prepared by Plump Group including structural engineering. There needs to be insulation shown (R-21 in walls and roof), as I have used for the energy code forms for compliance. I believe these are adequate for permit submission and initial review. Please accept for permit review. David Kehle ao 1916 Bonair Drive S.W. Seaffle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com PLANPRVITEMEEPTPING SLIP PERMIT NUMBER: D19-0106 DATE: 9/2/20 PROJECT NAME: SHASTA BEVERAGES OS LAB SITE ADDRESS: 1227 ANDOVER PARK E Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision /1_ 2after Permit Issued DEPARTMENTS: $4 kW Ci".°2 ° Building Division III Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: DATE: 9/3/20 Not Applicable Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 11/12/20 Approved with Conditions Fire Fees Apply I Denied (le: Zoning Issues) Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 DATE: 12/18/2013 oPERMIT COORD COPY o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0106 DATE: 10/01/19 PROJECT NAME: SHASTA BEVERAGES, INC QC LAB SITE ADDRESS: 1227 ANDOVER PARK E 41.1•1•10.00•10101.111 Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: *dingliD tq10\ ,ish 1111 Public Works MA PR tirie Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable El (no approval/review required) Planning Division Permit Coordinator DATE: 10/03/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/31/19 Approved Corrections Required r Approved with Conditions E Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff initials: 12/18/2013 PERMIT COORD COP? PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0106 PROJECT NAME: SHASTA QC LAB SITE ADDRESS: 1227 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # DATE: 04/03/19 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: p.‘Ai61 uilding iv ion 111 S MIN 14'14- Public Works Fire Prevention Structural C Planning Division 111 Permit Coordinator 1 PRELIMINARY REVIEW: DATE: 04/04/19 Not Applicable Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 05/02/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire D Ping EJ PW D Staff Initials: 12/18/2013 t5 i PROJECT NAME: SS liN PEAlA RMIT NO: . SITE ADDRESS: 1?9_71 t144(6Vcall\.e ORIGINAL ISSUE DATE: q_ 3-17 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS *F A - Summary of Revision: e CA-vivA c kolk.N I Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALSN -)-- n 24 1 ot-A-2P2e Surnmary o Revision: d'Iiai`k te tR vyl.e.,,,.i--s Received by: ep tArle-- 11)1 (p ease pint) 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: 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: Received by: (p ease print) City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: httplAvwmatukrvila.wa.us Steve Lancaster, Director REVISION SUI3MITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, far, etc. Date: e71 Plan Check/Permit Number: 12 14. Response to Incomplete Letter # O Response to Correction Letter # Revision # after Permit is Issued El Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: JZ7Agativa Flee, ast Contact Person: L4lt76514te Summary of Revision: CITy RECEIVED OF TUKWILA SEP 02 zii/ii PERMIT CENTER Phone Number: e Vez eff-Vat4014 FAN Ap1ctie2-!4bQp14 *1324c4e haw 10 tb Sheet Number(s): ??271 2e1l fr "Cloud" or highlight all areas ° revision incltiding date of Received at the City of Tukwila Permit Center by: O Entered in Permits Plus on %applicatiousiforms-applicabons on bnerevisitm submittal ision Created: 8-13-2004 Revised: 0 City of Tukwila Steven M. Mullet, Mayo Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: lutp://www,ci.nukwila.wa.us Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions u not be accepted through the mail, fax, etc. Date: � 1 Plan Check/Permit Number: Response to Incomplete Letter # Response to Correction Letter # Revision # I after Permit is issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: t t�l. �ttttL �'�bP-iGr Contact Person ' t Summary of Revision: itos-ilvictikk) -r.c) 11)!1 of tt.,,47, ( 13,Kstzuctuo r r G RECEtV OCT 0 1 PERMIT Sheet Number(s): MVI d 17 2.. Jib l "Cloud" or highlight all areas of revisi including date ofevlsion Received at the City of Tukwila Permit Center by: tirEntered in Permits Plus on ( .2a)2 `t2s�l� tapplications fGeations en line\revision submittal Created: 843-2fl04 Revised: C CITY OF TUICWILA 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: ) ► STATE OF WASHINGTON) ) ss. COUNTY OF KING , states as follows: [please print name] t. 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 t, and will therefore not be performed by a registered contractor. S. 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. \11111111 cEK4r� 4f2f?68 Ito cfi. Iasi. WAS /A S ' �• , cam_ LA. Owner/Owner's Agent* Signed and sworn to before me this day of � ,20�� C in and for the State of Washington Residing at,t� , Countyr,1 Name as commissioned: 14Q Yt11 [Xft° I L'.hcf l 5 My commission expires: ttr''N'N 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; 11. 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 electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical 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. GENERAL REQUIREMENTS I. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THE ENGINEER OR ARCHITECT. 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUB -TRADES. 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 7. ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE LOCAL BUILDING CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. 9. THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. 10. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE APPROVED IN WRITING BY THE OWNER. 11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 12. SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 14. AN IN-HOUSE QUALITY CONTROL AND INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT BEEN ADDED TO THESE CONSTRUCTION DRAWINGS. THE ARCHITECT AND HIS CONSULTANTS ASSUME NO RESPONSIBILITY FOR CONSTRUCTION BIDS OR CONSTRUCTION PERFORMED FROM THESE DRAWINGS. 15, THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER, WHETHER OF MATERIAL OR WORK, AND FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 16, THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING CHECKER WITH THEIR SIGNATURES. B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. C. CONTRACTOR TO SUBMIT THE DESIRED NUMBER HARD COPIES OF SHOP DRAWINGS PLUS TWO EXTRA SETS TO ENGINEER FOR REVIEW. IF PDF'S ARE SUBMITTED THE NUMBER OF COPIES PRINTED OUT WILL BE CHARGED AT THE CONTRACTORS EXPENSE. THE FULL AMOUNT OF THE PRINTS SHALL BE PAID BEFORE THE REVIEWED DRAWINGS WILL BE RELEASED. 17. STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN IBC CHAPTER 17. SEISMIC FACTORS IMPORTANCE: 1.0 OCCUPANCY: II SS: 1.431 S i : 0.533 SITE CLASS: D SDs 0.954 SDI 0.533 SEISMIC D.C.: D DESIGN LOADS LOCATIONS: D.L. L.L. LAB - CEILING 12.0 PSF 100.0 PSF FRAMING LUMBER 1. ALL FRAMING LUMBER SHALL CONFORM TO "STANDARD GRADING AND DRESSING RULES NO. 17 OF WEST COAST LUMBER INSPECTION BUREAU. EACH PIECE SHALL BEAR THE GRADE STAMP OF AN APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. 2. FRAMING LUMBER SHALL BE DOUGLAS FIR, S4S, UNLESS OTHERWISE NOTED. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES, UNLESS OTHERWISE NOTED: ITEM MINIMUM GRADE STUDS: 2" 1 , 4" WI�-8,_ „�.CNSETTUECTION /�GRADE 2" THICK, 4" TO T'WIDE........./7\ RU TU AL IG F AM NG: (� \ 2" TO 4" THICK, 2" TO 4" WIDE . , ..... NO. 1 OR BETTER STRUCTURAL JOISTS AND PLANKS: 2" TO 4" THICK, 6" AND WIDER ....... NO. I OR BETTER BEAMS AND STRINGERS: 5" AND THICKER, 6" AND WIDER.. NO. 1 OR BETTER POSTS AND TIMBERS: 5" X 5" AND LARGER.. NO. 1 OR BETTER 3. MAXIMUM STUD HEIGHT SCHEDULE AT NON -BEARING WALLS (LATERALLY BRACED) 2 X 4 AT 16' o.c........... 12' - 0" 2X6AT16"o.c ........... 18'-0" 2 X 8 AT 16" o.c........... 23' - 0" U.O.N. 4. PLYWOOD SHALL CONFORM TO PRODUCT STANDARD PS-1-09. PLYWOOD SHALL BEAPA GRADE STAMPED, INCLUDING PANEL INDEX NUMBER. ROOF SHEATHING SHALL BE 1/2" CD-X STRUCTURAL 1, PJ. 32/16, UNLESS OTHERWISE NOTED. SEE SHEAR WALL SCHEDULE FOR SHEAR PANEL SHEATHING. ROOF SHEATHING AND SHEAR PANELS SHALL BE IN PLACE AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING: INSTALL WITH FACE GRAIN ACROSS SUPPORTS AND ALL JOIST SHALL BE BLOCKED EXCEPT WHERE NOTED ON PLANS. 5. ALL OPENINGS THRU ROOF SHALL BE NAILED PER BOUNDARY NAILING OF PLYWOOD DIAPHRAGM NAILING REQUIREMENTS. 6. ALL GLUE LAMINATED MEMBERS AS SHOWN ON PLANS SHALL BE IN ACCORDANCE WITH A-LT.C. SPECIFICATIONS. ADHESIVES SHALL BE WATER RESISTENT INTERIOR W.C.L.A. SPECIFICATION COMBINATION (SEE BELOW) INDUSTRIAL APPEARANCE GRADE. A.I.T.C, INSPECTION CERTIFICATES SHALL BE FURNISHED WITH EACH BEAM. SUBMIT SHOP DRAWINGS TO THIS ENGINEER FOR REVIEW PRIOR TO FABRICATION. SIMPLE SPAN BEAMS 24F - V4 CANTILEVERED BEAMS 24F - V8 7, FRAMING HARDWARE SHALL BE SIMPSON "STRONG -TIE" CONNECTORS OR EQUAL. ALL SUBSTITUTES SHALL BEAR I.C.C. APPROVAL UNLESS OTHERWISE INDICATED ON DRAWINGS. ALL FLUSH WOOD TO WOOD CONNECTORS SHALL BE MADE WITH "SIMPSON" METAL HANGERS AS FOLLOWS: 2 X 4, 6, & 8 MEMBERS ......... "U" SERIES 2 X 10, 12, 14, & 16 MEMBERS ....... HU" SERIES 4 X & LARGER ............... "HUTF" SERIES 8. NAILING SCHEDULE, TYPICAL UNLESS OTHERWISE NOTED ON DRAWINGS: CONNECTION COMMON NAILS 1. JOIST TO SILL OR GIRDER, TOENAIL 3-8d 2. BRIDGING TO JOIST, TOENAIL EACH END 2-8d 3. 1 "x6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d 4. WIDER THAN 1"x6' SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d 6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d @ 16" O.C. SOLE PLATE TO JOIST OR BLOCKING @ BRACED WALL PANEL 3-16d @ 16" O.C. BRACED WALL PANELS ' 7. TOP PLATE TO STUD, END NAIL 2-16d 8. STUD TO SOLE PLATE, TOENAIL 4-8d STUD TO SOLE PALTE, END NAIL 2-16d 9. DOUBLE STUDS, FACE NAIL 16d @ 24" C.C. 10. DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d @ 16" O.C. DOUBLE TOP PLATES, LAP SPLICE 8-16d 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, 3-8d TOENAIL 12. RIM JOIST TO TOP PLATE, TOENAIL Sd @ 6" O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d 14. CONTINUOUS HEADER, TWO PIECES, 16" O.C. ALONG EDGE 16d 15. CEILING JOISTS TO PLATE, TOENAIL 3-8d 16. CONTINUOUS HEADER TO STUD, TOENAIL 4-8d 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-I6d 19. RAFTER TO PLATE, FACE NAIL 3-8d 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 21. 1'k8" SHEATHING TO EACH BEARING, FACE NAIL 3-8d 22. WIDER THAN 1"xW SHEATHING TO EACH BEARING, FACE NAIL 3-8d 23. BUILT-UP CORNER STUDS I6d 24. BUILT-UP GIRDER AND BEAMS, FACE NAIL AT TOP AND 20d BOTTOM STAGGERED ON OPPOSITE SIDES BUILT-UP GIRDER AND BEAMS, FACE NAIL AT ENDS AND AT 2-20d EACH SPLICE 25. 2" PLANKS, AT EACH BEARING 16d 26. COLLAR TIE TO RAFTER, FACE NAIL 3-1 Od 27. JACK RAFTER TO HIP, TOENAIL 3-I0d JACK RAFTER TO HIP, FACE NAIL 2-16d 28. ROOF RAFTER TO 2-BY RIDGE BEAM, TOENAIL 2-16d ROOF RAFTER TO 2-BY RIDGE BEAM, FACE NAIL 2-16d 29. JOIST TO BAND JOIST, FACE NAIL 3-16d 30. LEDGER STRIP, FACE NAIL 3-16d 31. WOOD STRUCTURAL PANELS AND PARTICLEBOARD 1 /2" AND LESS 6d SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 19/32" TO 3/4" 8d OR 6d 7/8" TO 1"8d SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 3/4" AND LESS 6d TO FRAMING) 7/8" TO 1" Sol 1 1 /8" TO 1 1 /4" I Od OR 8d 32. PANEL SIDING (TO FRAMING) 1 /2" OR LESS 6d 5/8" 8d 33, FIBERBOARD SHEATHING 1/2"NO. II GAGE ROOFING NAIL 6d COMMON NAIL 25/32" NO. 11 GAGE ROOFING NAIL 8d COMMON NAIL 34. INTERIOR PANELING 1 /4" 4d 3/8" 6d PLYWOOD WALL SHEATHING, ROOF, AND SUBFLOOR 3/8" PLYWOOD .................. Sol 1 /2" PLYWOOD .................. 1 Od 1/2"PLYWOOD.................. iOd 5/8" PLYWOOD.. . . . ............. 10d 3/4" PLYWOOD .................. 10d ADDITIONAL NAILING NOTES: A. ALL NAILS SHALL BE COMMON NAILS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. B. PLYWOOD SHEATHING SHALL BE NAILED AS FOLLOWS UNLESS OTHERWISE NOTED ON DRAWINGS: BOUNDARY NAILING - 4" o.c. EDGE NAILING - 6" o.c. FIELD NAILING - 12" O.C. C. ALL NAILS EXPOSED TO THE WEATHER SHALL BE GALVANIZED. 9. MISCELLANEOUS ITEMS, WHERE APPLICABLE: A. MUDSILLS: " WOLMANIZED" NO.2 D.E, S4S, OR BETTER. B. ROOF DECKING: SELECT DECKING -DRY, 2 X 6 T & G, V-GROOVE DOUGLAS FIR. C. FASCIA: NO. 1, EXPOSED HEMLOCK OR SPRUCE, SELECT FOR APPEARANCE. D. EXTERIOR TRIM: NO. 1, EXPOSED D.F., SELECT FOR APPEARANCE. 10. (MIN.) HEADER AND CEILING JOIST SCHEDULE FOR UPPER MOST FLOOR. MIN TO BE USED UNLESS OTHERWISE NOTED. SEE DETAIL SHEETS TO INFORMATION. 11. ALL BOLTS THRU WOOD SHALL HAVE STANDARD WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED, BOLT HOLES SHALL BE NOT MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISE NOTED. 12. SILL PLATES SHALL BE BOLTED TO FOUNDATIONS WITH 5/8" X 10" LONG ANCHOR BOLTS AT 6-0" D.C., W/ 3"x3"xl/4" PLATE WASHERS, UNLESS OTHERWISE NOTED. 13. BRIDGING OF JOISTS OR RAFTERS: (MAX) PROVIDE BRIDGING AT 10'-0" D.C. FOR ROOF RAFTERS AND 8'-0" FOR FLOOR JOIST. PROVIDE 2X SOLID BLOCKING AT ALL BEARING LOCATIONS. (MIN. TWO BOLTS PER MEMBER b" IN FROM ENDS) 14. ALL HOLDOWNS (HD) CONNECTION FROM ROOF MEMBERS TO WALL SHALL BE ON BOTH SIDES OF THE WOOD MEMBER. 15. DIAPHRAGM NAILING NOTE: WHERE 8d NAILS ARE SPACED 2-1/2" o.c. OR IOd NAILS ARE SPACED 3" D.C. HAVING A MINIMUM PENETRATION OF 1-5/8" INTO THE SUPPORTING MEMBER, THE SUPPORTING MEMBER SHALL BE A 3 X MINIMUM AND THE NAILS SHALL BE STAGGERED. 16. ROOF DESIGN LOADS: THE LOADS GIVEN ARE MINIMUM DESIGN LOADS. PROVIDE ENGINEERS, FOR THEIR REVIEW, ANY MECHANICAL EQUIPMENT NOT SHOWN ON THESE DRAWINGS AND ANY SPRINKLER MAINS PROPOSED TO BE SUPPORTED BY THE ROOF STRUCTURE. FURNISH SIZES, WEIGHTS, AND LOCATIONS, STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM AND SHALL BE FABRICATED ACCORDING TO RISC PRACTICE AND SPECIFICATIONS FOR BUILDING. 2, PLATES & BARS SHALL CONFORM TO ASTM A-36/A36M-05 U.N.O. 3. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A-992/A992-06a. 4. TUBE MEMBERS SHALL CONFORM TO ASTM A-500, GRADE B (Fy=46 KSI) PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B. 5. WELDING SHALL CONFORM WITH THE LATEST ADDITION OF THE WELDING CODE AWSDI.1-08. USE APPROVED ELECTRODES CONFORMING WITH ASTM A-233. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS APPROVED BY THE BUILDING DEPARTMENT. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR, AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. 6. UNLESS OTHERWISE NOTED, ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE WITH 7/8"0 A325-N. HOLE SIZE SHALL BE BOLT DIAMETER PLUS 1/16". 7. ALL CONNECTIONS USING ASTM A325 BOLTS SHALL BE TORQUED EITHER BY TURN OF THE NUT METHOD OR BY CALIBRIATED TORQUE WRENCH PER AISC. 8. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. 9. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN CONTACT WITH THE PUBLIC. 10. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THRU STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. 11. GROUTING OF COLUMN BASE PLATES: BASE PLATES SHALL BE DRYPACKED OR GROUTED WITH "FIVE-STAR" NON -SHRINK GROUT OR EQUAL. MINIMUM COMPRESSIVE STRENGTH SHALL BE AS SPECIFIED IN THE CO E SECTION OF THESE NOTES. ALL SURFACES SHALL BE PROPERLY NED OREIGN�OR T(O GROUTING OPERATIONT(O GROUTING OPERATION. 12. PR IDE 3x NAILER WITH 1 /2"0 BOLT AT 24" O.C. (2 FACES) T ALL STEEL T ALL STE LE C�NS IN VAOOD STUD WALLS. U.N.O. .fit--L O t_.TA 2 ct U P -r-0 i3 Fi 6 vim--_ ( N 5 P C BOA/. SEPARATE PERMIT RE¢¢¢UIRED FOR: Mechanical Electrical [� Plumbing 1 F Gas Piping City of Tukila BUILDING DIVISION FIL Permit No. v Plan review approval I$ subject to errors and omissions Approval of construction documents does 'IOt authorize the vidiation Of any adopted code or ordinance Receipt of approved Field Copy and conditions is acknowledged: By. Date: City of Tukwila BUILDING DIVISION REVISIONS No Czar -yes snail De n.ade to the scope of worn wnnow o, o: aporovaj of the Tukwila Building D,v,son. NOTE: Revisions will reouire a new Dian submittal and may mciude aadmonal plan review. CONCRETE ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACI CODE AND SPECIFICATIONS (ACI 318-14, ACI301). THE FOLLOWING NOTES ARE PROVIDED FOR USE AS A GUIDE TO ALL REQUIREMENTS. 1. MATERIALS FOR CONCRETE: A. CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: • PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM C-150-07). • PORTLAND BLAST -FURNACE SLAG CEMENT ORPORTLAND-POZZOLAN CEMENT, "SPECIFICATION FOR BLENDED • UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE I OR TYPE 11, ASTM C-150-07 • THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. B, ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER, C. WATER: • MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR WATER SPECIFIED IN ASTM C-94/C94M-07. D. AGGREGATES: • AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C-33-03). • FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE INGREDIENTS. EACH SIZE OF COARSE AGGREGATE, A WELL AS THE COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO THE APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE ASTM SPECIFICATIONS. 2- PROPORTIONING: A. GENERAL: CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS. B. STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OF THE CONCRETE (F'c) FOR EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A DIFFERENT TEST AGE IS SPECIFIED. CONCRETE CURB 2500 PSI CONT. FIG'S 3000 PSI PAD FIG'S 3000 PSI DRYPACK OR GROUT FOR BASE PLATES 4000 PSI C. SLUMP: UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 IN. OR LESS IF CONSOLIDATION IS TO BE BY VIBRATION, 5 IN. OR LESS IF CONSOLIDATION IS TO BE BY METHODS OTHER THAN VIBRATIONS. WATER CEMENT RATIO IS TO BE 0.5 MAX D. MAXIMUM SIZE OF COARSE AGGREGATE: THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN ONE -FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, ONE-THIRD OF THE DEPTHS OF SLABS, NOR THREE -FOURTHS OF THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS. THESE LIMITATIONS MAY BE WAIVED IF, IN THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. E. ADMIXTURES: IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: 1. THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY WEIGHT OF CEMENT. THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BY THE METHOD DESCRIBED IN AASHTO T260. 2. FOR PRESTRESSED CONCRETE AND FOR ALL CONCRETE WHICH WILL CONTAIN EMBEDMENTS OF OR REMAIN IN CONTACT WITH ALUMINUM OR GALVANIZED METAL, IT SHALL BE DEMONSTRATED BY TEST THAT THE MIXING WATER OF THE CONCRETE, INCLUDING THAT CONTRIBUTED BY THE AGGREGATES AND ANY ADMIXTURES USED, WILL NOT CONTAIN A DELETERIOUS AMOUNT OF CHLORIDE ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE PROVIDED. 3. ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. F. SELECTION OF PROPORTIONS: THE PROPORTIONS OF INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. 4. CONCRETE FLOOR SLABS ON GRADE SHALL BE 4" THICK (UNLESS OTHERWISE NOTED). SLABS WHICH ARE TO RECEIVE RESILIENT FLOORING CARPET OR DESIGNATED TO REMAIN EXPOSED SHALL BE TROWELLED SMOOTH. CONTRACTOR SHALL PROVIDE CONTROL JOINTS WITH A MAXIMUM AREA BETWEEN JOINTS OF 400 S.F., UNLESS OTHERWISE NOTED. MAXIMUM RATIO OF LONG SIDE TO SHORT SIDE SHALL BE 1-1/2 : 1. 5. ALL REINFORCING STEEL, WIRE MESH, ANCHOR BOLTS, HOLDOWN ANCHORS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO PLACING OF CONCRETE. Revipme and Approved RFCEI\/Ed for aUbstan$iai Compliance 0,T 0 4 NIS u1�'Gfi' SUi$ai�$� BHC Cons+al!ants, C OCT 012019 / 1^�^•f+ - 03/19/20 9/25119 REVISIONS FOR CITY SUBMITTAL 3019 PLAN CHECK 4/22/2019 FIELD REVISIONS 9/25/2019 qE COMPLIANCE 1 9125/19 SHEETNUMBER C/) W I- O J LL.1 z W NE SPECIAL INSPECTION ABBREVIATIONS SPECIAL INSPECTION BY A DEPUTY REGISTERED INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE A.B. ANCHOR BOLT PROVIDED FOR THE FOLLOWING: (UNLESS NOTED OTHERWISE.) ABV. ABOVE SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING: A/C. AIR CONDITIONING ALT. ALTERNATE piounvam PLUMP ENGINEERING INC. NO SPECIAL INSPECTION REQUIRED @ AT ❑ 1. PLACEMENT OF ALL CONCRETE WITH Pc OF GREATER THAN 2,500 PSI BLK, BLOCK CONSULTING ENGINEERS BLKG BLOCKING STRUCTURAL, MECHANICAL. PLUMBING, ❑ 2. BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. ELECTRICAL, CIVIL. SURVEYING, B.M. BEAM ARCHITECTURAL ❑ 3. SPECIAL MOMENT -RESISTING CONCRETE FRAME. B.N. BOUNDARY NAIL 914 E. KATELLA AVENUE ❑ 4. REINFORCING STEEL AND PRESTRESSING STEEL TENDONS, C CAMBER ANAHEIM, CALIFORNIA 92805 CENTERLINE P (714) 385-1835, F (714) 385-1834 ❑ 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. C.J. CEILING JOIST www'peica.com DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO CONC. CONCRETE ❑ 4.2 HAVE SPECIAL INSPECTION BY ITEM I. CONT. CONTINUOUS 5. WELDING D OR d NAIL PENNY DBL. DOUBLE ❑ 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: DF. DOUGLAS FIR DEPT DOUGLAS FIR • WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. PRESSURE TREATED CONTINUOUS INSPECTION IS NOT REQUIRED FOR: Q DIAMETER - DO REPEAT FRAMING • SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16' E.F. EACH FACE • FLOOR AND ROOF DECK WELDING ELEV. ELEVATION EQ. EQUAL • WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEMS. EQUIP. EQUIPMENT E.W. EACH WAY • WELDED SHEET STEEL FOR COLD -FORMED STEEL FRAMING MEMBERS -SUCH AS STUDS AND JOISTS E.N. EDGE NAIL • WELDING OF STAIRS AND RAILING SYSTEMS (E) EXISTING EXT. EXTERIOR Stamp: ❑ 5.2 SPECIAL MOMENT -RESISTING STEEL FRAMES, FLR. FLOOR �pR Q A. o • NON-DESTRUCTIVE TESTING IS ALSO REQUIRED. F.O.B FACE OF BEAM ��( W ASy�yGy�A F.O.S. FACE OF STUD Q- ❑ 5.3 WELDING OF REINFORCING STEEL. FTG. FOOTING F.G. FINISH GRADE ❑ 6. HIGH STRENGTH BOLTING F.V. FIELD VERIFY 34218 7. STRUCTURAL MASONRY GA. GAUGE �'`FPFS/ST0, QF� ❑ 7.1 OTHER THAN FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY, DURING PREPARATION AND TAKING OF GALV. GALVANIZED ss/DNA L El. ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF GUS. GLUE LAMINATED BEAM 03/19/20 REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND HDR. HEADER 9/25119 DURING ALL GROUTING OPERATIONS. HORIZ. HORIZONTAL ❑ 7.2 FOR FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY DURING PREPARATION AND TAKING OF ANY INT. INTERIOR REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF JST. JOIST REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION, AND DURING ALL GROUTING MAX. MAXIMUM OPERATIONS. MECH. MECHANICAL MIN. MINIMUM ❑ 8. DURING MIXING AND PLACING OF CLASS B REINFORCED GYPSUM CONCRETE. N.T.S. NOT TO SCALE ❑ 9. DURING APPLICATION OF INSULATING CONCRETE FILL WHEN PART OF A STRUCTURAL SYSTEM. O.C. ON CENTER OPNG. OPENING ❑ 10. SPRAY APPLIED FIRE PROOFING. R.R. ROOF RAFTERS PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST -IN -PLACE DRILLED REINF. REINFORCING ❑ 11. PILES OR CAISSONS. R.O. ROUGH OPENINGS V ❑ 12. SHOTCRE?E. DURING THE TAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. SHGT. SHEATHINGSQ. SQUARE SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH -WORK EXCAVATIONS, GRADING AND STD. STANDARD ❑ 13. FILLING OPERATIONS INSPECTIONS ARE TO SATISFY REQUIREMENTS OF THE GRADING SECTION OF THE CODE. SPECS. SPECIFICATIONS T&B TOP & BOTTOM ' ^ ❑ 14. SMOKE CONTROL SYSTEMS. SEE ARCHITECT FOR ADDITIONAL INFORMATION IF REQUIRED. T&G TONGUE & GROOVE v I TYP. TYPICAL W * REFER TO 2015 I.B.C. U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: WD WOOD ❑ A W/ WITH n/ VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFORMANCE WITH THE SOILS INVESTIGATION REPORT. W.W.F. WELDED WIRE FABRIC {-r— W ❑ B. VERIFY THAT THE FOOTING EXCAVATIONS EXTEND TO THE PROPER BEARING STRATUM. w� 11d,C. ALL EXPANSION ANCHOR INSTALLATIONS INCLUDING CLEANOUT AND TORQUE TEST. - >^ W co Uj D. ALL EPDXY ANCHOR SYSTEMS INCLUDING CLEANOUT AND INSTALLATION.00 ❑ E. PLACEMENT OF ANCHOR BOLTS FOR COLUMNS PRIOR TO PLACING CONCRETE. 00 06 E Q THE PERMIT APPLICATION SHALL RETAIN A RESPONSIBLE ENGINEER APPROVED BY THE BUILDING OFFICIAL TO ? O ENSURE THAT: 2 V) z � A Q ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE INSPECTED BY QUALIFIED � Q DEPUTY INSPECTORS APPROVED BY THE BUILDING OFFICIAL; AND ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED PLANS ARE BROUGHT TO THE a N ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF NOT CORRECTED, REVISED DESIGNS TO v ! d B. OVERCOME THE DEFICIENCY SHALL BE PREPARED BY THE DESIGN ENGINEER OR ARCHITECT OF RECORD FOR APPROVAL BY THE BUILDING OFFICIAL; AND REVISIONS C ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH APPROVED PLANS, FOR CITY SUBMITTAL SPECIFICATIONS, AND CITY ADOPTED CODES. 318119 Q PLAN CHECK 4122/2019 FIELD REVISIONS A FINAL INSPECTION REPORT, SIGNED BY THE SPECIAL INSPECTOR AND THE RESPONSIBLE ENGINEER, IS SUBMITTED TO THE 2 9/2512019 BUILDING OFFICIAL UPON THE COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT MUST CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS, SPECIFICATIONS AND APPLICABLE CITY CODES INCLUDING ANY AUTHORIZED CHANGES TO THE PLANS. REVIEWED FOR CODE COMPLIANCE I APPROVED OCT 2 8 2019 City of Tukwila BUILDING DIVISION n�q Wii,I�i�3 CI T y O i'u �r`aia OCT Ol 2019 PERPAIT CENTER 9/25/19 SHEETNUMBER N UJ F O Z w 7- Ili l Lll C c c USER NAME: OSCAR JIMENEZ ' PLOT DATECIME: 9/25/2019 10:01 AM FILENAME: J:\PROCON DEVELOPMENT\SHASTA TUKWILA WA\A.1902097 SHASTA � TUKWt1A,WA- PLANT MODIFICATION\1?020?7-CIA LAB\ACAD\STRUCTURAL\SHEET\S.1902097.DWG n. 0 41 J i n Vl W ON 48' 2' 48`-0" 48'-0" 51'-i i" 47'-0.. 50'-0" Nar•'ulof Pr.ttc t Stcre�r3e M 1. tti C7 C7 D91 m Je t o -<:� r Q� .'> m M fTl z 20 —a -5 cc)m 0 o ,atri O 0�� f9 �' C:�;; O c � � -Q 0 Z f o ;it9 G o rn -n O N '� [it � ' O o _ :0 > Z m 0 o D > Project: 2 y �y z Tenant Improvement For: �Z = m A N SHASTA BEVERAGES INC. ��aa R ti �Ay 5� STq wmm one c m tO ce^i,o—i—i A� Q A LAB �' r �� ` y n a-8>: >m O a lip Nm m� e • 1p c^ 14F' n�A> AcnG� z ® 'mN 'mx 'mom 2c'/ ^a oaZ<<'-m c> A Sheet Title: 1227 Andover Park E �FFR ��as'c N m �wN SITE PLAN a Tukwila, WA 98188 6'-0" e 40'-0" 12W 1 /4" 28'-10 31N' — — — — — — — — — TYP. ( O 5 S300 5200 I z (N) 6x6 HDR— — I —x — Ir ---) 1 p I I w I z � 4x6 BLK'G, O I 4 SY TYP. ;o S300 I i I T I o II 5 = SY A. �— I S300 2x6 ( ; 16" RED-145 @ 16" O.C. rZ (N) AHU-1 ARC ( 1 MAX. WT: 400# OFF TYP. I I� --—— �'------ L— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I 3 23132" T.&G. BOISE CASCADE 4 STURD-I-FLOOR 5300 5300 PLYWOOD SHEATHING W/ lOd @ 4" B.N., 6" E.N. & 10" F.N. i 27'-10" 0 20'-0" 9'-II 1/4" x6 HDR (Y3 ® I I 5300 z I x x � z� TE00,4 ; 5300 a I 16" RED-145 @ 6" O.C. I 5 wI 8 I i M. �O 5300 — — 5300 I (N) CU-I MAX. WT: 57# L — — J II ----- —... — — — --- --- -- 4 3 S300 5300 (N) FENCE OUTLINE SEE 11 5300 23'-7 114" a 23/32" T.&G. BOISE CASCADE STURD-I-FLOOR PLYWOOD SHEATHING W/ 1 Od @ 4" B.N., 6" E.N. & 10" F.N. STORAGE ROOM CEILING PLAN ( C ( LAB SECOND FLOOR FRAMING PLAN I B SCALE I r=v-o SCALE: 1 1/4"=r-o° 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. @0,2. HEADER DETAIL. SEE 4 3. SILL FRAMING DETAIL SEE 5200 4. TOP PLATE SPLICE DETAIL SEE 5200 2 5. LEDGERS TO BE SPLICED PER 5200 b 6. STUD NOTCHING DETAIL SEE 5200 7. ALL STRAPS TO USE 1 Od NAILS. 8. DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. SEE DETAIL 1 5200 9, FLOOR DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.8 (1). 10. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. 11. ALL BOLT HOLES SHALL BE DRILLED 1 /32" TO 1 /16" OVERSIZED. FRAMING NOTES Y NOTES: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 2. (E) - INDICATES EXISTING CONSTRUCTION. 3. (N) - INDICATES NEW CONSTRUCTION. CONSTRUCTION NOTES 0 iv N co 40'-0" 20-0" 51'-5 114" 3'-8 112" 2'-4 1 /2" , 4'-U' 2'-6 1 /2" 23'-4 1 /2" 4'-0" 1'-6" . 2'-8" 4'-0" 3-3 1 /4" PREFAB STAIRS (BY OTHERS) *# o Stamp: H L ExP. 03/19/20 9125/19 J z W V _ ry LLU O C LW 00 N co - Q > i- 2 V) O 70 �( Q C 0 N REVISIONS FOR CITY SUBMITTAL 3I6119 7IEt1b'ED FOR COMPLIANCE PPROVED PLAN CHECK 1 4/22/2019 - 7 - J F C-6 Z u QFIELD REVISIONS 2 9/2512019 V282019 ✓ of Tukwila Z :�j Q Q o D— ING DIVISION s O O LL W f 012019 RT CENTER Q n m 0 1 J i,n Project Manager. DR e LAB BASE FLOOR PLAN 9125/191 a Scale: -- a Protect Nvmber. 1902097 SHEET NUMBER NORTH S101 A 40% MAX. STUD WIDTH NOTCH - 257MAX. STUD WIDTH NOTCH --- 5/8" MIN. EDGE DISTANCE 60% MAX. TYP. ALL STUD WIDTH STUDS BORE -- 40%MAX. STUD WIDTH BORE NON-BRG. STUDS EXT. & BRG. STUDS NOTE: NOTCH & BORING NOT TO OCCUR IN SAME STUD NOTCH / BORE % STUD 2x4 2x6 25% 7/8" 13/9' 40% 1 3/8" 2 1 /9' 60% 2" 3 1 /4" NOT USED 12 NOT USED 9 STUD NOTCHING j 6 WEB STIFFENER ATTACHMENT - NAIL QUANTITIES RED-145 TM RED-165 TM RED-190 TM AND RED-190H TM RED-190HS TM JOIST 8d (2 1/2') NAILS 8d (2 1/2") NAILS lbd (3 1/2') NAILS l6d (3 1/2") NAILS DEPTH END OR INTERMEDIATE END OR INTERMEDIATE END INTERMEDIATE END OR INTERMEDIATE 9 1/2" 3 - - - - 11 7/8" 3 3 3 3 4 IN, 3 _ 5 3 3 6 16" 3 6 4 4 6 8" 7 4 4 8 20" 8 5 5 10 22" - 9 6 11 10 24" - 10 6 13 12 26' - 11 7 14 14 2&' - 12 8 15 14 30" - 13 8 17 16 3Z' - - 18 WEB STIFFENER SIZE AND MATERIAL FLANGE WEB STIFFENER SIZE WEB STIFFENER MATERIAL WIDTH SHEATHING (WITH FACE GRAIN VERTICAL) THAT MEETS 1 3/4" 5/6x2 5/16" THE REQUIREMENTS OF PSI OR PS2 SHEATHING (WITH FACE GRAIN VERTICAL) THAT MEETS 2 1/2" 1"x2 5/16" THE REQUIREMENTS OF PSI OR PS2 3 IZT 2x4 CONSTRUCTION GRADE OR BETTER A SNUG FIT �r �Qa Z O Z < A VIEW "A -A" Q�� N (1) 1 1/2" (TYP.) W/ 2x4 SOLID SAWN LUMBER WEB STIFFENERS. (2) NAILS MAY BE DRIVEN FROM ONE SIDE ONLY. 4x BL:'G. I 1)STUDFOR — NTERIOP, WALLS OR (2) STUDS FOR EXT. WALLS W/ tOd a 12" O.C. 2-2x TOP PLATES (6) 16d NAILS 2x CRIPPLES @ 16" O.C. FOR HEADER OVER OPN'G. SEE PLAN FOR SIZE `--- 4x10 / bx8 AND LARGER FOR NAILING SEE HEADERS USE 2-2x JAMBS. W/ (1) STUD FOR INTERIOR WALLS OR - - END POST AT PLYWOOD (2) STUDS FOR EXT. SHEAR PANEL WHERE WALLS OCCURS WITH E.N. W/ I Od @ 12" O.C. NOTE STUDS SHOWN ARE FOR INDICATION ONLY. ACTUAL LOCATION TO SUIT CONSTRUCTION REQUIREMENTS. (MAX. SPACING @ 16" O.C.) GEN. NOTES 1 Od @ 12" O.0 2-2x SILL PLATES SIMPSON 'ST6236' EA. SIDE OF WALL PROVIDE SIMPSON A34 FOR 2x4 STUDS AND A35 FOR 2x6 STUDS, T.&B. 4x10 / 6x6 AND LARGER HEADERS USE 2-2x JAMBS. W/ 70d @ 12" O.C. 4'-0" MIN. � 4'-0"MIN. (Z JOINT (L JOINT `k JOINT IPLATE I SIZE &NUMBER OF BOLTS, SEE SICHEDULE NAILS SEE SCHEDULE I i 1/2"TYP. 3" b" 6" 3" I 16d @ b" MIN. TYP. I I MIN., MIN. i I I % I I I I I� L 12 GA x PLATE WIDTH SPLICE STRAP BETWEEN PLATES ATIiOINT � 1 � 11 nil Irw� MI-11 T f+Rl 1l�t� SCHEDULE EN41 TYPE NO. NAILS OR BOLTS EACH SIDE OF JOINT PLATE SIZE VALUE A 8 - 16d NAILS 2 - 2x 1354 B 12-1bdNAILS 2-2x 2707 C 18-16d NAILS 2-2x 4061 D 27-i6d NAILS 2-2x 5414 E 36 - I6d NAILS 2 - 2x 8122 ND LENGTH LENGTH S F L 'TRAP PER TAMING NOTES :DGER TYPE HEADER FRAMING TOP PLATE & LEDGER SPLICE STRAP NAILS END LENGTH VALUE F CS14 30-1Od 18" 2440 G ST6236 40-16d 18" 3845 H CMSTC76 50-16d 24" 4585 I CMST14 66-1Od 36" 6490 J CMST12 86-1Od 48" 9215 BOUNDARY --� NAILING (B.N.) FOR SIZE AND SPACING OF RAFTERS SEE PLANS TYP. INTERMEDIATE —� NAILING (F.N.) @ 12" Q.C. 2x4 MIN. FLAT BLK'G. AT UNSUPPORTED EDGES, W/ BOUNDARY NAILING. IL170HP\ _k ) L EDGE NAILING (E.N.) PLAN MIN. PLYWOOD SHEET IS ' ALTERNATE: OSB 21' STAGGER JOINT OF PLYWOOD 3/8" MIN. EDGE DISTANCE FOR NAILS I II LONG DIM. OF (I (I I I PLYWD. TO RUN I I I I PER- PENDICULAR TO JOIST '-- PLYWOOD SHT'G. -cyjv4q4d WALL OCT 01 2019 PE7rF.13T CENTER TRUSS BLOCKING SILL FRAMING PLYWOOD LAYOUT u� s .....ate..,. Stamp: R D.A. F WAS/ '/STEP PAL ' 9i25/19 Uj J clq V) d < W V _ I..L �Wj N � iU °` - V E ifI J H Fay w LANCE n Q I I^ ra � SIGN � 1— CR Dale: 9/25/19 d scale: - Project Number. 1992097 N SHEET NUMBER moll W-01 Of Alh WALL ABOVE @ 3A pin4c SEEe GLAZING PER ARCH'L. PLUMP ENGINEERING INC. E.N. 2-2x TOP PLATES ! PLYWOOD PER PLAN CONSULTING ENGINEERS STRUCTURAL, MECHANICAL. PLUMBING, ELECTRICAL, CIVIL, SURVEYING, B.N. ARCHITECTURAL B.N. 914 E. KATELLA AVENUE PLYWOOD PER PLAN FULL HEIGHT ANAHEIM, CALIFORNIA 92805 TRUSS BLK'G P (714) 385-1835, F (714) 385-1834 W/ #4 CONT. 2x6 STUDS @ 16" O.C. (TIGHT FIT) TR USS BLK'G www.petco.com #4 @ 18" O.C. - SIMPSON'SET-XP' E.N. P.T. SILL W/ 1 /2"4)x7" PER 10 E.N. EPDXY (N) CONC. CURB REDHEAD'TRUBOLT+' 5200 (ICC #2508) PER PLAN 3-1/2" EMBED 5/8" Ti-11 PLYWOOD (ICC #3772) SPECIAL TRUSS PER PLA (E) CONC. SLAB 2-2x TOP PLATES 2X PER PLA�N� W/ lad @ 4" E.N. & 12" F.N. 2-2x TOP PLATES 2x BLK'G @ 48" O.C. SIMPSON5/8" Tl-I I PLYWOOD W/'A35' EA. END ... ; - • `.--- 5/8"T1-1l PLYWOOD W/ I Od @ 4" E.N. 2x6 @ 16" O.C. E.N. (E) CONC. SLAB PER PLAN — _ W/ tOd @ 4" E.N. & 12" F.N. 'A35' @ 24" O.C. 2x6 STUDS 2 - _� _ � � II�Illilil+lIl_ @ 16" O.C. Stamp: D.A. p� WAsyyLUy�o CURB DETAIL 12 FRAMING DETAIL]-9 WALL @ WINDOW 6 FRAMING DETAIL 3A/3 34218IS FFSSaNALT�E��\�E . 03/19/2. 9125/19 B.N. PLYWOOD PER PLAN FENCE POST @ 3'-2" O.C. PER ARCH'L 2x6 @ 16" O.C. 1 /4" BENT PLATE WJ 6 FULL HEIGHT TRUSS BLK'G - (8) 1/4"Ox5" LG. 'SDS' 1/2" PLYWOOD W/ --- 2x P.T. SILL W/ (TIGHT FIT) SCREWS A B A (ICC #2236) Q IOd @ 4" E.N. & 12" F.N. (2) 16d @ 16" O.C. PLYWOOD PER PLAN ` E.N. E.N. V 44 TRUSS PER PLAN 2x6 STUDS @ 16" O.C. Z 2-2x TOP PLATES SECTION "A -A" B (I 6xb BLK'G SIVW MPSON'A35' @ 24" O.C. P.T. SILL W/ 5/8" Qi THR'D ROD z Z @ 48" O.C. W/ SIMPSON 5/8"TI-II PLYWOOD iCC3#4050XY W 6"k I l n 5/8"T1-11 PLYWOOD W/ IOd @ 4" E.N. WJ l Od @ 4" E.N. SPECIAL INSP. REQ'D & 12"F.N. (4" EMBED) G TRUSS BLK'G. & 12" F.N. (E) SLAB _ PER 10 E.N. PLAN PER PLAN 2x6 @ 16" O.C. S200 TYP. HDR. PER PLAN 2xb STUDS E.N. @ ry SECTION °B B TRUSS PER PLAN 2x BLK'G @ 16" O.C. TRUSS PER PLAN 16" Q.C. � o< . L. W W/'A35' EA. END DOOR OR GLAZING I '' f— f F� Ill ��I > W _41-ITi=1Ti=i 1 uj ono - °- � E Q Q > Q E— o J FENCE ATTACHMENT DETAIL 11 BLK'G DETAIL 8 FRAMING DETAIL 5 ADD'L ANCHORS @ WALL 2 Q. E 4 ci ' Q a) t.J CV 0 a REVISIONS FOR CITY SUBMITTAL 318119 WALL ABOVE @ 4A PLAN CHECK SEE i N B.N.Q REVIS19 IONS FIELD REVISIONS 9t25/2019 2x BLK'G W/ PLYWOOD PER PLAN 'A35' @ IL" O.C. PLYWOOD PER PLAN 5/8"T1-11 PLYWOOD W/ 2x6 STUDS @ 16" O.C. Zt 1 Od @ 4" E.N. & 12" F.N. 2x6 STUDS @ 16" O.C. FULL HEIGHT N J E.N. TRUSS BLK E.N. 2x P.T. SILL W! 2x ,T. (TIGHT FIT) REDHEAD'TRUBOLT+' @ 48" O.C. F Q = JIEVVED FOR PLYWOOD PER PLAN @ EA. TRUSS 5/8"T1-11 PLYWOOD CO :Pi'ROVEPI NCE W 2-2x TOP PLATES-- 2X PER PLAN E.N.—'-----., & 12 F.N. 4" E.N. S SPECIAL NCC SP. REQ'D D I J 5/8"Tt-11 PLYWOOD-- 2-2x TOP PLATES TRUSS PER PLAN CONC. SLAB Q �� 28 2Q,19 W/ 1 Od @ 4" E.N. -2xb@ 16" O.C. SIMPSON'A35' @ 24" O.C. E N PER . Of TUIM/IIa & 12"F.N. 5/8"T1-11 PLYWOOD '�`�" W/ 1 Od @ 4" E.N. I— U & 12"F.N. - _ 8t,1 4 ( TRUSS PER PLAN 2x6STUDS 1113 IIIz-�.1il:y i—III—I N'e' —(I cl. OCT 012019 Project Manager. CR _ DW, : 9l25J19 � PERMIT C� TER pO1e Project Number. 1902097 D%Dko � SHEETNUMBER FRAMING DETAIL 10 FRAMING DETAIL 7 FRAMING DETAIL 14A/41 WALL @ SLAB 1 S30-0- A TENANT IMPROVEMENT FOR: f SHA30"'TABEVERAGES INC. Q LAB. 1227 Andover .a Tukwila, WA 98188 SYMBOL LEGEND ABBREVIATIONS GENERAL NOTES PROJECT DIRECTORY SHEET INDEX (NOT ALL ABBREVIATIONS MAY BE USED IN THIS DOCUMENT} & AND JAN. JANITOR 1. ALL CONTRACTORS AND SUBCONTRACTORS WILL THOROUGHLY FAMILIARIZE OWNER: ENGINEERING TEAM (MECH./PLUMPING): GENERAL @ AT JT. or JNi JOINT THEMSELVES WITH THESE CONSTRUCTION DOCUMENTS AND WILL VERIFY EXISTING SITE SHASTA BEVERAGE PLUMP ENGINEERING INC. GO00 COVER SHEET EXTERIOR ELEVATION TARGET EXTERIOR ELEVATION TARGET A.B. ANCHOR BOLT JST. JOIST AND CONDITIONS PRIOR TO SUBMITTING A BID. ALL SUBCONTRACTORS WILL PROVIDE 1227 ANDOVER PARK E 914 E KATELLA AVENUE A.C. ASPHALTIC CONCRETE ALL LABOR, SUPERVISION, AND MATERIALS OF EVERY TYPE WHICH MAY BE TUKWILA WA 98188 ANAHEIM, CA 92807 G001 GENERAL NOTES ELEVATION DESIGNATION DETAIL DESIGNATION A.C.I. AMERICAN CONCRETE INSTITUTE L ANGLE NECESSARY FOR A SUCCESSFUL COMPLETION. ALL WORK TO BE PERFORMED IN A CONTACT: MOSTAFA ZUBAIR G002 FIRST FLOOR EXITING PLAN X ACP ACOUSTIC CEILING PANEL LB. or # POUNDS GOOD AND WORKMANLIKE MANNER ACCORDING TO THE TRUE INTENT AND CONTRACTOR: TEL: (714) 385-1835 X A.D.A.A G. AMERICANS WITH DISABILITIES ACT LG. LONG EMAIL: MAZUBAIRQPEICA.COM G003 SECOND FLOOR EXITING PLAN AX.O MEANING Of THE DRAWINGS AND SPECIFICATIONS. PROCON DEVELOPMENT INC. — — ACCESSIBILITY GUIDELINES MAT. MATERIAL 4522 KATELLA AVE. SHEET REFERENCE NO. A.F.F. ABOVE FINISH FLOOR G004 ACCESSIBILTY DETAILS SHEET REFERENCE NO. MAX. MAXIMUM 2. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL NOT HAVE CONTROL, OF LOS ALAMtfOS, CA 94720 ALUM, ALUMINUM M.B. MACHINE BOLT AND WILL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, CONTACT: GUY CASTILLO ENGINEERING TEAM (ELECTRICAL): VIEW NUMBER A.P.A. AMERICAN PLYWOOD ASSOCIATION MEZZ. MEZZANINE TECHNIQUES, SEQUENCES, PROCEDURES, OR SAFETY PRECAUTIONS AND PROGRAMS TEL: (562)756-4412 PLUMP ENGINEERING INC. BUILDING SECTION TARGET ,(� VIEW NAME A.Q.T. ABRASIVE QUARRYTILE MIN. MINIMUM IN CONNECTION WITH THE WORK ON THIS PROJECT OR FOR THE ACTS OR OMISSIONS EMAIL: GCASTILLO@PROCONGC.COM 914 E KATELLA AVENUE ARCHITECTURAL A D TE AIL ARCH. ARCHITECTURAL MISC. MISCELLANEOUS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANAHEIM, CA 92807 A000 SITE PLAN A.S.MM. AMERICAN SOCIETY FOR TESTING MPH MILES PER HOUR CONTACT: ADEL POURSHARIF JAl Al sc: ue`-r MATERIALS ANY Of THE WORK ON THIS AN NOR FOR THE FAILURE OF ANY TRACT A TO CARRY VIEW SCALE M.P.S. MODULAR PANELBOARD OUT THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT AND OR ARCHITECT &ENGINEERING TEAM: TEL: (714j 385-1835 A100 FIRST,SECOND FLOOR &DEMO PLANS SHEET REFERENCE NO. - SYSTEM CONSTRUCTION DOCUMENTS. PLUMP ENGINEERING INC. EMAIL: APOURSHARIFCiPE1CA.COM A101 FIRST &SECOND FLOOR REFLECTED CEILING PLAN SHEET NUMBER BLK'G BLOCKING M.S.B. MAIN SWITCH BOARD 914 E KATELLA AVENUE SECTION DESIGNATION B.N. BOUNDARY NAIL MTL. METAL ANAHEIM, CA 92807 BM. BEAM 3. ALL CONTRACTORS WILL PROVIDE ADEQUATE BRACING AND/OR SHORING TO A200 INTERIOR BUILDING SECTION INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING CONTACT: GREG PANEK PARTIAL SECTION TARGET INTERIOR ELEVATION TARGET B.O.J. BOTTOM OF JOIST IN) NEW COMPONENTS IE: STRUCTURAL WALLS, INTERIOR WALL ASSEMBLIES, ETC. DURING THE TEL: (714) 385-1835 A501 DETAILS B.U.R. BUILT UP ROOFING NO. or # NUMBER EMAIL: GPANEKQPEICA.COM DETAIL DESIGNATION BOTT. or (8) BOTTOMONSTRUCTION PHASE OF THIS PROJECT. A600 DOOR &WINDOW SCHEDULE ALAI N.I.C.NCNOT IN CONTRACT Xj N.T.S. NOT TO SCALE 4. WORK WILL BE COORDINATED WITH ALL TRADES IN ORDER TO AVOID INTERFERENCE, AX.O SHEET REFERENCE NO. C CONDUIT AND AVOID OMISSIONS. C.L.or4 CENTERLINE PROJECT SUMMARY STRUCTURAL SHEET' REFERENCE NO. SECTION DESIGNATION O.C. ON CENTER C.B.B. CEMENTITIOUS BACKER BOARD O.F.C.I. OWNER FURNISHED, 5. ALL MATERIALS USED WILL BE NEW AND BEAR U.L. LABELS WHERE REQUIRED AND MEET 5001 GENERAL NOTES C.B.C. CALIFORNIA BUILDING CODE CONTRACTOR INSTALLED APPROPRIATE N.E.M.A. STANDARDS. SECTION DETAIL TARGET ELEVATION REFERENCE TARGET C.C. CORE DRILL O.F.O.i. OWNER FURNISHED, 5002 GENERAL NOTES DETAIL DESIGNATION EL-X'-XX' _ SECTION/ C.J. CONTROL JOINT (COLD JOINT) OWNER INSTALLED 6. LAYOUT ALL PARTITIONS BEFORE BEGINNING CONSTRUCTION TO PREVENT ERRORS BY SCOPE OF WORK: STOO SITE PLAN XIr i.O.W. ELEVATION CLG. CEILING O.H. OPPOSITE HAND DISCREPANCY. ALL DRYWALL PARTITIONS WILL BEINSTALLED AS NOTED ON THE TENANT IMPROVEMENT WORK CONSISTING OF QA OFFICE, QA LAB AND QA DATUM CLR. CLEAR OPNG. OPENING DRAWINGS. MICRO -LAB IN A TWO STORY BUILDING. 5101 LAB BASE FLOOR PLAN & SECOND FLOOR FRAMING PLAN AX.O C.M.U. CONCRETE MASONRY UNIT I 5200 STRUCTURAL DETAILS X'-XX" PLAN DATUM COL. COLUMN / s � SHEET REFERENCE NO. P.C. PLUMBING CONTRACTOR 7. EACH SUBCONTRACTOR WILL AMEND AND MAKE GOOD AT HIS OWN COST, ANY CONC. CONCRETE P. LAM PLASTIC LAMINATE OR DEFECTS OR OTHER FAULTS IN HIS WORKMANSHIP AND/OR HIS SUPPLIED MATERIALS. C&I ABLEW G CODE�Ul 5300 STRUCTURAL DETAILS COLUMN CENTERLINE CONN. CONNECTION PARALLAM (BEAM) RNATIONALILDING CO�HG MATCH LINE CONST. CONSTRUCTION PL. PLATE 8. VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO ORDERING, CUTTING AND/OR I A ]AMENDMENTS MATCH LINE SE X/XX — CONST. JT. CONSTRUCTION JOINT P.L. PROPERTY LINE INSTALLING MATERIAL, PRODUCT OR EQUIPMENT. IN THE EVENT OF ANY FIRE 2015 INTERNATIONAL FIRE CODE W/ WASHINGTON AMENDMENTS PLUMBING CONT. CONTINUOUS PLYWD. PLYWOOD DISCREPANCIES, CONTACT THE CONSTRUCTION MANAGER BEFORE PROCEEDING PLUMBING 2015 UNIVERSAL PLUMBING CODE W/ WASHINGTON AMENDMENTS MATCH LINE SE X/XX CONTR. CONTRACTOR PR. PAIR P)O1 SYMBOL, LEGEND, SCHEDULES, ABBREVIATIONS & GENERAL NOTES -qwjplCOMP COMPACTED (ION} WITH THAT WORK. MECHANICAL 2015 INTERNATIONAL MECHANICAL CODE W/ WASHINGTON AMENDMENTS PSF. POUNDS PER SQ. FOOT ELECTRICAL 2015 INTERNATIONAL ELECTRICAL CODE W/ WASHINGTON AMENDMENTS P201 PLUMBING CHART AND CALCULATIONS C.T. CERAMICTILE PSI. POUNDS PER SQ, INCH 9. CONTRACTORS SHALL NOT SCALE THESE DRAWINGS FOR CONSTRUCTION PURPOSES. ACCESSIBILITY 2015 INTERNATIONAL BUILDING CODE W/ WASHINGTON AMENDMENTS ROOM NAME AND NUMBER TARGET PARTITION TYPE TARGET IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, ENERGY CODE 2015 WASHINGTON STATE ENERGY CODE P301 COLD &HOT WATER FLOOR PLAN DEGROOM NAME 1 DEG . or` DEGREE DOUBLE Q.T. QUARRY TILE CONTRACTOR SHALL NOTIFY ARCHITECT. FIGURED AND CALCULATED. DIMENSION P302 WASTE & VENT FLOOR PLAN XXXX —PARTITION TYPE TAKES PRECEDENCE OVER SCALED MEASUREMENTS. DETAILED DRAWINGS AND BUILDING DATA 1 XXX — ROOM NO. DIA. or 0 DIAMETER RAD. OR (R) RADIUS LARGER SCALE DRAWINGS TAKE PRECEDENCE OVER SMALLER SCALE DRAWINGS. P303 PLUMBING ISOMETRIC DIAGRAM WALLASSEMBLY DIAG. DIAGONAL CONSTRUCTION TYPE: II16 REINF. REINFORCEMENT ALL PLAN DETAILS AND WALL SECTIONS ARE ASSUMED TO BE TYPICAL CONDITIONS DESIGNATION DIM. DIMENSION AUTOMATIC SPRINKLER SYSTEM: P401 PLUMBING SPECIFICATIONS UNLESS DETAILED OR NOTED OTHERWISE. NUMBER OF STORIES: 2 DOOR NUMBER TARGET KEY NOTESARGET DR. DOOR S.C. SAW -CUT JOINT P402 1 PLUMBING SPECIFICATIONS DWG.(S) DRAWING(S) SCHED. SCHEDULE 10. ADD SUFFICIENT BLOCKING IN STUD WALLS TO SUPPORT ALL ITEMS OR EQUIPMENT PROJECT DATA: ta—-- DOOR NUMBER i SHT. SHEET SHOWN OR SPECIFIED TO BE ATTACHED TO THE WALLS. PROVIDE ADDITIONAL 1 NOTE NUMBER (E) EXISTING SIM. SIMILAR STRUCTURAL SUPPORT (ANGLES, CHANNELS, ETC.) WITHIN WALLS WHERE THE WEIGHT ZONE: TUC-W (TUKWILA URBAN CENTER - WORKPLACE) ELECTRICAL EA. EACH SM SHEET METAL OF ATTACHED ITEMS OR EQUIPMENT IS TOO GREAT TO BE SUPPORTED BY METAL OCCUPANCY: S E.C. ELECTRICAL CONTRACTOR SMS SHEET METAL SCREW STUDS. PROVIDE BLOCKING FOR OWNER FURNISHED OR INSTALLED ITEMS. AREA OF WORK: 909 S.F. (FIRST FLOOR) EOOI GENERAL NOTES, SYMBOLS LIST, LIGHT FIXTURE/PANEL SCHEDULES & SLID REVISION TARGET/ADDENDUM TARGET NORTH ARROW E.F. EACH FACE SPEC.(S) SPECIFICATIONS) 879 S.F. (SECOND FLOOR) E002 ELECTRICAL DETAILS EL. ELEVATION SQ. SQUARE 11. ALL FINISHED FLOOR ELEVATIONS REFER TO ARCHITECTURAL DRAWINGS ONLY. REFER TOTAL AREA OF WORK: 1,788 S.F. (2 STORIES) " REVISION NO. PLAN E.N. EDGE NAIL SQ. IN. SQUARE INCH CIVIL DRAWINGS FOR RELATIONSHIP TO PROJECT BENCHMARK(S). OR ADDENDUM NO. N NORTH E.O.C. EDGE OF COUNTER/ EDGE OF Ei00 FIRST &SECOND FLOOR POWER PLAN TRUE SQ. FT. SQUARE F007 SEPARATE PERMIT NORTH EQUIPMENT S.S. STAINLESS STEEL 12. ANY ADDITIONS OR CHANGES TO WORK MUST BE AUTHORIZED IN WRITING BYTHE RE UIRED FOR: E101 FIRST & SECOND FLOOR LIGHTING PLAN EQ. or= EQUAL STD. STANDARD CONSTRUCTION MANAGER. NO ALTERATIONS WILL BE MADE ON THIS PROJECT Mechanical EQUIP. EQUIPMENT STL. STEEL EXCEPT UPON WRITTEN ORDER BY THE CONSTRUCTION MANAGER. Electrical E.S. £ACHSiDE STORS. STORAGE Plumbing EXP, EXPANSION STRUCT. STRUCTURAL 13. WEATHER CONDITIONS: CONTRACTORS WILL PROTECT ALL PARTS OF THEIR WORK Gas Piping MECHANICAL SUSP, SUSPENDED FROM WEATHER DAMAGE DUE TO FROST, RAIN, HEAT, ETC. AND WILL MAKE GOOD MiCE) GENERAL NOTES REVIEWED FOR FACT. FACTORY SYM. SYMMETRICAL TO THE SATISFACTION OFTHE CONSTRUCTION MANAGER AND/OR GENERAL City of 7ukw la F.D. FLOOR DRAIN BUILDING DIVISION F.D.C. FIRE R DR CONNECTION CONTRACTOR ANY PORTION OF THE WORK WHICH MAY HAVE BECOME DAMAGED. MIDI HVAC FIRST FLOOR & SECOND VICINITY MAP APPROVED FDN. FOUNDATION i. TOP T.B.A. TO BE DETERMINED 14. SITE SAFETY: EACH CONTRACTOR WILL ABIDE BY LOCAL AREA STANDARDS AND F.F. FINISHED FLOOR TEMP. TEMPERED (TEMPERATURE) RELATED OSHA STANDARDS FOR THE PROTECTION AND SAFETY FOR THEIR EMPLOYEES F.F.L. FINISHED FLOOR LEVEL THK. THICKNESS ON SITE. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL BE HELD *Nf 1O 2019 F.G. FLOATGLASS T&G TONGUE & GROOVE HARMLESS BY THE OWNER, GENERAL CONTRACTOR AND RELATED AWARDED TRADES FLR. FLOORF N T.N. TOE NAIL ON THIS PROJECT FOR ACCIDENTS OR INJURIES CAUSED OR ACCRUED ON THIS _ PROPERTY DURING THE PRE/ACTUAL/POST CONSTRUCTION PHASES OF THIS PROJECT.I FINISH T.O B TOP OF BEAM TUkwiia jl t� F.N. FIELD NAIL T.O.C. TOP OF CURB REVISIONS BUILDING DIVISION F.O.B. FACE OF BEAM T.O.F. TOP OF FOOTING 15. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR REMOVAL OF DEBRIS ° F.O.F. FACE OF FINISH T.O.PL. TOP OF PLATE ACCUMULATED BY EACH TRADE. HOWEVER, „ J F.O.J.FACEOFJOIST EACH TRADE WILL KEEP THE JOB SITE No Chances shall be made to the scope Rey i %Wed and A rC1Ved F.O.S. TOP OF SLAB CLEAN AND SAFE AT ALL TIMES, ALONG WITH A BROOM FINISH AT THE END OF EACH of worK wdn0uf prior approval of the �%dD o ` ' F.O.M. FACE OF MASONRY T.O.W. TOP OF WALL WORKING DAY. Tukwila Building Division. ,•�., u y F.O.P. FACE OF POST TYP. TYPICAL NOTE: Revisions will reawre a new plan i0EUiBU11t1B1O'_��19+r °Ce { t} •» f F.O.S. FACE OF STUD By HC COIISUlt'cati is ` ` � = -- � •- s +^ �' REINFORCED PANEL i 6. TRANSITION OF DIFFERENT FLOORING MATERIALS AT DOORWAYS SHALL OCCUR AT submittal and may include additional plan review. f - FIBERGLASS U.B.C. UNIFORM BUILDING CODE CENTERLINE OF DOORS TYPICALLY. G FLOOR SINK R 3�,/ r >c�ii w Fr. FEET FE T U.O.N. UNLESS OTHERWISE NOTED ., __--.-- ----_. r �j(f/Jj S6 4 U.S.P. UNDER SEPARATE PERMIT 17. PAINT ALL WALL SURFACES, DOOR FRAMES, BULKHEADS AND CEILINGS IN ROOMS - - Date FOOTING - WHERE INDICATED ON ROOM FINISH SCHEDULE. PAINT BEHIND ALL MOVEABLE ITEMS "`� •ST�'8-� VERT. OR IV) VERTICAL ADJACENT TO WALLS RECEIVING PAINT AND RELOCATE ITEMS. j, GA. GAUGE (GAGE) V.W.C. VINYL WALLCOVERING NOTES G.B. GYPSUM BOARD 18. ALL WEATHER -EXPOSED SURFACES SHALL HAVE A WEATHER RESISTIVE BARRIER TO GENERAL CONTRACTOR ` l+' W/ WITH PROTECT THE INTERIOR WALL COVERING AND EXTERIOR OPENINGS SHALL BE FLASHED GALV. GALVANIZED WD. WOOD IN SUCH A MANNER AS TO MAKE THEM WATERPROOF. s L G.L. GALVANIZED IRON W.G.B. WATER RESISTANT GYPSUM GLB. GLUE -LAMINATED BEAM BOARD 19. ALL PLAN DIMENSIONS ARE TO FINISHED FACE Of FINISHED WALLS FACE F 1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND I O W.I.B.WALK-IN BOX O OTHERWISE. 3) § r H.D. HUB DRAIN n .i B. A MASONRY AND CENTERLINE OF COLUMNS UNLESS NOTED UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES ��� WT. WEIGHT (POWER POLES, PULL -BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, V HDR. HEADER p�rtnli No. WWM. WELDED WIRE MESH 20. VERIFY ALL ELEVATIONS AND DIMENSIONS Of STRUCTURAL ELEMENTS WITH T APPURTENANCES, ETC. OR TO THE LOCATION OF THE HOOK-UP. THE HOW. HARDWARE } ARCHITECTURAL DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER Plan review approval is sub ect to errors and HGR. HANGER 1 HGT. or HT. HEIGHT CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND BE RESPONSIBLE FOR THEM. ALL OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY omissions. Approval of construction documents does r r i i H.M. HOLLOW METAL DIMENSIONAL DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. nor autharize the violation of any adoped Code of O HORIZ. or H HORIZONTAL ARCHITECT. k drtlinance. Receipt of appr F e d copy and - contli00n51s aCKnOW a n H.S.B. HiGH STRENGTH BOLT 21. PLANS FOR MODIFICATIONS TO EXISTING FIRE PROTECTION EQUIPMENT SUCH AS By. — r"` STANDPIPES, SPRINKLER SYSTEMS AND FIRE ALARM SYSTEMS, SHALL BESUBMITTED TO Date• v`?-P� x� T I.D.INTERIOR DESIGN $s 4 l xi THE BUILDING DIVISION AND APPROVED BY THE FIRE DEPARTMENT BEFORE Cav of T-lia Y IN. INCH EQUIPMENT IS ALTERED OR MODIFIED. auiin INFO. INFORMATION BUILDING oivis on ' +T HIIAT_ .z 'L_. INV. INVERTED PPDA,p �QE WAsy/`G�v cr �o q 34218 �`rSS T DNA LE E-Nexc. 03/i9/20 4129/19 o /J L o Uj to/ ' Li W � _ `O LU •�• 0 OD E - O ) ^' ZCLC \ �Cl Q� y C t— N �$G C) V N H REVISIONS FOR CITY SUBMITTAL 318119 PLAN CHECK 41iLP2019 tTj LU V) AiAe LLI O U M—ae<: CR 4/29/19 t= Number. 1902097 N SHEET NUMBER GOOO J CONSTRUCTION KEYNOTES 12'-7" - 24'_9-' - 3' 8" 4'-3" 6'-0" LAB CABINETS Plina, ❑2 SINKS PER PLUMBING DWGS. I I i 73 6' TALL CHAIN LINK FENCE WITH GATES. SEE STRUCTURAL DWGS. I PLUMP ENGINEERING INC, F4 6" RAISED CON. CURB W/METAL GRATING PER STRUCTURAL DWGS. . ---r-- CONSULTING ENGINEERS STRUCTURALMECHANICAL PLUMBING, ❑5 MECHANICAL UNIT PER MECH. DWGS. DWGS,, _ 3 L°� m ELECTRICAL cML SURVEYING, ARCHITECTURAL ❑6 TRANSFORMER PER ELECTRICAL I 1 914 E. UE AVEN92805 J WATER HEATER PER PLUMBING DWGS. , CALIFORNIA AN) 385-1 35, F (714) 85-18 P (Jl4) F (J14) 385 1834 �8 ELECTRICAL RECESS PANEL PER ELECTRICAL DWGS. I I I I www.petca.com www.peica.com 8, STUB DOWN IS UNDER THE UNIT PER MECH. DWGS. 1 PSF). ALSO QA Storage's 4 TB 10 SIGN FOR MAX. DESIGN LIVE LOAD FOR MEZZANINE (100.0 NOTED ON DESIGN LOADS ON STRUCTURAL SHEETS001. 8 OS 1 A103 6 QA Mezzanine AI04 O OS 10 30SQ. FT. WALLTYPES 879SQ. Ff. �0 L F , ❑ INTERIOR PARTITION, O2X6 WOOD STUDS AT I G' O.CTFUULL HEIGHT TO STRUCTURE ABOVE W/ (1) LAYER 5/8" GYP BD EACH SIDE FULL HEIGHT TO 6" ABOVE ADJACENT CEILING. 7 I O i Stamp: -------- I ----------- --- I A. �PRDp� � �p� WASy/yGgy-o LEGEND-- I ' q On c1 .Q �o�f 9F6342 8 5 6 7 AL L ENS\ EXP. NEW WALL as/t9/za 4/29119 O27'-4" DOOR TYPE 1'-1" 3'-0" 19'-6" 50'-I1" PLAN ® ROOM NUMBER I' + NORTH ® WINDOWTYPE SECOND FLOOR PLAN 2 ELECTRICAL OUTLET - REFER TO ELECTRICAL DWGS. 2 A200 U — CHAIN LINK FENCE Z IZ-7" 28'-11" .—^ v 9 3,4' 2'-5" 4'-O" 2'- ' 23'-5" 4'-0" k V-6' 2'-8" 4'-0" 3'-3" W 1 TYP. I ih v 2 I R i cP 4 v M 4 uj AIBV BN 14 W Oj --- II, R (I^ QA Lab A101 i 2>` I^ CDW I uj 00 00 _ O i 3 �J. v" Q 554 SQ. FT. I I ,§ I 5 O w 00 QA MGR ice> Of100 I I d5 I i i E Q 1 2Qv 2,_6„ 3'_6" 12,-0„ i^ ( I + O d 0 - A200 206 SO. FT. i — OS w QA Q C Q — N ct 1 Q' I I 2 M I Micr-Lab N .4 I® A 102 I C N v N d - c0 TYP. �' I , `r ( 133 SQ. FT. 'o �. v) F— ° e 1 I REVISIONS FOR CITY SUBMITTAL 318119 A501 A501 TYP. L\ PLAN CHECK I I M TYP. ABV(U) _ I / 1� 4/22/2019 N z - - — - — - - — - — - — - — - - Q N a 4 � I I In , R IEWED FOR 0 CODE COMPLIANCE hPPROYED' 2 q w 13'-1 �� , 14'_9" 19' 3-4' 9,4„ 10'_5' I JUN 1 U 20�9, 0 06 27'-10" 2 ,_7" 51'-S' ty Of Tukwila O ifu ING DIVISION 0 4 ' J LL i 1 i 4 r z I I I N I H N . ' Prge�rvaoo®ar: CR 5 5'-5" Dd : 4/29/19 PLAN 4NIRTH N Prq—t Number. 1902097 SHEET NUMBER FIRST FLOOR PLAN 1 Al00 GENERAL REQUIREMENTS 1. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THE ENGINEER OR ARCHITECT. 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUB -TRADES. 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 7. ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OFTHE LOCAL BUILDING CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. 9. THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL CONTRACTOR SHALL NOT PROCEED WiTH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. 10, ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE APPROVED IN WRITING BY THE OWNER. 11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 12, SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 14. AN IN-HOUSE QUALITY CONTROL AND INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT BEEN ADDED TO THESE CONSTRUCTION DRAWINGS. THE ARCHITECT AND HIS CONSULTANTS ASSUME NO RESPONSIBILITY FOR CONSTRUCTION BIDS OR CONSTRUCTION PERFORMED FROM THESE DRAWINGS. 15. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER, WHETHER OF MATERIAL OR WORK, AND FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 16. THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING CHECKER WITH THEIR SIGNATURES. B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. C. CONTRACTOR TO SUBMIT THE DESIRED NUMBER HARD COPIES OF SHOP DRAWINGS PLUS TWO EXTRA SETS TO ENGINEER FOR REVIEW. IF PDF'S ARE SUBMITTED THE NUMBER OF COPIES PRINTED OUT WILL BE CHARGED AT THE CONTRACTORS EXPENSE. THE FULL AMOUNT OF THE PRINTS SHALL BE PAID BEFORE THE REVIEWED DRAWINGS WILL BE RELEASED. 17, STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN IBC CHAPTER 17. SEISMIC FACTORS IMPORTANCE: 1.0 OCCUPANCY: 11 Ss: 1.431 S1: 0.533 SITE CLASS: D SDs 0.954 SDI 0.533 SEISMIC D.C.: D DESIGN LOADS LOCATIONS: D.L. L.L. LAB -CEILING 12.0 PSF 100.0 PSF 1. ALL FRAMING LUMBER SHALL CONFORM TO "STANDARD GRADING AND DRESSING RULES NO. 17 OF WEST COAST LUMBER INSPECTION BUREAU. EACH PIECE SHALL BEAR THE GRADE STAMP OF AN APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. 2. FRAMING LUMBER SHALL BE DOUGLAS FIR, S4S, UNLESS OTHERWISE NOTED. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES, UNLESS OTHERWISE NOTED: ITEM MINIMUM GRADE STUDS: 2'THICK, 4" WIDE (STUD HT: 8'-1"MAX.)..CONSTRUCTION GRADE 2' THICK, 4" TO 8"WIDE........... NO 1. OR BETTER STRUCTURAL LIGHT FRAMING: 2' TO 4" THICK, 2" TO V W IDE ....... NO. i OR BETTER STRUCTURAL JOISTS AND PLANKS: - 2' TO 4" THICK, 6" AND WIDER ....... NO. 1 OR BETTER BEAMS AND STRINGERS: S' AND THICKER, 6' AND WIDER ....... NO. 1 OR BETTER POSTS AND TIMBERS: S' X 5" AND LARGER ............. NO. 1 OR BETTER 3. MAXIMUM STUD HEIGHT SCHEDULE AT NON -BEARING WALLS (LATERALLY BRACED) 2X4AT 16'o.c........... 12'-0" 2X6AT 16'o.c........... 18'-0" 2 X 8 AT 16" o.c........... 23' - 0" U.O.N. 4. PLYWOOD SHALL CONFORM TO PRODUCT STANDARD PS-1-09. PLYWOOD SHALL BE APA GRADE STAMPED, INCLUDING PANEL INDEX NUMBER. ROOF SHEATHING SHALL BE 112" CD-X STRUCTURAL 1, P.I.32/16, UNLESS OTHERWISE NOTED. SEE SHEAR WALL SCHEDULE FOR SHEAR PANEL SHEATHING. ROOF SHEATHING AND SHEAR PANELS SHALL BE IN PLACE AND NSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING.' INSTALL WITH FACE GRAIN ACROSS SUPPORTS AND ALL JOIST SHALL BE BLOCKED EXCEPT WHERE NOTED ON PLANS. 5. ALL OPENINGS THRU ROOF SHALL BE NAILED PER BOUNDARY NAILING OF PLYWOOD DIAPHRAGM NAILING REQUIREMENTS. 6. ALL GLUE LAMINATED MEMBERS AS SHOWN ON PLANS SHALL BE IN ACCORDANCEWITH A.I.T.C. SPECIFICATIONS. ADHESIVES SHALL BE WATER RESISTENT INTERIOR W.C.L.A. SPECIFICATION COMBINATION (SEE BELOW) INDUSTRIAL APPEARANCE GRADE. A.I.T.C. INSPECTION CERTIFICATES SHALL BE FURNISHED WITH EACH BEAM. SUBMIT SHOP DRAWINGS TO THIS ENGINEER FOR REVIEW PRIOR TO FABRICATION. SIMPLE SPAN BEAMS 24F - V4 CANTILEVERED BEAMS 24F - V8 7. FRAMING HARDWARE SHALL BE SIMPSON "STRONG -TIE" CONNECTORS OR EQUAL. ALL SUBSTITUTES SHALL BEAR I.C.C. APPROVAL, UNLESS OTHERWISE INDICATED ON DRAWINGS, ALL FLUSH WOOD TO WOOD CONNECTORS SHALL BE MADE WITH "SIMPSON" METAL HANGERS AS FOLLOWS: 2X4,6,&8MEMBERS ......... "U"SERIES 2 X 10, 12, 14, & 16 MEMBERS ....... HU" SERIES 4 X & LARGER.... .......... "HUTF" SERIES 8. NAILING SCHEDULE, TYPICAL UNLESS OTHERWISE NOTED ON DRAWINGS: CONNECTION COMMON NAILS 1. JOIST TO SILL OR GIRDER, TOENAIL 3-8d 2. BRIDGING TO JOIST, TOENAIL EACH END 2-8d 3.VK6' SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d 4. WIDER THAN I"x6"SUBFLOORTOEACH JOIST, FACE NAIL 3-8d 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d 6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d @ 16* O.C. SOLE PLATE TO JOIST OR BLOCKING @ BRACED WALL PANEL 3-16d @ 16" O.C. BRACED WALL PANELS 7. TOP PLATE TO STUD, END NAIL 2-16d 8. STUD TO SOLE PLATE, TOENAIL 4-8d STUD TO SOLE PALTE, END NAIL 246d 9. DOUBLE STUDS, FACE NAIL 16d @ 24" O.C. 10. DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d @ 16" O.C. DOUBLE TOP PLATES, LAP SPLICE 8-16d 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, 3-8d TOENAIL 12. RIM JOIST TO TOP PLATE, TOENAIL 8d @ &' O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d 14. CONTINUOUS HEADER, TWO PIECES, 16" O.C. ALONG EDGE 16d 15. CEILING JOISTS TO PLATE, TOENAIL 3-8d 16. CONTINUOUS HEADER TO STUD, TOENAIL 4.8d 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d IS. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d 19. RAFTER TO PLATE, FACE NAIL 3-8d 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 21. 1 "xY'SHEATHING TO EACH BEARING, FACE NAIL 3-8d 22. WIDER THAN I"x8"SHEATHING TO EACH BEARING, FACE NAIL 3-8d 23. BUILT-UP CORNER STUDS 16d 24. BUILT-UP GIRDER AND BEAMS, FACE NAIL AT TOP AND 20d BOTTOM STAGGERED ON OPPOSITE SIDES BUILT-UP GIRDER AND BEAMS, FACE NAIL AT ENDS AND AT 2-20d EACH SPLICE 25. 2" PLANKS, AT EACH BEARING 16d 2& COLLAR TIE TO RAFTER, FACE NAIL 3-1 Od 27. JACK RAFTER TO HIP, TOENAIL 3-1Od JACK RAFTER TO HIP, FACE NAIL 2-16d 28. ROOF RAFTER TO 2-BY RIDGE BEAM, TOENAIL 2-16d ROOF RAFTER TO 2-BY RIDGE BEAM, FACE NAIL 2-16d 29. JOIST TO BAND JOIST, FACE NAIL 3-16d 30. LEDGER STRIP, FACE NAIL 3-16d 31. WOOD STRUCTURAL PANELS AND PARTICLEBOARD 1 /T AND LESS 6d SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 19/32"TO3/4" Ed OR 6d 7/8" TO I" 8d SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 3/4" AND LESS 6d TO FRAMING) 7/8"TO I" Ed 1 118" TO 1 1 /4" 10d OR 8d 32. PANEL SIDING (TO FRAMING) I12" OR LESS 6d 518" 8d 33. FIBERBOARD SHEATHING 1 /2" NO.11 GAGE ROOFING NAIL 6d COMMON NAIL 25/32'NO.1I GAGE ROOFING NAIL 8d COMMON NAIL 34. INTERIOR PANELING 1 /4" 4d 3/8" 6d PLYWOOD WALL SHEATHING, ROOF, AND SUBFLOOR 3/8" PLYWOOD .................. 8d 1 /2" PLYW OOD.................. 10d 112" PLYWOOD .................. 10d 5/8" PLYWOOD .................. iOd 3/4" PLYWOOD .................. 10d ADDITIONAL NAILING NOTES: A. ALL NAILS SHALL BE COMMON NAILS UNLESS OTHERWISE SPECIFIED ON DRAWINGS, B. PLYWOOD SHEATHING SHALL BE NAILED AS FOLLOWS UNLESS OTHERWISE NOTED ON DRAWINGS: BOUNDARYNAILING 4" o.c. EDGE NAILING 6" o.c. FIELD NAILING 12" o.c. C. ALL NAILS EXPOSED TO THE WEATHER SHALL BE GALVANIZED. 9. MISCELLANEOUS ITEMS WHERE APPLICABLE: A. MUDSILLS: "WOLMANIZED" NO.2 D.F., 54S, OR BETTER. B. ROOF DECKING: SELECT DECKING -DRY, 2 X 6 T & G, V-GROOVE DOUGLAS FIR. C. FASCIA: NO. 1, EXPOSED HEMLOCK OR SPRUCE, SELECT FOR APPEARANCE, D. EXTERIOR TRIM: NO. 1, EXPOSED D.F., SELECT FOR APPEARANCE. 10. (MIN.) HEADER AND CEILING JOIST SCHEDULE FOR UPPER MOST FLOOR. MIN TO BE USED UNLESS OTHERWISE NOTED. SEE DETAIL SHEETS TO INFORMATION. 11. ALL BOLTS THRU WOOD SHALL HAVE STANDARD WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED. BOLT HOLES SHALL BE NOT MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISE NOTED. 12. SILL PLATES SHALL BE BOLTED TO FOUNDATIONS WITH 5/W X l0" LONG ANCHOR BOLTS AT 6'-0" o.c., W/ 3'5aM /4" PLATE WASHERS, UNLESS OTHERWISE NOTED. 13. BRIDGING OF JOISTS OR RAFTERS: (MAX) PROVIDE BRIDGING AT 10'4" o.c. FOR ROOF RAFTERS AND 8'-0" FOR FLOOR JOIST. PROVIDE 2X SOLID BLOCKING AT ALL BEARING LOCATIONS. (MIN. TWO BOLTS PER MEMBER 6" IN FROM ENDS) 14. ALL HOLDOWNS (HD) CONNECTION FROM ROOF MEMBERS TO WALL SHALL BE ON BOTH SIDES OF THE WOOD MEMBER. 15. DIAPHRAGM NAILING NOTE: WHERE 8d NAILS ARE SPACED 2-1/2" o.c. OR 10d NAILS ARE SPACED 3" o.c. HAVING A MINIMUM PENETRATION OF 1-5/8" INTOTHE SUPPORTING MEMBER, THE SUPPORTING MEMBER SHALL BE A 3 X MINIMUM AND THE NAILS SHALL BE STAGGERED. 16. ROOF DESIGN LOADS: THE LOADS GIVEN ARE MINIMUM DESIGN LOADS. PROVIDE ENGINEERS, FOR THEIR REVIEW, ANY MECHANICAL EQUIPMENT NOT SHOWN ON THESE DRAWINGS AND ANY SPRINKLER MAINS PROPOSED TO BE SUPPORTED BY THE ROOF STRUCTURE. FURNISH SIZES, WEIGHTS, AND LOCATIONS. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM AND SHALL BE FABRICATED ACCORDING TO AISC PRACTICE AND SPECIFICATIONS FOR BUILDING. 2. PLATES & BARS SHALL CONFORM TO ASTM A-36/A36M-05 U.N.O. 3. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A-9921A992-060. 4. TUBE MEMBERS SHALL CONFORM TO ASTM A-500, GRADE B (Fy=46 KSB PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B. 5. WELDING SHALL CONFORM WITH THE LATEST ADDITION OF THE WELDING CODE AWSDI.I-08. USE APPROVED ELECTRODES CONFORMING WITH ASTM A-233. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS APPROVED BY THE BUILDING DEPARTMENT, ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR, AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. 6. UNLESS OTHERWISE NOTED, ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE WITH 7/8"0 A325-N. HOLE SIZE SHALL BE BOLT DIAMETER PLUS 1 /16". 7. ALL CONNECTIONS USING ASTM A325 BOLTS SHALL BE TORQUED EITHER BY TURN OF THE NUT METHOD OR BY CALIBRIATED TORQUE WRENCH PER AISC. 8. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. 9. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN CONTACT WITH THE PUBLIC. 10. NO HOLES OTHERTHAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THRU STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. 11. GROUTING OF COLUMN BASE PLATES: BASE PLATES SHALL BE DRYPACKED OR GROUTED WITH "FIVE-STAR" NON -SHRINK GROUT OR EQUAL. MINIMUM COMPRESSIVE STRENGTH SHALL BE AS SPECIFIED IN THE CONCRETE SECTION OF THESE NOTES. ALL SURFACES SHALL BE PROPERLY CLEANED OF FOREIGN MATERIAL PRIOR TO THE GROUTING OPERATION. 12. PROVIDE 3x NAILER WITH 1 /2"0 BOLT AT 24" O.C. (2 FACES) AT ALL STEEL COLUMNS IN WOOD STUD WALLS. U.N.Q. CONCRETE ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACI CODE AND SPECIFICATIONS (ACI318-14, ACI 301). THE FOLLOWING NOTES ARE PROVIDED FOR USE AS A GUIDE TO ALL REQUIREMENTS. 1. MATERIALS FOR CONCRETE: A. CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: • PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM C-150-07). • PORTLAND BLAST -FURNACE SLAG CEMENT ORPORTLAND-POZZOLAN CEMENT, "SPECIFICATION FOR BLENDED • UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE I OR TYPE II, ASTM C-150-07 • THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. B. ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER. C. WATER: • MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR WATER SPECIFIED IN ASTM C-94/C94M-07. D. AGGREGATES: • AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C-33-03). • FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE INGREDIENTS. EACH SIZE OF COARSE AGGREGATE, A WELL AS THE COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO THE APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE ASTM SPECIFICATIONS. 2. PROPORTIONING: A. GENERAL: CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS. B. STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OFTHE CONCRETE (F'c)FOR EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A DIFFERENT TEST AGE IS SPECIFIED. CONCRETECURB 2500 PSI CONT. FTG'S 3000 PSI PAD FIG'S 3000 PSI DRYPACK OR GROUT FOR BASE PLATES 4000 PSI C. SLUMP: UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 IN. OR LESS IF CONSOLIDATION IS TO BE BY VIBRATION, 5 IN. OR LESS IF CONSOLIDATION IS TO BE BY METHODS OTHER THAN VIBRATIONS. WATER CEMENT RATIO IS TO BE 0.5 MAX D. MAXIMUM SIZE OF COARSE AGGREGATE: THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN ONE -FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, ONE-THIRD OF THE DEPTHS OF SLABS, NOR THREE -FOURTHS OF THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS. THESE LIMITATIONS MAY BE WAIVED IF, IN THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. E. ADMIXTURES: IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: 1. THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY WEIGHT OF CEMENT, THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BY THE METHOD DESCRIBED IN AASHTO T260. 2. FOR PRESTRESSED CONCRETE AND FOR ALL CONCRETE WHICH WILL CONTAIN EMBEDMENTS OF OR REMAIN IN CONTACT WITH ALUMINUM OR GALVANIZED METAL, IT SHALL BE DEMONSTRATED BY TEST THAT THE MIXING WATER OF THE CONCRETE, INCLUDING THAT CONTRIBUTED BY THE AGGREGATES AND ANY ADMIXTURES USED, WILL NOT CONTAIN A DELETERIOUS AMOUNT OF CHLORIDE ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE PROVIDED. 3. ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. 4129/19 y rui V LL ui W Wi U- W E Q O E < < Q c v N N F. SELECTION OF PROPORTIONS: - THE PROPORTIONS OF INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE FOR CITY SUBMITTAL 3!8/19 WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION f,\ PLAN CHECK EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE ! � i 42212019 - OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. 4. CONCRETE FLOOR SLABS ON GRADE SHALL BE 4" THICK (UNLESS OTHERWISE NOTED). SLABS WHICH ARE TO RECEIVE RESILIENT FLOORING CARPET OR DESIGNATED TO REMAIN EXPOSED SHALL BE TROWELLED SMOOTH. CONTRACTOR SHALL PROVIDE CONTROL JOINTS WITH A MAXIMUM AREA BETWEEN JOINTS OF 400 S.F., UNLESS OTHERWISE NOTED. MAXIMUM RATIO OF LONG SIDE TO SHORT SIDE SHALL BE 1-1l2 : 1. 5. ALL REINFORCING STEEL, WIRE MESH, ANCHOR BOLTS, HOLDOWN ANCHORS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO PLACING OF CONCRETE. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 10 2019 City of TL,kwila BUILDING DIVISION: }, ��I� �� Sic"' �;`"4 � �F�, ���)• W F- Z J Q W Z W rm 5611 A Op O� yQ 7 E- REVISIONS 1 SHEET NUMBER 1 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 10 2019 City of TL,kwila BUILDING DIVISION: }, ��I� �� Sic"' �;`"4 � �F�, ���)• W F- Z J Q W Z W rm 5611 A Op O� yQ 7 E- REVISIONS 1 SHEET NUMBER 1 SYMBOL LEGEND (NOT ALL ABBREVIATIONS MAY BE USED IN THIS DOCUMENT) EXTERIOR ELEVATION TARGET EXTERIOR ELEVATION TARGET ELEVATION DESIGNATION DETAIL DESIGNATION X X AX.O NCE_ AX.O NO. SHEET REFERENCE NO. SHEET REFERE BUILDING SECTION TARGET 0 AIA1 SHEET REFERENCE NO. SECTION DESIGNATION PARTIAL SECTION TARGET DETAIL DESIGNATION X AX.O SHEET' REFERENCE NO. SECTION DETAIL TARGET DETAIL DESIGNATION X AX.O SHEET REFERENCE NO. MATCH LINE 199011. MATCH LINE SE X/XX MATCH LINE SE X/XX ROOM NAME AND NUMBER TARGET XXXX ROOM NAME XXXX XXX ROOM NO. DOOR NUMBER TARGET ( 1 t— DOOR NUMBER REVISION TARGET/ADDENDUM TARGET REVISION NO. OR ADDENDUM NO. VIEW NUMBER �— VIEW NAME A DETAIL _ Al sc; 1/8" 1' �- VIEW SCALE SHEET NUMBER INTERIOR ELEVATION TARGET AZ; L SHEET REFERENCE NO. SECTION DESIGNATION ELEVATION REFERENCE TARGET EL= X'-XX" SECTION/ T.O.W. ELEVATION DATUM X'-XX" PLAN DATUM COLUMN CENTERLINE _ q PARTITION TYPE TARGET 1 PARTITION TYPE WALL ASSEMBLY DESIGNATION KEY NOTE TARGET — NOTE NUMBER NORTH ARROW PLAN N NORTH TRUE NORTH VICINITY MAP I 3HA S T A B E V E R } c (`..7 v..,, I N u" I Q.A LAB, 1227 Andover Park E Tukwila, WA • •• ABBREVIATIONS GENERAL NOTES & AND JAN. JANITOR 1. ALL CONTRACTORS AND SUBCONTRACTORS WILLTHOROUGHLY FAMILIARIZE @ AT JT. or JNT JOINT THEMSELVES WITH THESE CONSTRUCTION DOCUMENTS AND WILL VERIFY EXISTING SITE A.B. ANCHOR BOLT JST. JOIST AND CONDITIONS PRIOR TO SUBMITTING A BID. ALL SLBCONTRACTORS WILL PROVIDE A.C. ASPHALTIC CONCRETE ALL LABOR, SUPERVISION, AND MATERIALS OF EVERY TYPE WHICH MAY BE A.C.I. AMERICAN CONCRETE INSTITUTE L ANGLE NECESSARY FOR A SUCCESSFUL COMPLETION. ALL WORK TO BE PERFORMED IN A ACP ACOUSTIC CEILING PANEL I.B. or # POUNDS GOOD AND WORKMANLIKE MANNER ACCORDING TO THE TRUE INTENT AND A.D.A.A.G. AMERICANS WITH DISABILITIES ACT LG. LONG MEANING OF THE DRAWINGS AND SPECIFICATIONS. ACCESSIBILITY GUIDELINES MAT. MATERIAL A.F.F. ABOVE FINISH FLOOR MAX. MAXIMUM 2. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL NOT HAVE CONTROL, OF ALUM. ALUMINUM M.B. MACHINE BOLT AND WILL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, A.P.A. AMERICAN PLYWOOD ASSOCIATION MEZZ. MEZZANINE TECHNIQUES, SEQUENCES, PROCEDURES, OR SAFETY FRECAUTIONS AND PROGRAMS A'Q.T. ABRASIVE QUARRYTILE MIN. MINIMUM IN CONNECTION WITH THE WORK ON THIS PROJECT OR FOR THE ACTS OR OMISSIONS ARCH. ARCHITECTURAL MISC. MISCELLANEOUS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING A.S.T.M. AMERICAN SOCIETY FORTESTING MPH MILES PER HOUR ANY OF THE WORK ON THIS SITE, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY MATERIALS M.P.S. MODULAR PANELBOARD OUT THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT AND OR SYSTEM CONSTRUCTION DOCUMENTS. BLK'G BLOCKING M.S.B. MAIN SWITCH BOARD B.N. BOUNDARY NAIL MTL. METAL 3. ALL CONTRACTORS WILL PROVIDE ADEQUATE BRACING AND/OR SHORING TO SM. BEAM INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING B.O.J. BOTTOM OF JOIST (N) NEW COMPONENTS IE: STRUCTURAL WALLS, INTERIOR WALLASSEMBLIES, ETC. DURING THE B.U.R. BUILT UP ROOFING NO. or # NUMBER CONSTRUCTION PHASE OF THIS PROJECT. BOTT. or (B) BOTTOM N.I.C. NOT IN CONTRACT N.T.S. NOT TO SCALE 4. WORK WILL BE COORDINATED WITH ALL TRADES IN ORDER TO AVOID INTERFERENCE, C CONDUIT AND AVOID OMISSIONS. C.L. or ti CENTER LINE O.C. ON CENTER C.B.B. CEMENTITIOUS BACKER BOARD O.F.C.I. OWNER FURNISHED, 5. ALL MATERIALS USED WILL BE NEW AND BEAR U.L. LABELS WHERE REQUIRED AND MEET C.B.C. CALIFORNIA BUILDING CODE CONTRACTOR INSTALLED APPROPRIATE N.E.M.A. STANDARDS. C.C. CORE DRILL O.F.O.I. OWNER FURNISHED, C.J. CONTROL JOINT (COLD JOINT) OWNER INSTALLED b. LAYOUT ALL PARTITIONS BEFORE BEGINNING CONSTRUCTION TO PREVENT ERRORS BY CLG. CEILING O.H. OPPOSITE HAND DISCREPANCY. ALL DRYWALL PARTITIONS WILL BE INSTALLED AS NOTED ON THE CLR. CLEAR OPNG. OPENING DRAWINGS. C.M.U. CONCRETE MASONRY UNIT COL. COLUMN P.C. PLUMBING CONTRACTOR 7. EACH SUBCONTRACTOR WILL AMEND AND MAKE GOOD AT HIS OWN COST, ANY CONC. CONCRETE P. LAM PLASTIC LAMINATE OR DEFECTS OR OTHER FAULTS IN HIS WORKMANSHIP AND/OR HIS SUPPLIED MATERIALS. CONN. CONNECTION PARALLAM (BEAM) CONST. CONSTRUCTION PL. PLATE 8. VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO ORDEFING, CUTTING AND/OR CONST. JT. CONSTRUCTION JOINT P.L. PROPERTY LINE INSTALLING MATERIAL, PRODUCT OR EQUIPMENT. IN THE EVENT OF ANY CONT. CONTINUOUS PLYWD. PLYWOOD DISCREPANCIES, CONTACT THE CONSTRUCTION MANAGER BEFORE PROCEEDING CONTR. CONTRACTOR PR. PAIR WITH THAT WORK. COMP COMPACTED (ION) PSF. POUNDS PER SQ. FOOT C.T. CERAMIC TILE PSI. POUNDS PER SQ. INCH 9. CONTRACTORS SHALL NOT SCALE THESE DRAWINGS FOR CONSTRUCTION PURPOSES. IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, DBL. DOUBLE Q.T. QUARRY TILE CONTRACTOR SHALL NOTIFY ARCHITECT. FIGURED AND CALCULATED DIMENSION DEG. or ° DEGREE TAKES PRECEDENCE OVER SCALED MEASUREMENTS. DETAILED DRAWINGS AND DIG. or ¢ DIAMETER RAD.OR(R) RADIUS LARGER SCALE DRAWINGS TAKE PRECEDENCE OVER SMALLER SCALE DRAWINGS. DIAG. DIAGONAL REINS REINFORCEMENT ALL PLAN DETAILS AND WALL SECTIONS ARE ASSUMED TO BE TYPICAL CONDITIONS DIM. DIMENSION UNLESS DETAILED OR NOTED OTHERWISE. DR. DOOR S.C. SAW -CUT JOINT DWG.(S) DRAWING(S) SCHED. SCHEDULE 10. ADD SUFFICIENT BLOCKING IN STUD WALLS TO SUPPORT ALL ITEMS OR EQUIPMENT SHT. SHEET SHOWN OR SPECIFIED TO BE ATTACHED TO THE WALLS. PROVIDE ADDITIONAL (E) EXISTING SIM. SIMILAR STRUCTURAL SUPPORT (ANGLES, CHANNELS, ETC.) WITHIN WALLS WHERE THE WEIGHT EA. EACH SM SHEET METAL OF ATTACHED ITEMS OR EQUIPMENT IS TOO GREAT TO BE SUPPORTED BY METAL E.C. ELECTRICAL CONTRACTOR SMS SHEET METAL SCREW STUDS. PROVIDE BLOCKING FOR OWNER FURNISHED OR INSTALLED FILMS. E.F. EACH FACE SPEC.(S) SPECIFICATIONS) EL. ELEVATION SQ. SQUARE 11. ALL FINISHED FLOOR ELEVATIONS REFER TO ARCHITECTURAL DRAWINGS ONLY. REFER E.N. EDGE NAIL SQ. IN. SQUARE INCH CIVIL DRAWINGS FOR RELATIONSHIP TO PROJECT BENCHMARK(S). E.O.C. EDGE OF COUNTER / EDGE OF SQ. FT. SQUARE FOOT EQUIPMENT S.S. STAINLESS STEEL 12. ANY ADDITIONS OR CHANGES TO WORK MUST BE AUTHORIZED IN WRITING BY THE E0. or = EQUAL STD. STANDARD CONSTRUCTION MANAGER. NO ALTERATIONS WILL BE MADE ON THIS PROJECT EQUIP. EQUIPMENT STE. STEEL EXCEPT UPON WRITTEN ORDER BY THE CONSTRUCTION MANAGER. E.S. EACH SIDE STOR.T. STORAGE EXP. EXPANSION STRUCT. STRUCTURAL 13. WEATHER CONDITIONS: CONTRACTORS WILL PROTECT ALL PARTS OF THEIR WORK SUSP. SUSPENDED FROM WEATHER DAMAGE DUE TO FROST, RAIN, HEAT, ETC. AND WILL MAKE GOOD FACT. FACTORY SYM. SYMMETRICAL TO THE SATISFACTION OF THE CONSTRUCTION MANAGER AND/OR GENERAL F.D. FLOOR DRAIN CONTRACTOR ANY PORTION OF THE WORK WHICH NAY HAVE BECOME DAMAGED. F.D.C. -FIRE DEPT. CONNECTION (T) TOP FDN., FOUNDATION T.B.A. TO BE DETERMINED 14. SITE SAFETY: EACH CONTRACTOR WILL ABIDE BY LOCAL AREA STANDARDS AND F.F. FINISHED FLOOR TEMP. TEMPERED (TEMPERATURE) RELATED OSHA STANDARDS FOR THE PROTECTION AND SAFETY FOR THEIR EMPLOYEES F.F.L. FINISHED FLOOR LEVEL THK. THICKNESS ON SITE. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL BE HELD ,. F.G. FLOAT GLASS T & G TONGUE & GROOVE HARMLESS BY THE OWNER, GENERAL CONTRACTOR AND RELATED AWARDED TRADES FLR. FLOOR T.N. TOE NAIL ON THIS PROJECT FOR ACCIDENTS OR INJURIES CAUSED OR ACCRUED ON THIS FIN. FINISH T.O.B. TOP OF BEAM PROPERTY DURING THE PRE/ACTUAL/POST CONSTRUCTION PHASES OF THIS PROJECT. F.N. FIELD NAIL T.O.C. TOP OF CURB F.O.B. FACE OF BEAM T.O.F. TOP OF FOOTING 15. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR REMOVAL OF DEBRIS F.O.F. FACE OF FINISH T.O.PL. TOP OF PLATE ACCUMULATED BY EACH TRADE. HOWEVER, EACH TRADE WILL KEEP THE JOB SITE F.O.J. FACE OF JOIST T.O.S. TOP OF SLAB CLEAN AND SAFE AT ALL TIMES, ALONG WITH A BROOM FINISH AT THE END OF EACH F.O.M. FACE OF MASONRY T.O.W. TOP OF WALL WORKING DAY. F.O.P. FACE OF POST TYP. TYPICAL F.O.S. FACE OF STUD 16. TRANSITION OF DIFFERENT FLOORING MATERIALS AT DOORWAYS SHALL OCCUR AT F.R.P. FIBERGLASS REINFORCED PANEL U.B.C. UNIFORM BUILDING CODE CENTERLINE OF DOORS TYPICALLY. F.S. FLOOR SINK U.O.N. UNLESS OTHERWISE NOTED FT. FEET U.S.P. UNDER SEPARATE PERMIT 17. PAINT ALL WALL SURFACES, DOOR FRAMES, BULKHEADS AND CEILINGS IN ROOMS FTG. FOOTING WHERE INDICATED ON ROOM FINISH SCHEDULE. PAINT BEHIND ALL MOVEABLE ITEMS VERT.OR (V) VERTICAL ADJACENT TO WALLS RECEIVING PAINT AND RELOCATE ITEMS. GA. GAUGE (GAGE) V.W.C. VINYL WALLCOVERING G.B. GYPSUM BOARD 18. ALL WEATHER - EXPOSED SURFACES SHALL HAVE A WEATHER RESISTIVE BARRIER TO G.C.ENERAL CONTRACTOR W/ WITH PROTECT THE INTERIOR WALL COVERING AND EXTERIOR OPENINGS SHALL BE FLASHED GALV. GALVANIZED W D. WOOD IN SUCH A MANNER AS TO MAKE THEM WATERPROOF. G.I.ALVANIZED IRON W.G.B. WATER RESISTANT GYPSUM G.I. GLUE -LAMINATED BEAM BOARD 19. ALL PLAN DIMENSIONS ARETO FINISHED FACE OF FINISHED WALLS, FACE OF W.I.B. WALK-IN BOX MASONRY, AND CENTERLINE OF COLUMNS, UNLESS NOTED OTHERWISE. H.D. HUB DRAIN WT. WEIGHT HDR. HEADER WWM. WELDED WIRE MESH 20. VERIFY ALL ELEVATIONS AND DIMENSIONS OF STRUCTURAL ELEMENTS WITH HDW. HARDWARE ARCHITECTURAL DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THE HGR. HANGER CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND BE RESPONSIBLE FOR THEM. ALL HGR. or HT. HEIGHT DIMENSIONAL DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE H.M. HOLLOW METAL ARCHITECT. HORIZ. or H HORIZONTAL H.S.B. HIGH STRENGTH BOLT 21, PLANS FOR MODIFICATIONS TO EXISTING FIRE PROTECTION EQUIPMENT SUCH AS STANDPIPES, SPRINKLER SYSTEMS AND FIRE ALARM SYSTEMS, SHALL BE SUBMITTED TO I.D. INTERIOR DESIGN THE BUILDING DIVISION AND APPROVED BY THE FIRE DEPARTMENT BEFORE IN. INCH EQUIPMENT IS ALTERED OR MODIFIED. INFO. INFORMATION INV. INVERTED OWNER: SHASTA BEVERAGE 1227 ANDOVER PARK E TUKWILA WA 98188 CONTRACTOR: PROCON DEVELOPMENT INC. 4522 KATELLA AVE. LOS ALAMITOS, CA 90720 CONTACT: GUY CASTILLO TEL: (562)756-4412 EMAIL: GCASTILLO@PROCONGC.COM ARCHITECT & ENGINEERING TEAM: PLUMP ENGINEERING INC. 914 E KATELLA AVENUE ANAHEIM, CA 92807 CONTACT: GREG PANEK TEL: (714) 385-1835 EMAIL: GPANEK@PEICA.COM ENGINEERING TEAM (MECH.JPLUMPING): PLUMP ENGINEERING INC. 914 E KATELLA AVENUE ANAHEIM, CA 92807 CONTACT: MOSTAFA ZUBAIR TEL: 714 385-1835 EMAIL: MAZUBAIR@PEICA.COM ENGINEERING TEAM (ELECTRICAL): PLUMP ENGINEERING INC. 914 E KATELLA AVENUE ANAHEIM, CA 92807 CONTACT: ADEL POURSHARIF TEL: (714)385-1835 EMAIL: APOURSHARIF@PEICA.COM PROJECT SUMMARY SCOPE OF WORK: TENANT IMPROVEMENT WORK CONSISTING OF QA OFFICE, QA LAB AND QA MICRO -LAB IN A TWO STORY BUILDING. FIRE 2015 INTERNATIONAL FIRE CODE W/ WASHINGTON AMENDMENTS PLUMBING 2015 UNIVERSAL PLUMBING CODE W/ WASHINGTON AMENDMENTS MECHANICAL 2015 INTERNATIONAL MECHANICAL CODE W/ WASHINGTON AMENDMENTS ELECTRICAL 2015 INTERNATIONAL ELECTRICAL CODE W/ WASHINGTON AMENDMENTS ACCESSIBILITY 2015 INTERNATIONAL BUILDING CODE W/ WASHINGTON AMENDMENTS ENERGY CODE 2015 WASHINGTON STATE ENERGY CODE BUILDING DATA CONSTRUCTION TYPE: IIIB AUTOMATIC SPRINKLER SYSTEM: NUMBER OF STORIES: 2 PROJECT DATA: 1 ZONE: TUC-WPl(TUKWILAURBANCENTER- WORKPLACE) OCCUPANCY: S AREA OF WORK: 909 S.F. (FIRST FLOOR) 879 S.F. (SECOND FLOOR) TOTAL AREA OF WORK: 1,788 S.F. (2 STORIES) 1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL -BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. PLUMP ENGINEERING INC. CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com SHEET INDEX GENERAL Stamp: -. �p.R D. A, p� 'z- E,p4 WASH�.p( c �o q 34218 4 IFS F�l ST ERA' � S/DNA L N 4/29/19 GOOD COVER SHEET G001 GENERAL NOTES G002 FIRST FLOOR EXITING PLAN G003 SECOND FLOOR EXITING PLAN G004 ACCESSIBILTY DETAILS ARCHITECTURAL A000 SITE PLAN A100 FIRST,SECOND FLOOR & DEMO PLANS A101 FIRST & SECOND FLOOR REFLECTED CEILING PLAN A200 INTERIOR BUILDING SECTION A501 DETAILS A600 DOOR & WINDOW SCHEDULE STRUCTURAL U i i •�• Q Uj , , Uj ■ r N Q v I < o — a= • Q J d W n O 70 c Q cV NUV) 00 - Or - Q _ t— SO01 GENERAL NOTES S002 GENERAL NOTES S100 SITE PLAN 5101 LAB BASE FLOOR PLAN & SECOND FLOOR FRAMING PLAN 5200 STRUCTURAL DETAILS S300 STRUCTURAL DETAILS PLUMBING P101 SYMBOL, LEGEND, SCHEDULES, ABBREVIATIONS & GENERAL NOTES P201 PLUMBING CHART AND CALCULATIONS P301 COLD & HOT WATER FLOOR PLAN P302 WASTE & VENT FLOOR PLAN P303 PLUMBING ISOMETRIC DIAGRAM P401 PLUMBING SPECIFICATIONS P402 PLUMBING SPECIFICATIONS ELECTRICAL EDOI GENERAL NOTES, SYMBOLS LIST, LIGHT FIXTURE/PANEL SCHEDULES & SLID2O E002 ELECTRICAL DETAILS E100 FIRST & SECOND FLOOR POWER PLAN EIOI FIRST & SECOND FLOOR LIGHTING PLAN MECHANICAL REVISIONS M100 GENERAL NOTES FOR CITY SUBMITTAL 3/8119 MIDI HVAC FIRST FLOOR &SECOND REVIEWED FOR Q PLAN CHECK 1 4/22/2019 JUN 10 2019 City of Tukwila BUILDING DIVISIa ReWeweu for SUb,gpR�rrved pj5;ruj �i, sii„Ce Date S'1�Z%.1/ W LU V) iv LLI i om� 4/29/19 ai `m Praec N mar. 1902097 SHEET GOOO ® SITE DEVELOPMENT AND ACCESSIBLE ROUTE OF TRAVEL 1127B CD NOTE: ACCESSIBLE ROUTE OF TRAVEL IS DEFINED AS "A CONTINUOUS UNOBSTRUCTED PATH CONNECTING ALL ACCESSIBLE ELEMENTS AND SPACES IN AN ACCESSIBLE BUILDING OR FACILITY THAT CAN BE NEGOTIATED BY A PERSON WITH A SEVERE DISABILITY USING A WHEELCHAIR AND THAT IS ALSO SAFE FOR AND USABLE BY PERSONS WITH OTHER DISABILITIES" SEC. 1102B. t. SITE DEVELOPMENT AND GRADING SHALL BE DESIGNED TO PROVIDE ACCESS TO ALL ENTRANCES AND EXTERIOR GROUND FLOOR EXITS, AND ACCESS TO NORMAL PATHS OF TRAVEL AND WHERE NECESSARY TO PROVIDE ACCESS, SHALL INCORPORATE PEDESTRIAN RAMPS, CURB RAMPS, ETC. SEC, 11276.1 2. WHEN MORE THAN ONE BUILDING OR FACILITY IS LOCATED ON A SITE, ACCESSIBLE ROUTES OF TRAVEL SHALL BE PROVIDED BETWEEN BUILDINGS AND ACCESSIBLE SITE FACILITIES. SEC 1127B.1. 3. ROUTE BETWEEN ACCESSIBLE BUILDING ENTRANCES, ACCESSIBLE SITE FACILITIES AND THE ACCESS ENTRANCE TO THE SITE. SEC 1127B.1 4. AT LEAST ONE ACCESSIBLE ROUTE WITHIN THE BOUNDARY OF THE SITE SHALL BE PROVIDED FROM PUBLIC TRANSPORTATION STOPS, ACCESSIBLE PARKING AND ACCESSIBLE PASSENGER LOADING ZONES, AND PUBLIC STREETS OR SIDEWALKS, TO THE ACCESSIBLE BUILDING ENTRANCE THEY SERVE. THE ACCESSIBLE ROUTE SHALL TO THE MAXIMUM EXTENT FEASIBLE, COINCIDE WITH THE ROUTE FOR THE GENERAL PUBLIC. SEC. 1114BA 2 5. WHEN A BUILDING OR PORTION OF A BUILDING IS REQUIRED TO BE ACCESSIBLE OR ADAPTABLE, AN ACCESSIBLE ROUTE OF TRAVEL SHALL BE PROVIDED TO ALL PORTIONS OF THE BUILDING, TO ACCESSIBLE BUILDING ENTRANCES, AND BETWEEN THE BUILDING AND THE PUBLIC WAY. SEC. 1114B.1.2. 6. WHEN MORE THAN ONE ROUTE OF TRAVEL IS PROVIDED, ALL ROUTES SHALL BE ACCESSIBLE. SEC. 1114B1.2 B WALKS AND SIDEWALKS 113313.7 1. WALKS AND SIDEWALKS SHALL HAVE A CONTINUOUS COMMON SURFACE, NOT INTERRUPTED BY STEPS OR BY ABRUPT CHANGES IN LEVEL EXCEEDING 1/2", AND SHALL BE A MINIMUM OF 48" IN WIDTH. SEC. 1133B.7.1, FIG. IIB-27(a) 2. WHEN ABRUPT CHANGES IN LEVEL NOT EXCEEDING 1/2" OCCUR, THEY SHALL BE BEVELED WITH A SLOPE NO GREATER THAN 1:2, EXCEPT THAT LEVEL CHANGES NOT EXCEEDING 1/4" MAT BE VERTICAL SEC. 1133B.7.4, FIG. 11 B-5E(c) AND (d). 3. ABRUPT CHANGES IN LEVEL ALONG ANY ACCESSIBLE ROUTE EXCEEDING 1/2" SHALL COMPLY WITH THE REQUIREMENTS FOR CURB RAMPS. SEC. 1133B1.4. 4. WHEN THE SLOPE IN THE DIRECTION OF TRAVEL OF ANY WALK EXCEEDS 1 VERTICAL TO 20 HORIZONTAL IT SHALL COMPLY WITH THE PROVISIONS OF SECTION 1133B.5 SEC. 1133B.7.3. - 5, WALK AND SIDEWALK SURFACE CROSS SLOPES SHALL NOT EXCEED 1/4" PER FOOT EXCEPT WHEN THE ENFORCING AGENCY FINDS THAT DUE TO LOCAL CONDITIONS IT CREATES AN UNREASONABLE HARDSHIP, THE CROSS SLOPE CAN BE INCREASED TO A MAXIMUM OF 112" PER FOOT FOR DISTANCES NOT TO EXCEED 20'-0" SEC, 1133B.7.1.3. 6. WALKS SHALL BE PROVIDED WITH A LEVEL AREA NOT LESS THAN 60" BY 60" AT A DOOR OR GATE THAT SWINGS TOWARD THE WALK, AND NOT LESS THAN 48" WIDE AND 44" DEEP AT A DOOR OR GATE THAT SWINGS AWAY FROM THE WALK. SEC. 1023.5 7, WALKS SHALL EXTEND A MINIMUM OF 24" TO THE SIDE OF THE STRIKE EDGE OF A DOOR OR GATE THAT SWING: TOWARD THE WALK. SEC. 1133B.7.6. FIG. 11 B-26B. 8. ALL WALKS WITH CONTINUOUS GRADIENTS SHALL HAVE LEVEL AREAS AT LEAST 5'-0" IN LENGTH AT INTERVALS AT LEAST EVERY 400'-0". SEC. 1133B.7.6. WALK AND SIDEWALK SURFACES SHALL BE SLIP -RESISTANT AS FOLLOWS SEC. 1023.1 a. SURFACES WITH A SLOPE OF LESS THAN 6% GADIENT SHALL BEAT LEAST AS SLIP RESISTANT AT THAT DESCRIBED AS A MEDIUM SALT FINISH. SEC. 1133B.7.1A. b. SURFACES WITH A SLOPE OF 6 % GRADIENT SHALL BE SLIP RESISTANT. SEC. 11338.7.1.2. 9. WALKS, SIDEWALKS AND PEDESTRIAN WAYS SHALL BE FREE OF GRATINGS WHENEVER POSSIBLE. FOR GRATINGS LOCATED IN THE SURFACE OF ANY OF THESE AREAS, GRID OPENINGS IN GRATINGS SHALL BE NO GREATER THAN 12" WIDE IN ONE DIRECTION. IF GRATINGS HAVE ELONGATED OPENINGS, THEY SHALL BE PLACED SO THAT THE LONG DIMENSION IS PERPENDICULAR TO THE DOMINANT DIRECTION OF TRAVEL, SEC. 1133B.7.2, FIG. 118-7E(a). (�) ACCESSIBLE PARKING 1129E 1. PROVIDE DISABLED PARKING SPACES AS REQUIRED BY TABLE 110•6. SEG.11298.1. SEE SITE PLAN TABLE 118-6 TOTAL NUMBER OF PARKING SPACES PROVIDED TOTAL NUMBER OF DISABLED PARKING SPACES REQUIRED 1-25 1 26-50 2 51-75 3 76-100 4 101-150 5 151-200 6 201-300 7 301-400 8 401-500 9 501-1000 2% OF TOTAL SPACES PROVIDED 1001-OVER 20+1 FOR EA. 100 OR FRACTION THEREOF OVER 1001 1. EACH LOT OR PARKING STRUCTURE WHERE PARKING IS PROVIDED FOR THE PUBLIC AS CLIENTS, GUESTS, OR EMPLOYEES, SHALL PROVIDE ACCESSIBLE PARKING AS REQUIRED BY SECTION 1129B. SEC. 1129B.1. ACCESSIBLE KING SPACES SERVING A PARTICULAR BUILDING SHALL BE LOCATED AS NEAR AS PRACTICAL 2. TO A PRIMARY ENTRANCE AND ON THE SHORTEST ACCESSIBLE ROUTE OF TRAVEL FROM ADJACENT PARKING TO AN ACCESSIBLE ENTRANCE. SEC. 1129B.1 AND 1129B.4. 3. IN PARKING FACILITIES THAT DO NOT SERVE A PARTICULAR BUILDING, ACCESSIBLE PARKING SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE ROUTE OF TRAVEL TO AN ACCESSIBLE PEDESTRIAN ENTRANCE OF THE PARKING FACILITY. SEC. 1129BA. 4, IN BUILDINGS NTH MULTIPLE ACCESSIBLE ENTRANCES WITH ADJACENT PARKING, ACCESSIBLE PARKING SPACES SHALL BE DISPERSED AND LOCATED CLOSEST TO THE ACCESSIBLE ENTRANCES. SEC. 1129B.1. 5. WHEN MORE THAN ONE ACCESSIBLE PARKING SPACE IS PROVIDED, IN LIEU OF PROVIDING A 14'-0" WIDE SPACE FOR EACH PARKING SPACE, TWO SPACES CAN BE PROVIDED WITHIN A 23'-0" WIDE AREA LINED TO PROVIDE A V-0" PARKING AREA ON EACH SIDE OF A 5W' LOADING AND UNLOADING ACCESS AISLE IN THE CENTER. SEC. 1129B.4.1. FIGA 1 B-18A AND C. 6. THE MINIMUM LENGTH OF AN ACCESSIBLE PARKING SPACE SHALL BE 18'-0" SEC. 1129B.4.1. FIG. 11 B-18A, B, AND C. 7 ONE IN EVERY EIGHT ACCESSIBLE SPACES, BUT NOT LESS THAN ONE SHALL BE SERVED BY AN ACCESS AISLE 96" WIDE MINIMUM AND SHALL BE DESIGNATED VAN ACCESSIBLE. ALL SUCH SPACES MAY BE GROUPED ON ONE LEVEL OF A PARKING STRUCTURE. SEC. 1129B.3.2, FIGA1B-18A, B, AND C. 8. SURFACE SLOPES OF ACCESSIBLE PARKING SPACES SHALL BE THE MINIMUM POSSIBLE AND SHALL NOT EXCEED 1 UNIT VERTICAL TO 50 UNITS HORIZONTAL IN ANY DIRECTION. SEC. 1129B.3.3. 9 IN EACH PARKING AREA, A BUMPER OR CURB SHALL BE PROVIDED AND LOCATED TO PREVENT ENCROACHMENT OF CARS OVER THE REQUIRED WIDTH OF WALKWAYS. SEC. 1129B.3.3. FIG, 11 B-18A, B, AND C. 10. PEDESTRIAN WAYS WHICH ARE ACCESSIBLE TO PEOPLE WITH DISABILITIES SHALL BE PROVIDED FROM EACH SUCH PARKING SPACE TO RELATED FACILITIES, INCLUDING CURB CUTS OR RAMPS AS NEEDED. SEC. 11298.3.3. FIG, 11 B-18A, B, AND C. 11.RAMPS SHALL NOT ENCROACH INTO ANY PARKING SPACE WITH THE EXCEPTION OF A TRANSITION RAMP FROM A LOADING I UNLOADING AREA TO AN ADJACENT SIDEWALK. THE TRANSITION RAMP SHALL BE A MINIMUM OF 49 IN WIDTH, A MAXIMUM SLOPE OF 1:12. SEC. 1129B.4.3. FIG. 11B-18A, B, AND C. 12. ACCESSIBLE PARKING SPACES SHALL BE SO LOCATED THAT PERSONS WITH DISABILITIES ARE NOT COMPELLEE TO WHEEL OR WALK BEHIND PARKED CARS OTHER THAN THEIR OWN. SEC. 1129B.3.3. 13. EACH PARKING SPACED RESERVED FOR PERSONS NTH DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN PERMANENTLY POSTED IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE, CONSISTING OF A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE ON DARK BLUE BACKGROUND. THE SIGN SHALL NOT BE SMALLER THAN 70 SQUARE INCHES IN AREA AND WHEN IN A PATH OF TRAVEL, SHALL BE POSTED AT A MINIMUM HEIGHT OF 80" FROM THE BOTTOM OF THE SIGN TO THE PARKING SPACE FINISHED GRADE. SEC. 1129BA FIG. 11 B-18A, B, AND C. 14. SIGNS TO IDENTIFY ACCESSIBLE PARKING SPACES MAY BE CENTERED ON THE WALL AT THE INTERIOR END OF THE PARKING SPACE AT A MINIMUM HEIGHT OF 36" FROM THE PARKING SPACE FINISHED GRADE, GROUND OR SIDEWALK. SEC 11298.5 15. VAN ACCESSIBLE PARKING SPACES SHALL HAVE AN ADDITIONAL SIGN STATING "VAN -ACCESSIBLE" MOUNTED BELOW THE SYMBOL OF ACCESSIBILITY.,SEC. 1129BA, 16. "UNAUTHORIZED VEHICLESATESPARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR LICENSE PLATES ISSUED FOR PERSONS NTH DISABILITIES MAY BE TOWED AWAY AT OWNER'S EXPENSE, TOWED VEHICLES MAY BE RECLAIMED AT OR BY TELEPHONING NOTE THAT B C S ARE TO FILLED IN WITH APPROPRIATE INFORMATION AS A PERMANENT PART OF THE SIGN. SEC. 1109A.8.8. 17.THE SURFACE OF EACH ACCESSIBLE PARKING SPACE OR STALL HAVE A SURFACE IDENTIFICATION DUPLICATING EITHER OF THE FOLLOWING SCHEMES: SEC. 1129B.4. FIG. 11B-18A, B, AND C. a. BY OUTLINING OR PAINTING THE STALL OR SPACE IN BLUE AND OUTLINING ON THE GROUND IN THE STALL OR SPACE IN WHITE OR SUITABLE CONTRASTING COLOR A PROFILE VIEW DEPICTING A WHEELCHAIR WITH OCCUPANT; OR b. BY OUTLINING A PROFILE VIEW OF A WHEELCHAIR NTH OCCUPANT IN WHITE ON BLUE BACKGROUND THE PROFILE VI EW SHALL BE LOCATED SO THAT IT IS VISIBLE TO A TRAFFIC ENFORCEMENT OFFICER WHEN A VEHICLE IS PROPERLY PARKED IN THE SPACE AND SHALL BE 36" HIGH BY 36" WIDE. 18. ALL ENTRANCES TO AND VERTICAL CLEARANCES WTHIN PARKING STRUCTURES SHALL HAVE A MINIMUM VERTICAL CLEARANCE OF 8'-2" WHERE REQUIRED FOR ACCESSIBILITY TO ACCESSIBLE PARKING SPACES SEC. 1131 B.1. CORRIDORS AND AISLES 113313.3 NOTE: FOR THE PURPOSES OF TITLE 24, THE TERM CORRIDOR SHALL INCLUDE EXTERIOR EXIT BALCONIES AND ANY COVERED OR ENCLOSED XI P EXIT PASSAGEWAY, AGEWAY, INCLUDING WALKWAYS, TUNNELS AND MALLS. PARTITIONS, RAILS, COUNTERS, AND OTHER SIMILAR SPACE DIVIDERS NOT OVER 5'4" IN HEIGHT ABOVE THE FLOOR SHALL NOT BE CONSTRUED TO FORM CORRIDORS. SEC 1 . . 1 33 631. 1. EVERY CORRIDOR SERVING AN OCCUPANT LOAD OF 10 OR MORE SHALL NOT BE LESS THAN 44" IN WIDTH. SEC. 1133B.3.1. 2. CORRIDORS SERVING AN OCCUPANT LOAD OF LESS THAN 10 SHALL NOT BE LESS THAN 36" IN WIDTH. SEC. 1133B.3.1.. 3. CORRIDORS WHICH ARE LOCATED ON AN ACCESSIBLE ROUTE AND EXCEED 200'-0" IN LENGTH SHALL HAVE A MINIMUM CLEAR WIDTH OF 60". IFAN ACCESSIBLE ROUTE HAS LESS THAN 60" CLEAR WIDTH, THEN PASSING SPACES AT LEAST 60" BY 60" SHALL BE LOCATED AT REASONABLE INTERVALS NOT TO EXCEED 200'-0", AT 11 INTERSECTION OF TWO CORRIDORS OR WALKS IS AN ACCEPTABLE PASSING PLACE, 1133B.3.2. FIG 11 B-34. 4. CIRCULATION AISLES AND PEDESTRIAN WAYS SHALL BE SIZED ACCORDING TO FUNCTIONAL REQUIREMENTS AND IN NO CASE SHALL BE LESS THAN 36" IN CLEAR WIDTH. SEC. 1105B.3.6. ENTRANCES AND EXITS NOTE: A. EXITS IN EXCESS OF THOSE REQUIRED BY SECTION 1114B.2.1 AND WHICH ARE MORE THAN 24" ABOVE GRADE ARE NOT REQUIRED TO BE ACCESSIBLE. SUCH DOORS SHALL HAVE SIGNS WARNING THAT THEY ARE NOT ACCESSIBLE, WARNING SIGNS SHALL COMPLY WITH SECTION 1117B.,.SEC. 1001.9.1 EXC.2. B. FOR THE PURPOSES OF TITLE 24, THE USE OF THE TERM EXIT DOOR APPLIES TO ALL DOORS THAT PROVIDE ACCESS, THAT IS, ENTRANCES, PASSAGE DOORS, ETC, 1, ALL ENTRANCES AND ALL EXTERIOR GROUND FLOOR EXIT DOORS TO BUILDINGS AND FACILITIES SHALL BE MADE ACCESSIBLE TO PERSONS WITH DISABILITIES, SEC. 1133B.1.1.1.1. 2. DURING PERIODS OF PARTIAL OR RESTRICTED USE OF A BUILDING OR FACILITY, THE ENTRANCES USED FOR PRIMARY ACCESS SHALL BE ACCESSIBLE TO AND USABLE BY PERSONS WITH DISABILITIES. SEC. 1133B.1.1.1.2. 3. EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. SEC. 1008.1.8. 4. MANUALLY OPERATED EDGE OR SURFACE MOUNTED FLUSH BOLTS AND SURFACE BOLTS ARE PROHIBITED. WHEN EXIT DOORS ARE USED IN PAIRS AND APPROVED AUTOMATIC FLUSH BOLTS ARE USED THE DOOR LEAF HAVING THE AUTOMATIC FLUSH BOLT SHALL HAVE NO DOORKNOB OR SURFACE MOUNTED HARDWARE. THE UNLATCHING OF ANY LEAF SHALL NOT REQUIRE MORE THAN ONE OPERATION. SEC. 1008.1.8.4, 1008.1.8.5 5. LATCHING AND LOCKING DOORS THAT ARE HAND ACTIVATED AND WHICH ARE IN A PATH OF TRAVEL SHALL BE OPERABLE WITH A SINGLE EFFORT BY A LEVER TYPE HARDWARE, PANIC BARS, PUSH-PULL ACTIVATING BARS, OR OTHER HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING THE ABILITY TO GRASP THE OPENING HARDWARE. LOCKED EXIT DOORS SHALL OPERATE AS ABOVE IN EGRESS DIRECTION. SEC. 1133B.2.5.2 6, HAND ACTIVATED DOOR OPENING HARDWARE SHALL BE CENTERED BETWEEN 39" AND 44" ABOVE THE FLOOR. SEC. 1133B.2.5.2. 7. EVERY DOORWAY WHICH IS LOCATED WITHIN AN ACCESSIBLE PATH OF TRAVEL SHALL BE OF A SIZE AS TO PERMIT THE INSTALLATION OF A DOOR NOT LESS THAN T-0" IN WIDTH AND NOT LESS THAN 6'-8" IN HEIGHT. WHEN INSTALLED, EXIT DOORS SHALL BE CAPABLE OF OPENING SO THAT THE CLEAR WIDTH OF THE EXIT IS NOT LESS THAN 32", MEASURED BETWEEN THE FACE OF THE DOOR AND THE OPPOSITE STOP, SEC. 1008.1.1. 8. FOR HINGED DOORS, THE OPENING WIDTH SHALL BE MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM ITS CLOSED POSITION. SEC 1133B.2.3. 9. MINIMUM MANEUVERING CLEARANCES AT DOOR SHALL BE AS SHOWN IN FIGURE I IB-26. THE FLOOR OR GROUND AREA WITHIN THE REQUIRED CLEARANCES SHALL BE LEVEL AND CLEAR. SEC. 1133B.2.4.2. 10. THERE SHALL BE A LEVEL AND CLEAR FLOOR OR LANDING ON EACH SIDE OF A DOOR. THE LEVEL AREA SHALL HAVE A LENGTH IN THE DIRECTION OF DOOR SWING OF AT LEAST 60" AND A LENGTH OPPOSITE THE DIRECTION OF DOOR SWING OF 48" AS MEASURED AT RIGHT ANGLES TO THE PLANE OF THE DOOR IN THE CLOSED SANITARY FACILITIES (GENERAL) 1115E (CONTINUED WHERE FACILITIES ARE TO BE USED SOLELY SMALL CH ILDREN, HILSUG THE SPECIFIC HEIGHTS MAY E ADJUSTE D TO 3. MEET THEIR ACCESSIBILITY NEEDS. SEE TABLE 156.5.1 FOR SUGGESTED MOUNTING HEIGHTS. SEC. 11158.3. NOTE: 1. THE DIVISION OF THE STATE ARCHITECT OFFICE OF REGULATION C ULA ION F CHI ES RECOMMENDS THE FOLLOWING DIMENSIONS AS ADEQUATELY SERVING THE NEEDS OF CHILDREN IN PROJECTS UNDER OUR JURISDICTION. THESE RECOMMENDATIONS ARE BASE ON THE FEDERAL "RECOMMENDATION FOR ACCESSIBILITY FOR CHILDREN IN ELEMENTARY SCHOOL" AND OTHER RECOGNIZED PUBLICATIONS ON ACCESS FOR CHILDREN. A = ADULT DIMENSIONS (AGE 12 AND OVER) E = ELEMENTARY DIMENSIONS K = KINDERGARTEN AND PRESCHOOL DIMENSIONS TABLE 15B-5.1 A E K TOILET CENTERING FROM WALL 18" 15" 12" TOILET SEAT HEIGHT 17"-19" 15, 10"-12" GRAB BAR HEIGHT (SIDE) 33" 27"' 20"-22" TOILET PAPER IN FRONT OF TOILET 12" MAX. 6" MAX. * 6" MAX * NAPKIN DISPOSAL IN FRONT OF TOILET 12" MAX. MAX N/A DISPENSER OR MIRROR HEIGHT 40" MAX. 36" MIN. 32" MAX. LAVATORY/SINK TOP HEIGHT 34" MAX. 29" MAX. 24" MAX. LAVATORY/SINK KNEE CLEARANCE 29" MAX. 24" MIN. 19" MIN. URINAL LIP HEIGHT 17" MAX, 15" MAX. 13" MAX. URINAL FLUSH HANDLE HEIGHT *" 44" MAX. 37" MAX. 32" MAX. DRINKING FOUNTAIN BUBBLER HEIGHT 36" MAX. 32" MAX. 30" MAX. DRINKING FOUNTAIN KNEE CLEARANCE 27" MAX. 24" MIN. 22" MIN. RAMP/STAIR HANDRAIL HEIGHT 34"-38" 27" 22" * DEVIATES FROM CODE REQUIREMENTS AND REQUIRES A WRITTEN FINDING OF UNREASONABLE HARDSHIP. ** HANDLE HEIGHTS ARE FOR MANUALLY ACTIVATED VALVES ONLY 4, DOORWAYS LEADING TO MEN'S SANITARY FACILITIES SHALL BE IDENTIFIED BY AN EQUILATERAL TRIANGLE 1/4" THICK WITH EDGES 12" LONG AND A VERTEX POINTING UPWARD. WOMEN'S SANITARY FACILITIES SHALL BE IDENTIFIED BY A CIRCLE IN' THICK AND 12 DIAMETER SEC, 1115B.5. 5 UNISEX SANITARY FACILITIES SHALL BE IDENTIFIED BY A CIRCLE 1/4" THICK, 12" IN DIAMETER, WITH A 114" THICK TRIANGLE SUPERIMPOSED ON THE CIRCLE AND WITHIN THE 12" DIAMETER. SEC. I I15B.5. 6. AT A HEIGHT(CIRCLE OF 60" ANDDTHEIR COLORS AND CONTSANITARY AST SHALLABELDISTINCTLY SHALL I FERENT FROM THHON COLOR AND CONTRAST OF THE DOOR. SEC 1115B.5. NOTE: SEE ALSO SECTION 1117B.5.9 FOR ADDITIONAL SIGNAGE REQUIREMENTS APPLICABLE TO SANITARY FACILITIES. L POSITION. SEC. 1133B.2.4.2. 11. THE WIDTH OF THE LEVELAREA ON THE SIDE TO WHICH THE DOOR SWINGS SHALL EXTEND A MINIMUM OF 24" H SINGLE ACCOMMODATION SANITARY FACILITIES 1115B.3.2 PAST THE STRIKE EDGE FOR INTERIOR DOORS, SEC. 111335.2.4.3. THE FLOOR OR LANDING SHALL NOT BE MORE THAN 1/2" LOWER THAN THE THRESHOLD OF THE DOORWAY. 12. SEC. 11336.2.4.114, FIG. I IB-32 NOTE: SINGLE ACCOMMODATION SANITARY FACILITY DEFINED AS "A ROOM THAT HAS NOT MORE THAN ONE OF EACH TYPE OF SANITARY FIXTURE, IS INTENDED FOR USE BY ONLY ONE PERSON AT A TIME, HAS NO PARTITION AROUND THE TOILET, AND HAS A DOOR THAT CAN BE LOCKED ON THE INSIDE BY THE ROOM 13, THE SPACE REQUIRED BETWEEN TWO CONSECUTIVE DOOR OPENINGS IN A VESTIBULE, SERVING OTHER THAN A REQUIRED EXIT STAIRWAY, SHALL PROVIDE A MINIMUM OF 48" OF CLEAR SPACE FROM ANY DOOR OPENING OCCUPANT". SEC. 220,12. INTO SUCH VESTIBULE WHEN THE DOOR IS POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION. DOORS IN A SERIES SHALL SWING EITHER IN THE SAME DIRECTIONS OR AWAY FROM THE SPACE 1. THERE SHALL BE SUFFICIENT SPACE IN THE TOILET ROOM FOR A WHEELCHAIR MEASURING 30" WIDE BY 48" LONG BETWEEN THE DOORS. SEC 1133B.2.4.4 FIG. i1B-30, IIB-31. TO ENTER THE ROOM AND PERMIT THE DOOR TO CLOSE. SEC. 1115B.3.2.1. 14. THE BOTTOM 10" OF ALL DOORS EXCEPT AUTOMATIC AND SLIDING SHALL HAVE A SMOOTH, UNINTERRUPTED 2. THERE SHALL BE IN THE ROOM A CLEAR FLOOR SPACE OF AT LEAST 60" DIAMETER, OR A T-SHAPED SPACE COMPLYING WITH FIGURES 11 B-12(a) OR (b). NO DOOR SHALL ENCROACH INTO THIS SPACE FOR MORE THAN 12" SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITH CREATING A TRAP OR HAZARDOUS CONDITION. WHERE NARROW FRAME DOORS ARE USED, A 10" HIGH SMOOTH PANEL SHALL BE EXCEPT FOR THE PANEL DOOR TO ANY WATER CLOSET COMPARTMENT IF THERE IS ONE. SEC. 1115B.3.2.1. FIG. INSTALLED ON THE PUSH SIDE OF THE DOOR, WHICH WILL ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR 11 B-lA. FOOTREST WITHOUT CREATING A TRAP OR HAZARDOUS CONDITION. SEC 1133B.2.6. 3. THE WATER CLOSET SHALL BE LOCATED IN A SPACE WHICH PROVIDES A MINIMUM 28" WIDE CLEAR SPACE FROM A p-g� ( \/� 15. RECESSED DOORMATS SHALL BE ADEQUATELY ANCHORED TO PREVENT INTERFERENCE WITH WHEELCHAIR FIXTURE OR A MINIMUM 32" WIDE CLEAR SPACE FROM A WALL AT ONE SIDE. THE OTHER SIDE SHALL PROVIDE 18" FROM THE CENTERLINE OF THE WATER CLOSET TO THE WALL. A MINIMUM 48" CLEAR SPACE SHALL BE PROVIDED `�' TRAFFIC. SEC. 1133B.1.1.1.3. N FRONT OF THE WATER CLOSET. SEC. 1115B.4.1. FIG. 11B-1A. 16. MAXIMUM EFFORT TO OPERATE DOORS SHALL NOT EXCEED 5 POUNDS FOR INTERIOR DOORS, SUCH PULL OR 4. ALL DOORS, FIXTURES AND CONTROLS SHALL BE ON AN ACCESSIBLE ROUTE WITH A MINIMUM CLEAR WIDTH OF 36" PUSH EFFORT BEING APPLIED AT RIGHT ANGLES TO HINGED DOORS AND AT THE CENTER PLANE OF SLIDING OR EXCEPT AT DOORS. IF A PERSON IN A WHEELCHAIR MUST MAKE A TURN AROUND AN OBSTRUCTI(N. THE MINIMUM FOLDING DOORS. COMPENSATING DEVICES OR AUTOMATIC DOOR OPERATORS MAY BE UTILIZED TO MEET THE CLEAR WIDTH OF THE ACCESSIBLE ROUTE SHALL BE AS SHOWN IN FIGURE 11 B-5E. SEC 11158.3.2.4. (�) STAIRWAYS 113313.4 1, STAIRWAYS SHALL HAVE HANDRAILS ON EACH SIDE, AND EVERY STAIRWAY REQUIRED TO BE MORE THAN 88" IN WIDTH SHALL BE PROVIDED WITH NOT LESS THAN ONE INTERMEDIATE HANDRAIL FOR EACH 88" OF REQUIRED WIDTH. INTERMEDIATE HANDRAILS SHALL BE SPACED APPROXIMATELY EQUALLY ACROSS THE ENTIRE WIDTH OF THE STAIRWAY. SEC. 11338.4.1.1. 2. HANDRAILS SHALL BE 34" TO 38" ABOVE THE NOSING OF THE TREADS. SEC. 1133B.4.2.1. FIG. 11 B-35. 3. HANDRAILS SHALL EXTEND A MINIMUM OF 12" BEYOND THE TOP NOSING AND 12" PLUS THE TREAD WIDTH BEYOND THE BOTTOM NOSING. SEC. 1133B.4.2.2 AND 11338.4.2.3, FIG 11B-35 AND 37. 4. WHERE THE EXTENSION IN THE DIRECTION OF THE STAIR RUN WOULD CREATE A HAZARD THE TERMINATION OF THE EXTENSION SHALL BE MADE EITHER ROUNDED OR RETURNED SMOOTHLY TO THE FLOOR, WALL OR POST. WHERE THE STAIRS ARE CONTINUOUS FROM LANDING TO LANDING THE INNER RAIL SHALL BE CONTINUOUS AND NEED NOT EXTEND OUT INTO THE LANDING. SEC. 1139.4.2.6. FIG. 11B-37. 5. THE HAND GRIP PORTION OF HANDRAILS SHALL BE NOT LESS THAN 1-1/4" NOR MORE THAN 1-112" IN CROSS SECTIONAL NOMINAL DIMENSION OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE. THE HANDRAILS SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS. GRIPPING SURFACES OP AND SIDES) SHALL BE UNINTERRUPTED BY NEWEL POSTS, OTHER CONSTRUCTION ELEMENTS, OR OBSTRUCTIONS. ANY WALL OR OTHER SURFACE ADJACENT TO THE HANDRAIL SHALL BE FREE OF SHARP OR ABRASIVE ELEMENTS. EDGES SHALL HAVE A MINIMUM RADIUS OF 1/8". SEC. 1006.9.2.6a.1. FIG. 11 B-36. 6. HANDRAILS PROJECTING FROM A WALL SHALL HAVE A SPACE OF 1-1/2" BETWEEN THE WALL AND THE HANDRAIL. HANDRAILS MAY BE LOCATED IN A RECESS IF THE RECESS IS A MAXIMUM OF 3" DEEP AND EXTENDS AT LEAST 18" ABOVE THE TOP OF THE RAIL. HANDRAILS SHALL NOT ROTATE WITHIN THEIR FITTINGS. SEC. 1133B.4.2.5, FIG. 11B-36 7. THE UPPER APPROACH AND THE LOWER TREAD OF EACH STAIR SHALL BE MARKED BY A STRIP OF CLEARLY CONTRASTING COLOR AT LEAST 2" WIDE AND PLACED PARALLEL TO AND NOT MORE THAN 1" FROM THE NOSE OF THE STEP OR LANDING TO ALERT THE VISUALLY IMPAIRED. THE STRIP SHALL BE OF MATERIAL THAT IS AT LEAST AS SLIP RESISTANT AS THE OTHER TREADS OF THE STAIR. SEC 1133B4.4.. FIG. 11 B-35 8. WHERE STAIRWAY OCCUR OUTSIDE A BUILDING THE UPPER APPROACH AND ALL TREADS SHALL BE MARKED BY A STRIP OF CLEARLY CONTRASTING COLOR AT LEAST 2" WIDE AND PLACED PARALLEL TO AND NOT MORE THAN V FROM THE NOSE OF THE STEP OR LANDING TO ALERT THE VISUALLY IMPAIRED, THE STRIP SHALL BE OF A MATERIAL THAT IS AT LEAST AS SLIP RESISTANT AS THE OTHER TREADS OF THE STAIR. A PAINTED STRIP SHALL BE ACCEPTABLE. SEC. 1133B.4.4. FIG. 11 B-35 9. ALL TREAD SURFACES SHALL BE SLIP RESISTANT. WEATHER EXPOSED STAIRS AND THEIR APPROACHES SHALL BE DESIGNED SO THAT WATER WILL NOT ACCUMULATE ON WALKING SURFACES, TREADS SHALL HAVE SMOOTH, ROUNDED, OR CHAMFERED EXPOSED EDGES, AND NO ABRUPT EDGES AT THE NOSING (LOWER FRONT EDGE). SEC. 1133B.4.5.1. FIG 11B-35. 10. THE NOSING SHALL NOT PROJECT MORE THAN 1-112" PAST THE FACE OF THE FACE OF THE RISER BELOW. SEC 1133B.4.5.2. FIG. 11B-35. 11. OPEN RISERS ARE NOT PERMITTED. ON ANY GIVEN FLIGHT OF STAIRS ALL STEPS SHALL HAVE UNIFORM RISER HEIGHT AND UNIFORM TREAD WIDTHS CONSISTENT NTH 1006.3. STAlk TREADS SHALL BE NO LESS THAN I V DEEP, MEASURED FROM RISER TO RISER. RISERS SHALL BE SLOPED OR THE UNDERSIDE OF THE NOSING SHALL HAVE AN ANGLE NOT LESS THAN 60 DEGREES FROM THE HORIZONTAL. SEC. 11338.4.5.3 FIG. 11B-35. 12, APPROVED STAIRWAY IDENTIFICATION SIGNS SHALL BE LOCATED AT EACH FLOOR LEVEL IN ALL ENCLOSED JSANITARY FACILITIES (GENERAL) 111513 NOTE: FULLY DIMENSION ALL SANITARY FACILITIES FIXTURES, INCLUDING FLOOR DIMENSIONS AND FIXTURE ELEVATION DIMENSIONS. 1. SANITARY FACILITIES THAT SERVE BUILDINGS, FACILITIES, OR PORTIONS OF BUILDINGS OR FACILITIES THAT ARE REQUIRED TO BE ACCESSIBLE TO PERSONS WITH DISABILITIES ARE REQUIRED TO BE ACCESSIBLE. SEC. 1115B.1 2. WHERE SEPARATE FACILITIES ARE PROVIDED FOR NON -DISABLED PERSONS OF EACH SEX, SEPARATE FACILITIES SHALL BE PROVIDED FOR PERSONS WITH DISABILITIES OF EACH SEX ALSO. WHERE UNISEX FACILITIES ARE PROVIDED FOR PERSONS WITHOUT DISABILITIES, AT LEAST ONE UNISEX FACILITY SHALL BE PROVIDED FOR PERSONS WITH DISABILITIES WITHIN CLOSE PROXIMITY TO THE NON -ACCESSIBLE FACILITY. SEC 1115B.2. 4) SANITARY FACILITY FIXTURES AND ACCESSORIES 111513.4 1. THE HEIGHT OF ACCESSIBLE WATER CLOSETS SHALL BE A MINIMUM OF 17" AND A MAXIMUM OF 19" MEASURED TO THE TOP OF A MAXIMUM 2" HIGH TOILET SEAT, EXCEPT THAT 3" SEATS SHALL BE PERMITTED ONLY IN ALTERATIONS WHERE THE EXISTING FIXTURE IS LESS THAN 15" HIGH. SEC. 1115B.4.1.4. 2. A CLEAR FLOOR SPACE 30" BY 48" SHALL BE PROVIDED IN FRONT OF A LAVATORY TO ALLOW A FORWARD APPROACH. SUCH CLEAR FLOOR SPACE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE ROUTE AND SHALL EXTEND INTO KNEE AND TOE SPACE UNDERNEATH THE LAVATORY. SEC. 1115B.4.1.2. FIG. 11 B-1 B. 3. LAVATORIES WHEN LOCATED ADJACENT TO A SIDE WALL OR PARTITION SHALL BE A MINIMUM OF 18" TO THE CENTERLINE OF THE FIXTURE, SECA 115B.4.3.t. FIG. 11 B-lA. 4. ALL LAVATORIES THAT ARE DESIGNATED TO BE ACCESSIBLE SHALL BE MOUNTED WITH THE RIM OR COUNTER EDGE NO HIGHER THAN 34" ABOVE THE FINISHED FLOOR AND WITH A VERTICAL CLEARANCE MEASURED FROM THE BOTTOM OF THE APRON OR OUTSIDE BOTTOM EDGE OF THE LAVATORY OF 29" REDUCING TO 27" AT I POINT LOCATED 8" BACK FROM THE FRONT FDGE_ KNFF CLEARANCE RFI OW THE I AVATnRY RHAI I FXTFND A MINit„11 IM OF 30" IN VVID rH 6Y 17" IN DEPTH. TOE CLEARANCE SHALL BE THE SAME WIDTH AND SHALL BE A MINIMUM OF 9" HIGH FROM THE FLOOR AND A MINIMUM OF 17" DEEP FROM THE FRONT OF THE LAVATORY. SEC, 1115B.4.3.1. 5. HOT WATER AND DRAIN PIPES ACCESSIBLE UNDER LAVATORIES SHALL BE INSULATED OR OTHERWISE COVERED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES, SEC. 1115B.4.3.4. 6. WHERE URINALS ARE PROVIDED, AT LEAST ONE SHALL HAVE A CLEAR FLOOR SPACE 30" BY 48" IN FRONT OF THE URINAL TO ALLOW A FORWARD APPROACH. SEC. I I15B.4.2.3 7. URINALS SHALL BE FLOOR OR WALL HUNG. WHERE ONE OR MORE WALL HUNG URINALS AREA PROVIDED, AT LEA: 8. CONTROLS FOR WATER CLOSET FLUSH VALVES SHALL BE MOUNTED ON THE WIDE SIDE OF TOILET AREAS. SEC. 1115B.4.2.2. 9. WATER CLOSET AND URINAL FLUSH VALVE CONTROLS AND FA UCET AND OPERATING MECHANISM CONTROLS SHALL BE OPERABLE NGRASPING, ONE HAND, SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE` WRIST, AND SHALL BE MOUNTED NO MORE THAN 44" ABOVE THE FLOOR. SEC. 1502, 1503.2, AND 1504.3. 10. THE FORCE REQUIRED TO ACTIVATE WATER CLOSET AND URINAL FLUSH VALVE CONTROLS, AND FAUCET AND OPERATING MECHANISM CONTROLS, SHALL BE NO GREATER THAN 5 LBF. ELECTRONIC OR AUTOMATIC FLUSHING CONTROLS ARE ACCEPTABLE AND PREFERABLE. SEC. 1502. 1503.2, AND 1504.3. 11. SELF -CLOSING FAUCET CONTROLS VALVES ARE ALLOWED IF THE FAUCET REMAINS OPEN FOR AT LEAST 10 SECONDS. SEC. 1504.3. 12. MIRRORS SHALL BE MOUNTED WITH THE BOTTOM EDGE NO HIGHER THAN 40" FROM THE FLOOR. SEC 1115B.8.1. 13. WHERE TOWEL, SANITARY NAPKINS WASTE RECEPTACLES, AND OTHER SIMILAR DISPENSING AND DISPOSAL FIXTURES ARE APPROVED, AT LEASE ONE OF EACH TYPE SHALL BE LOCATED NTH ALL OPERABLE PARTS, INCLUDING COIN SLOTS, WITHIN 40" FROM THE FINISHED FLOOR. SEC. 1115B.8.3. 14. TOILET TISSUE DISPENSERS SHALL BE LOCATED ON THE WALL WITHIN 12" OF THE FRONT EDGE OF THE TOILET SEAT AND NO LOWER THAN IV' FROM THE FLOOR. DISPENSERS THAT CONTROL DELIVERY OR THAT DO NOT PERMIT CONTINUOUS PAPER FLOW SHALL NOT BE USED. SEC, 1115B.8.4. FIG 11 BAA 15. TOILET ROOM FLOORS SHALL HAVE A SMOOTH. HARD, NON ABSORBENT SURFACE SUCH AS PORTLAND CEMENT. 16. WHERE LOCKERS ARE PROVIDED FOR THE PUBLIC, CLIENTS, EMPLOYEES MEMBERS OR PARTICIPANTS, AT LEAST ONE LOCKER AND NOT LESS THAN 1 PERCENT OF ALL LOCKERS SHALL BE. MADE ACCESSIBLE TO PERSONS WITH DISABILITIES, SEC. 1115B.8.5. (X ) GRAB BARS 111513.7 1. GRAB BARS SHALL BE LOCATED ON EACH SIDE, OR ON ONE SIDE AND THE BACK OF THE ACCESSIBLE TOILET STALL OR COMPARTMENT. SEC. 1115B.8.1. FIG 118-1A, B, AND C. 2. GRAB BARS AT THE SIDE SHALL BE AT LEAS 4 " NG H T 2 TI WITH THE FRONT END POSITIONEDAR IN FRONT B THE WATER CLOSET STOOL AND THE BACK END POSITIONED NO MORE THAN 12" FROM THE REAR WALL, GRAB BARS AT THE BACK SHALL BE NOT LESS THAN 36". LONG. SEC. 1115B.8.1. FIG. 11 B-IA, B, AND C. 3. GRAB BARS SHALL BE SECURELY ATTACHED TA OVE AND 3 B PARALLEL TO THE FLOOR, EXCEPT THAT WHERE A TANK TYPE TOILET IS USED WHICH OBSTRUCTS PLACEMENT AT 33", THE GRAB BAR MAY BE AS HIGH AS 36" SEC. 11156.8.2. FIG. 116-1C. q THE DIAMETER OR WIDTH OF THE GRIPPING SURFACES OF A GRAB BAR SHALL BE 1-114" TO 1-1/2" OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE. IF GRAB BARS ARE MOUNTED ADJACENT TO A WALL, THE SPACE BETWEEN THE WALL AND THE GRAB BARS SHALL BE 1-12". SEC. 1115B.8.2. GRAB BARS 111513.7 (CONTINUED) 5. THE STRUCTURAL STRENGTH OF GRABA BARDS, TUB AND SHOWER SEAT FASTENERS, AND MOUNTING DEVICES SHALL MEET THE FOLLOWING SPECIFICATIONS: a. BENDING STRESS IN A GRAB BAR OR SEAT INDUCED BY THE MAXIMUM BENDING MOMENT FROM THE APPLICATION OF A 250 lb. POINT LOAD SHALL BE LESS THAN THE ALLOWABLE STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT. SEC. 11158.8.3.1. b. SHEAR STRESS INDUCED IN A GRAB BAR OR SEAT BY THE APPLICATION OF A 250 lb. POINT LOAD SHALL BE LESS THAN THE ALLOWABLE SHEAR STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT AND ITS MOUNTING BRACKET OR OTHER SUPPORT IS CONSIDERED TO BE FULLY RESTRAINED, THEN DIRECT AND TORSIONAL SHEAR STRESSES SHALL NOT EXCEED THE ALLOWABLE SHEAR STRESS. SEC. 1115B.8.3.2. C. SHEAR FORCE INDUCED IN FASTENER OR MOUNTING DEVICES FROM THE APPLICATION OF A 250 lb. POINT LOAD SHALL BE LESS THAN THE ALLOWABLE LATERAL LOAD OF EITHER THE FASTENER OR MOUNTING DEVICE OR THE SUPPORTING STRUCTURE, WHICHEVER HAS THE SMALLER ALLOWABLE LOAD. SEC. I I i 58.8.3.3. d. TENSILE FORCE INDUCED IN A FASTENER BY A DIRECT TENSION FORCE OF A 250 lb. POINT LOAD, PLUS THE MAXIMUM MOMENT FROM THE APPLICATION OF A 250 lb. POINT LOAD SHALL BE LESS THAN THE ALLOWABLE WITHDRAWAL LOAD BETWEEN THE FASTENER AND SUPPORTING STRUCTURE. SEC. 1115B.8.3.4. e. GRAB BARS SHALL NOT ROTATE WITHIN THEIR FITTINGS. SEC, 1115B.8.3.5. 6. A GRAB BAR AND ANY WALL OR OTHER SURFACE ADJACENT TO IT SHALL BE FREE OF ANY SHARP OR ABRASIVE ELEMENTS. EDGES SHALL HAVE A MINIMUM RADIUS OF 1/8". SEC 1115B.8.4. SIGNS AND IDENTIFICATION 111713.5 NOTE: THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE THE STANDARD USED TO IDENTIFY FACILITIES THAT ARE ACCESSIBLE TO AND USABLE BY PHYSICALLY DISABLED PERSONS AS SET FORTH IN TITLE 24 AND AS SPECIFICALLY REQUIRED BELOW. SEC 1117B.5.8.1. FIG. 11 B-B 1. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL CONSIST OF A WHITE FIGURE ON A BLUE BACKGROUND. THE BLUE SHALL BE EQUAL TO COLOR No. 150901N FEDERAL STANDARD 599B. SEC. 1117B.5.8.1.1. 2. LETTERS AND NUMBERS ON SIGNS SHALL HAVE A WIDTH TO HEIGHT RATIO OF BETWEEN 3:5 AND 1:1 AND A STROKE WIDTH TO HEIGHT RATIO BETWEEN 1:5 AND 1:10. SEC. 1117.5.3. 3, CHARACTERS AND NUMBERS ON SIGNS SHALL BE SIZED ACCORDING TO THE VIEWING DISTANCE FROM WHICH THEY ARE TO BE READ. THE MINIMUM HEIGHT IS MEASURED USING AN UPPER CASE X. LOWER CASE CHARACTERS ARE PERMITTED. FOR SIGNS SUSPENDED OR PROJECTED ABOVE THE FINISH FLOOR IN COMPLIANCE WITH SECTION t 121B, THE MINIMUM CHARACTER HEIGHT SHALL BE 3". SEC. 1117B.5.4. 4. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND, EITHER LIGHT CHARACTERS ON A DARK BACKGROUND OR DARK CHARACTERS ON A LIGHT BACKGROUND. SEC 1117B.5.5. 5. WHEN RAISED CHARACTERS OR SYMBOLS ARE USED, THEY SHALL CONFORM TO THE FOLLOWING: SEC. 1117B.5.6. a. LETTERS AND NUMBERS ON SIGNS SHALL BE RAISED 113Z' MINIMUM AND SHALL BE SANS SERIF UPPERCASE CHARACTERS ACCOMPANIED BY GRADE 2 BRAILLE. SEC. 1117B.5.6.1. b. RAISED CHARACTERS OR SYMBOLS SHALL BE A MINIMUM OF 5/8" HIGH. SEC. 11 17B.5.62- C. PICTORIAL SYMBOL SIGNSEPICTOGRAMS) SHALL BE ACCOMPANIED BY THE EQUIVALENT VERBAL DESCRIPTION PLACED DIR CTLY BELOW THE PICTOGRAM. THE BORDER DIMENSION OF THE PICTOGRAM SHALL BE A MINIMUM OF 6" IN HEIGHT. SEC. 11178.5.6.3. CONTRACTED GRADE 2 BRAILLE SHALL BE USED WHEREVER BRAILLE SYMBOLS ARE SPECIFICALLY REQUIRED IN 6. OTHER PORTIONS OF THESE STANDARDS. DOTS SHALL BE RAISED OF 1/10" ABOVE THE BACKGROUND. SEC. 1117B.5.6. ALL BUILDING ENTRANCES THAT ARE ACCESSIBLE TO AND USABLE BY PERSONS WITH DISABILITIES AND AT EVERY 7. MAJOR SPOLAAYING THErINTERNATIONAAL SYMBOL OF ACCESSIBLE CCESS ACCESSIBILITY AND WITRAVEL TH ADDITIONAL DIRECTIONAL SIGNS ASIGN REQUIRED TO BE VISIBLE TO PERSONS ALONG G APPROACHING PEDESTRIAN WAYS. SEC. 11176.5.7 AND 1 {278.3 WHEN PERMANENT IDENTIFICATION IS PROVIDED FOR ROOMS AND SPACES RAISED LETTERS SHALL BE PROVIDED 8. AND SHALL BE ACCOMPANIED BY BRAILLE IN CONFORMANCE WITH SECTIONS 1117B.5.6 THROUGH 11176.5.6.3. SIGNS SHALL BE INSTALLED ON THE WALL ADJACENT TO THE LATCH SIDE OF THE DOOR. WHERE THERE Is NO WALL SPACE ON THE LATCH SIDE INCLUDING AT DOUBLE LEAF DOORS, SIGNS SHALL BE PLACED ON THE NEAREST ADJACENT WALL, PREFERABLY ON THE RIGHT. MOUNTING HEIGHT SHALL BE 60" ABOVE THE FINISHED FLOOR TO THE CENTER OF THE SIGN. MOUNTING LOCATION SHALL BE DETERMINED SO THAT A PERSON MAY APPROACH WITHIN 3" OF SIGNAGE WITHOUT ENCOUNTERING PROTRUDING OBJECTS OR STANDING WITHIN THE SWING OF A DOOR. SEC 1117B.5.1 AND 11178.5.7.. 9, TO THE CONTROLS AND OPERATING MECHANISMS 1117B.6 1. CONTROLS AND OPERATING MECHANISMS REQUIRED TO BE ACCESSIBLE BY SECTION 101.17.1-10 SHALL COMPLY WITH THE REQUIREMENTS OF SECTION 1117B.6, SEC 1117B.6.1. 2. CLEAR FLOOR SPACE COMPLYING WITH SECTION 1118B.4 THAT ALLOWS A FORWARD OR PARALLEL APPROACH BY A PERSON USING A WHEEL CHAIR SHALL BE PROVIDED AT CONTROLS, DISPENSERS, RECEPTACLES, AND OTHER OPERABLE EQUIPMENT. SEC. 1117B.6.2. 3. THE HIGHEST OPERABLE PART OF ALL CONTROLS, DISPENSERS, RECEPTACLES AND OTHER OPERABLE EQUIPMENT SHALL BE PLACED WITHIN 48" OF THE FLOOR BUT NOT LOWER THAN 15" IF FORWARD APPROACH AND WITHIN 54" BUT NOT LOWER THAN 9" IF SIDE APPROACHED. SEC. 1117B.6.3. 4. CONTROLS AND OPERATING MECHANISMS S HALL BE OPERABLE WITH ONE HAND AN D SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, TWISTING THE WRIST. THE FORCE REQUIRED TO ACTIVATE CONTROLS SHALL BE NO GREATER THAN 5 POUNDS OF FORCE.. SEC. 11178.6.4, AND 1507.2a 5. NON COMMERCIAL KITCHEN AND COUNTER BAR SINKS LOCATED IN COMMON USE AREAS SHALL HAVE FAUCET 6. VENDING MACHINES SHALL BE IN INSTALLED COMPLIANCE WITH SECTION 11176.E THROUGH 11176.6.4. SEC. 11268. ELECTRICAL 11176.6.5 1. THE CENTER OF JUNCTION BOXES FOR RECEPTACLE OUTLETS SHALL BE INSTALLED AT AN ACCESSIBLE LOCATION MEETING THE CLEARANCES AND REACH RANGE REQUIREMENTS OF SECTION 1118B. SEC 11178.6.3 AND 210-7(g.1). 2. THE CENTER OF THE GRIP OF THE OPERATING HANDLE OF CONTROLS OR SWITCHES INTENDED TO BE USED BY THE OCCUPANT OF THE ROOM OR AREA TO CONTROL LIGHTING AND RECEPTACLE OUTLETS, APPLIANCES, OR COOLING, HEATING, AND VENTILATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF PART 2, CALIFORNIA BUILDING CODE (CBC), SECTION 1117B.6.5.5.1. 3. THE CENTER OF FIRE ALARM INITIATING DEVICES (BOXES) SHALL BE LOCATED 48" ABOVE THE LEVEL OF THE FLOOR, WORKING PLATFORM, GROUND SURFACE, OR SIDEWALK. SEC. 907.3.1 THROUGH 907.3.5, 4. THE INSTALLATION OF FIRE ALARM EQUIPMENT AND SYSTEMS IN ANY OCCUPANCY WITHIN THE SCOPE OF THESE REGULATIONS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE CALIFORNIA ELECTRICAL CODE, SEC. 7201. P HAZARDS AND PROTRUDING OBJECTS 113313.8 1. ABRUPT CHANGES IN LEVEL, EXCEPT BETWEEN A WALK OR SIDEWALK AND AN ADJACENT STREET OR WALKS, SIDEWALKS, OR OTHER PEDESTRIAN WAYS, SHALL BE IDENTIFIED BY WARNING CURBS PROJECTING AT LEAST 6" IN HEIGHT ABOVE THE WALK OR SIDEWALK SURFACE TO WARN THE BLIND OF A POTENTIAL DROP OFF. SEC. 1133BSA. 2. WHEN A GUARDRAIL OR HANDRAIL IS PROVIDED, NO WARNING CURB IS REQUIRED WHEN A GUARDRAIL IS PROVIDED CENTERED 3" + 1" ABOVE THE SURFACE OF THE WALK OR SIDEWALK, THE WALK IS 5 PERCENT OR LESS GRADIENT, OR NO ADJACENT HAZARD EXISTS. SEC, 1133B.8.1, FIG. 11B-27(b). 3. OBJECTS PROJECTING FROM WALLS WITH THEIR LEADING EDGES BETWEEN 27" AND 80" ABOVE THE FINISHED FLOOR SHALL PROTRUDE NO MORE THAN 4" INTO WALKS. HALLS, CORRIDORS, PASSAGEWAYS, OR AISLES. SEC 1133B.8.6.1. FIG. 11B-7A. 4. OBJECTS MOUNTED WITH THEIR LEADING EDGES AT OR BELOW 27" ABOVE THE FINISHED FLOOR MAY PROTRUDE ANYAMOUNT INTO WALKS. HALLS, CORRIDORS, PASSAGEWAYS, OR AISLES. SEC. 1133B.8.6.1. FIG. 11B-7A. 5. FREE SANDING OBJECTS MOUNTED ON POSTS OR PYLONS MAY OVERHANG 12" MAXIMUM FROM 27" TO 80" ABOVE THE GROUND OR FINISHED FLOOR. SEC, 1133B.8.6.1. FIG. 11B-7B 6. PROTRUDING OBJECTS SHALL NOT REDUCE THE CLEAR WIDTH OF AN ACCESSIBLE ROUTE OR MANEUVERING SPACE. SEC. 1133B.8.6.1. FIG llB-7D 7. WALKS. HALLS, CORRIDORS PASSAGEWAYS, AISLES OR OTHER CIRCULATION SPACES SHALL HAVE 80 MINIMUM CLEAR HEAD ROOM SEC. 11i3B.8.6.2. FIG. 11B-7A. 8, ANY OBSTRUCTION THAT OVERHANGS A PEDESTRIAN WAY SHALL BE A MINIMUM OF 80" ABOVE THE WALKING SURFACE AS MEASURED FROM THE BOTTOM OF THE OBSTRUCTION, SEC. 1133B.S.2. FIG. I IB-28. 9. WHERE A GUY SUPPORT IS USED PARALLEL TO A PATH OF TRAVEL, INCLUDING, BUT NOT LIMITED TO, SIDEWALKS, A GUY BRACE, SIDEWALK GUY OR SIMILAR DEVICE SHALL BE USED TO PREVENT AN OVERHANGING OBSTRUCTION AS DEFINED. SEC. 1133B.S.2. `L a T, ( �V14 REVIEWED FOR CODE COMPLIANCE • APPROVED 1 JUN 10 2019 4. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 3 2019 PERMI T CENTER PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 3/22/19 Richard 1111-4 1� uj UJ .. W O C0 " E • Q_ L 00 1 N > 0- Q _..J _0 >Q >a I E of i Q .C5 C a = m • I-, N N > � � REVISIONS FOR CITY SUBMITTAL 318119 I . CR D.I. 322119 2 .1- s�re: Proled Number. 1W2097 '_ SHEETNUMBER Io EXIT NOTES 1. EXIT SIGNS SHALL BE INTERNALLY ILLUMINATED OR EXTERNALLY ILLUMINATED. 2. EXIT SIGNS ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSITY OF NOT LESS THAN 5 FOOT CANDLES (54 LUX). 3. INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AND LABELED AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SECTION 2702. 4. EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES (1013.3) 5. EXIT SIGNS SHALL BE CONNECTED TO AN EMERGENCY POWER SYSTEM THAT WILL PROVIDE AN ILLUMINATION OF NOT LESS THAN 90 MIN. IN CASE OF POWER LOSS (1013.6.3) 6. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. SEE 1010.1.9.3 FOR EXCEPTIONS. 7. DOOR HANDLES, LOCK AND OTHER OPERATING DEVICES SHALL BE INSTALLED AT A MINIMUM 34" AND A MAX. 44" ABOVE THE FINISHED FLOOR. 8. THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED. 9. ALL EGRESS DOOR OPERATION SHALL COMPLY WITH SECTION 1010.1.9-1010.1.9.12 10. THE MEANS OF EGRESS, INCLUDING THE EXIT DISCHARGE, SHALL BE ILLUMINATED AT ALL TIMES THE BUILDING SPACE SERVED BYTHE MEANS OF EGRESS IS OCCUPIED. 11. THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN I FOOT CANDLE AT THE WALKING SURFACE. 12. THE POWER SUPPLY FOR MEANS OF EGRESS ILLUMINATION SHALL NORMALLY BE PROVIDED BY THE PREMISES' ELECTRICAL SUPPLY. IN THE EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY ELECTRICAL SYSTEM SHALL AUTOMATICALLY ILLUMINATE THE FOLLOWING AREAS: a. AISLES AND UNENCLOSED EGRESS STAIRWAYS IN ROOMS AND SPACES THAT REQUIRE TWO OR MORE MEANS OF EGRESS. b. CORRIDORS, EXIT ENCLOSURES AND EXIT PASSAGEWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. c. EXTERIOR EGRESS COMPONENTS AT OTHER THAN LEVEL OF EXIT DISCHARGE UNTIL EXIT DISCHARGE IS ACCOMPLISHED FOR BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. d. INTERIOR EXIT DISCHARGE ELEMENTS, AS PERMITTED IN SECTION 1028.1 IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. e. EXTERIOR LANDINGS, AS REQUIRED BY SECTION 1010.1.6 FOR EXIT DISCHARGE DOORWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. 13. THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON -SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BE IN ACCORDANCE WITH SECTION 2702. 14. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE (I i LUX) AND A MINIMUM AT ANY POINT OF 0.1 FOOT-CANDLE (I 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. 15. EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED WITH NATURAL LIGHT BY MEANS OF EXTERIOR GLAZED OPENINGS IN ACCORDANCE WITH SECTION 1205.2 OR SHALL BE PROVIDED WITH ARTIFICIAL LIGHT THAT IS ADEQUATE TO PROVIDE AN AVERAGE ILLUMINATION OF 10 FOOT CANDLES OVER THE AREA OF THE ROOM AT A HEIGHT OF 30INCHES ABOVE THE FLOOR LEVEL (1205.1 AND 1205.3). 16. THE MEANS OF EGRESS SYSTEM SHALL MAINTAIN A CLEAR CEILING HEIGHT OF 7'-6" MINIMUM. LEGEND AND NOTES I EXIT LIGHT, SINGLE FACE - CEILING MOUNTED, fD SHADED PORTION INDICATES FACE OF SIGNAGE EXIT LIGHT, SINGLE FACE - WALL MOUNTED, CH SHADED PORTION INDICATES FACE OF SIGNAGE EXIT LIGHT, SINGLE FACE - I CEILING MOUNTED, ARROW INDICATES DIRECTION I EXIT LIGHT, DUAL FACE - CEILING MOUNTED, ARROW INDICATES DIRECTION, SHADED PORTION INDICATES FACE OF EXIT SIGN EXIT ACCESS # OF OCCUPANTS ®X EXIT TOTAL # OF OCCUPANTS XXX'_ TRAVEL DISTANCE TO EXIT ACCESS (XXX') 'TOTAL TRAVEL DISTANCE TO EXIT DISCHARGE' XXX—•--- ROOM NAME rXX)XLXX-.—#OFOCCUPANTS ROOM AREA (S.F.) OCCUPANCY FACTOR At I.OWA81_F ACCESS TRAVEL. DISTANCE OCCUPANCY WITHOUT SPRINKLER SYSTEM (feet) WITH SPRINKLER SYSTEM (feet) B 200 300 S-1 200 250 NOTE: (E) BUILDING FULLY FIRE SPRINKLERED I% Meter j --� — --� 2—=. I --\r- 3 ' L ® QA-Lab �y % ' ( 08 5( Q0)ift6 OS 'QA Micr-Lab 1 2 (00) QA MGR Office ' 206 1 3 8 ' (100) � L4-------------� 1 C / Q �) � I l �I Ll ' II � I --I---�- �..-----1-----------------!-------FJ CONNECT TO EXISTI G EXIT ROUTE ' X New Air Dryer Current ( G j Air Tank — — — — Gurrient it Compressor (New IOne) I ( Current 1 1 G - Air Compressor Current (I (Back -Up) E Air Compressor 3 (New One) U =�p L Paver x nett J Current O LTransformer O O O 7'REQUIRED 30"PROVIDED i44 CONNECT TO EXISTING EXIT ROUTE Can Crusher REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1.0 2019 City of Tukwila BUILDING DIVISION PiEROCON DEVELOPMENT 4522 Katella Ave. — Los Alamitos, CA 90720 Stamp: PR D. A, p G��T WASy z �p p 34218 FS F6lSILR, I r/NNA L EEC ExR o5/ts/zo I 3Y22Jl9 '1 T�I�d�i H�fl,.mPtNg.iz.'. Richard P�iun 41 hc�hcE a�een"s. a"mo. Mll Ell 03/26/2019 d z W Iry W L1J W 100 00 Q_ E Q < > m CO 4 �O O I/1 > 7 E C a • CV c � 0 N .o tN V t� a REVISIONS FOR CITY SUBMITTAL 3/8/19 z Q ii V z H x RECEIVED Lu CITY OF TUKWILA 0�f 0 APR 0 3 2019 O PERMIT CENTER U_ i— W Project Manager. nn LL EXIT NOTES 1. EXIT SIGNS SHALL BE INTERNALLY ILLUMINATED OR EXTERNALLY ILLUMINATED. 2. EXIT SIGNS ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSITY OF NOT LESS THAN 5 FOOT CANDLES (54 LUX). 3. INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AND LABELED AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SECTION 2702. 4. EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES (1013.3) 5. EXIT SIGNS SHALL BE CONNECTED TO AN EMERGENCY POWER SYSTEM THAT WILL PROVIDE AN ILLUMINATION OF NOT LESS THAN 90 MIN. IN CASE OF POWER LOSS (1013.6.3) 6. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. SEE 1010.1.9.3 FOR EXCEPTIONS. 7. DOOR HANDLES, LOCK AND OTHER OPERATING DEVICES SHALL BE INSTALLED AT A MINIMUM 34" AND A MAX. 44" ABOVE THE FINISHED FLOOR. 8. THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED. '.... 9. ALL EGRESS DOOR OPERATION SHALL COMPLY WITH SECTION 1010.1.9-1010.1.9.12 10. THE MEANS OF EGRESS, INCLUDING THE EXIT DISCHARGE, SHALL BE ILLUMINATED AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. 11. THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT CANDLE AT THE WALKING SURFACE. 12. THE POWER SUPPLYFORMEANS OF EGRESS ILLUMINATION SHALL NORMALLY BE PROVIDED BY THE PREMISES' ELECTRICAL SUPPLY. IN THE EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY ELECTRICAL SYSTEM SHALL AUTOMATICALLY ILLUMINATE THE FOLLOWING AREAS: '.. a. AISLES AND UNENCLOSED EGRESS STAIRWAYS IN ROOMS AND SPACES THAT REQUIRE TWO OR MORE MEANS OF EGRESS. b. CORRIDORS, EXIT ENCLOSURES AND EXIT PASSAGEWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. c. EXTERIOR EGRESS COMPONENTS AT OTHER THAN LEVEL OF EXIT DISCHARGE UNTIL EXIT DISCHARGE IS ACCOMPLISHED FOR BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. d. INTERIOR EXIT DISCHARGE ELEMENTS, AS PERMITTED IN SECTION 1028.1 IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. e. EXTERIOR LANDINGS, AS REQUIRED BY SECTION 1010.1.6 FOR EXIT DISCHARGE DOORWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. 13. THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON -SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BE IN ACCORDANCE WITH SECTION 2702. 14. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE (I I 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. 15. EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED WITH NATURAL LIGHT BY MEANS OF EXTERIOR GLAZED OPENINGS IN ACCORDANCE WITH SECTION 1205.2 OR SHALL BE PROVIDED WITH ARTIFICIAL LIGHT THAT IS ADEQUATE TO PROVIDE AN AVERAGE ILLUMINATION OF 10 FOOT CANDLES OVER THE AREA OF THE ROOM AT A HEIGHT OF 30INCHES ABOVE THE FLOOR LEVEL (1205.1 AND 1205.3). 16. THE MEANS OF EGRESS SYSTEM SHALL MAINTAIN A CLEAR CEILING HEIGHT OF 7'-6" MINIMUM. Electrical CONNECT TO EXISTING EXIT ROUTE LEGEND AND NOTES i EXIT LIGHT, SINGLE FACE -CEILING MOUNTED, SHADED PORTION INDICATES FACE OF SIGNAGE I EXIT LIGHT, SINGLE FACE - WALL MOUNTED, SHADED PORTION INDICATES FACE OF SIGNAGE i EXIT LIGHT, SINGLE FACE- CEILING MOUNTED, r ARROW INDICATES DIRECTION O O I � � N N EXIT LIGHT, DUAL FACE - CEILING MOUNTED, ARROW INDICATES DIRECTION, SHADED PORTION INDICATES FACE OF EXIT SIGN C N -I C 2 v -..- U� IE EXIT ACCESS # OF OCCUPANTS ®X EXIT TOTAL # OF OCCUPANTS XXX' _ _ TRAVEL DISTANCE TO EXIT ACCESS -o (XXX'j TOTAL TRAVEL DISTANCE TO EXIT DISCHARGE' XXX ROOM NAME ---- # OF OCCUPANTS X7(XXX) ROOMAREA (S.F.) OCCUPANCY FACTOR ALLOWABLE ACCESS TRAVEL DISTANCE OCCUPANCY WITHOUT SPRINKLER SYSTEM (feet) WITH SPRINKLER SYSTEM (feet) B 200 300 &1 200 250 NOTE: (E) BUILDING FULLY FIRE SPRINKLERED Current O Transformer O O O --------------------------------------?1 1 L---------�( I 8 ( ( I I I I ------- —I L---- I , , I i i QA OS Mezzanine 879 9 OS (100.) I I , i ----------------------------------a'--, --------------- 1--------------- =-------------------- -� O i I O y , ' I — 'c \ ' i -------------------1-- ----------------------------------_----- i I i ( — — — — — - o New Air Dryer Current 1 ! I o Q Air Tank A I 1 i I I------� AL - - - - - - -- J Curren# - - - - h Compressor (New IOne) Current (1 Air Compressor Current I (Back -Up) Air Compressor 1 CoNew One) ., Poweriscpnnea I-714"1 , 2' REQUIREDIL 30"PROVIDED 70 CONNECT TO EXISTING EXIT ROUTE I i Can rusher REVIEWED FOR CODE COMPLIANCE APPROVED JUN 10 2019 City of Tukwila BUILDING DIVISION �I RECEIVED CITY OF TUKWILA APR 0 3 2019 PERMIT CENTER PROCON DEVELOPMENT I 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: aR Q A, p, - /STET JAL 3/22119 03/26/2019 1 ' d w Z W �Wy, / � - o m 0- 0 00 o a - Q 2 �/ J - E ICI < < o =\ V) N IT REVISIONS FOR CITY SUBMITTAL 3l8i19 d J CL Z_ 1— W 0 0 J U_ 0 Z 0 W _CR .. H 0 u IBC ACCESSIBILITY REQ'TS 1. GROUND AND FLOOR SURFACES ALONG ACCESSIBLE ROUTES AND IN ACCESSIBLE ROOMS AND SPACES INCLUDING FLOORS, WALKS, RAMPS, STAIRS AND CURB RAMPS ARE STABLE, FIRM AND SLIP RESISTANTS. 2. GRATINGS LOCATED IN WALKING SURFACES HAVE GRID OPENINGS A MAXIMUM OF 1/2" WIDE IN ONE DIRECTIONS 3. WHEN GRATINGS HAVE ELONGATED OPENINGS, THEY SHALL BE PLACED SO THAT THE LONG DIMENSION IS PERPENDICULAR TO THE DOMINANT DIRECTION OF TRAVEL. 4. WALKING SURFACES WITHIN EMPLOYEE WORK AREAS, CLEARANCES ON COMMON USE CIRCULATION PATHS SHALL BE PERMITTED TO BE DECREASED BY WORK AREA EQUIPMENT PROVIDED THAT THE DECREASE IS ESSENTIAL TO THE FUNCTION OF THE WORK BEING PERFORMED. 5. PROVIDE ACCESSIBLE PARKING PER SECTION 1129E IN EACH LOT OR PARKING STRUCTURE WHERE PARKING IS PROVIDED FOR THE PUBLIC OR EMPLOYEES. PAINT "NO PARKING" ON THE GROUND WITHIN EACH 8' (2438MM) ACCESS ISLE, USE 12" (154 MM) MINIMUM HIGH WHITE LETTERS THAT ARE VISIBLE TO TRAFFIC ENFORCEMENT OFFICIALS. SEE FIG. 11 B-18B CBC SECTION 1129B.3. 6. PROVIDE CURB RAMP DETAIL. CBC 112713.5 a.CURB RAMPS SHALL BE A MINIMUM WIDTH OF 4 FEET. b.THE SLOPE OF CURB RAMPS SHALL NOT EXCEED ONE UNIT VERTICAL IN 12 UNITS HORIZONTAL (8.33% SLOPE). THE SLOPE OF THE FANNED OR FLARED SIDES OF THE CURB RAMPS SHALL NOT EXCEED ONE UNIT VERTICAL IN 10 UNITS HORIZONTAL (10% SLOPE). c. ALL CURB RAMPS SHALL HAVE A GROOVED BORDER 12 INCHES WIDE AT THE LEVEL SURFACE OF THE SIDEWALK ALONG THE TOP AND EACH SIDE APPROXIMATELY INCH ON CENTER. d.CURB RAMPS SHALL HAVE A DET4ECTABLE WARNING SURFACE, SHALL EXTEND 36" MIN. IN THE DIRECTION OF TRAVEL FOR THE FULL WIDTH OF THE CURB RAMP ANS SHALL BE LOCATED SO THAT THE EDGE NEAREST THE CURB LINE IS 6" MIN. AND 8" MAX. FROM CURB LINE. (DSA IR 1 I B-4) 7. PROVIDE PARKING SPACE IDENTIFICATION IN ACCORDANCE WITH CBC SECTION 1129B.4 INCLUDING: a.EACH PARKING SPACE RESERVED FOR PERSONS WITH PHYSICAL DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN PERMANENTLY POSTED IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE, CONSISTING OF A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE ON DARK BLUE BACKGROUND. THE SIGN SHALL NOT BE SMALLER THAN 70 SQUARE INCHES IN AREA AND, WHEN IN PATH OF TRAVEL, SHALL BE POSTED AT A MINIMUM HEIGHT OF 80 INCHES FROM THE BOTTOM OF THE SIGN TO THE PARKING SPACE FINISHED GRADE AND SHALL BE UNOBSCURED BY A PARKED VEHICLE. SIGNS MAY ALSO BE CENTERED ON THE WALL AT THE INTERIOR END OF THE PAR KING NG SPACE AT A MINIMUM HEIGHT OF 36 INCHES FROM THE PARKING SPACE FINISHED GRADE, GROUND OR SIDEWALK. b.AN ADDITIONAL SIGN OR ADDITIONAL LANGUAGE BELOW THE SYMBOL OF ACCESSIBILITY SHALL STATE "MINIMUM FINE $250" c.SPACES COMPLYING WITH CBC SECTION 1129B.4, ITEM 2 SHALL HAVE AN ADDITIONAL SIGN STATING "VAN ACCESSIBLE" MOUNTED BELOW THE SYMBOL OF ACCESSIBILITY. N d.AN ADDITIONAL SIGN SHALL ALSO BE POSTED IN A CONSPICUOUS PLACE AT EACH ENTRANCE TO OFF-STREET PARKING FACILITIES, OR IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR. SPACE. THE SIGN SHALL NOT BE LESS THAN 17 INCHES BY 22 INCHES IN SIZE WITH LETTERING NOT LESS THAN ONE INCH IN HEIGHT, WITH CLEARLY AND CONSPICUOUSLY STATES THE FOLLOWING: "UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES MAY BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED BY TELEPHONING THE e.IN ADDITION TO THE ABOVE REQUIREMENTS, THE SURFACE OF EACH ACCESSIBLE PARKING SPACE OR STALL SHALL HAVE A SURFACE IDENTIFICATION DUPLICATING EITHER OF THE FOLLOWING SCHEMES: 1) BY OUTLINING OR PAINTING THE STALL OR SPACE IN BLUE AND OUTLINING ON THE GROUND IN THE STALL OR SPACE IN WHITE OR SUITABLE CONTRASTING COLOR A PROFILE VIEW DEPICTING A WHEELCHAIR WITH OCCUPANT; OR 2) BY OUTLINING A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE ON BLUE BACKGROUND. THE PROFILE VIEW SHALL BE LOCATED SO THAT IT IS VISIBLE TO A TRAFFIC ENFORCEMENT OFFICER WHEN A VEHICLE IS PROPERLY PARKED IN THE SPACE AND SHALL BE 36 INCHES HIGH BY 36 INCHES WIDE. SEE CBC FIGURES 11 B-18A THROUGH 11 B-18C. 8. FOR ACCESSIBLE RESTROOMS, DETAIL PER CBC 1115B.3. a.A CLEAR SPACE MEASURED FROM THE FLOOR TO A HEIGHT OF 27 INCHES (686 MM) ABOVE THE FLOOR, WITHIN THE SANITARY FACILITY ROOM, OF SUFFICIENT SIZE TO INSCRIBE A CIRCLE WITH A DIAMETER NOT LESS THAN 60 INCHES (1524 MM IN SIZE OTHER THAN THE DOOR TO THE ACCESSIBLE WWATER CLOSET COMPARTMENT, A DOOR, IN ANY POSITION, MAY ENCROACH INTO THIS SPACE BY NOT MORE THAN 12 INCHES (305 MM). b.DOORS SHALL NOT SWING INTO THE CLEAR FLOOR SPACE REQUIRED FOR ANY FIXTURE. c. ACCESSIBLE WATER CLOSET COMPARTMENTS SHALL COMPLY WITH THE FOLLOWING: 1. THE COMPARTMENT SHALL BE A MINIMUM OF 60 INCHES (1524 MM) WIDE. 1 IF THE COMPARTMENT HAS A SIDE -OPENING DOOR, A MINIMUM 60-INCHES-WIDE (1524 MM) AND 60 INCHES -DEEP (1524 MM) CLEAR FLOOR SPACE SHALL BE PROVIDED IN FRONT OF THE WATER CLOSET. Ill. IF THE COMPARTMENT HAS AN END -OPENING DOOR (FACING THE WATER CLOSET), A MINIMUM 60-INCHES-WIDE (1524 MM) AND 48-INCHES-DEEP (1219 MM) CLEAR FLOOR SPACE SHALL BE PROVIDED IN FRONT OF THE WATER CLOSET. THE DOOR SHALL BE LOCATED IN FRONT OF THE CLEAR FLOOR SPACE AND DIAGONAL TO THE WATER CLOSET, WITH A MAXIMUM STILE WIDTH OF 4 INCHES (102 MM). iv.THE WATER CLOSET COMPARTMENT SHALL BE EQUIPPED WITH A DOOR THAT HAS AN AUTOMATIC -CLOSING DEVICE, AND SHALL HAVE A CLEAR, UNOBSTRUCTED OPENING WIDTH OF 32 INCHES (813 MM) WHEN LOCATED AT THE END AND 34 INCHES (864 MM) WHEN LOCATED AT THE END AND 34 INCHES (864 MM) WHEN LOCATED AT THE SIDE WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM ITS CLOSED POSITION. v. MANEUVERING SPACE AT THE COMPARTMENT DOOR SHALL COMPLY WITH SECTIONS 1133B.2.4.2 AND 1133B.2.4.3, EXCEPT THAT THE SPACE IMMEDIATELY IN FRONT OF A WATER CLOSET COMPARTMENT SHALL NOT BE LESS THAN 48 INCHES (1219 MM) AS MEASURED AT RIGHT ANGLES TO THE COMPARTMENT DOOR IN ITS CLOSED POSITION. d.THE CENTERLINE OF THE WATER CLOSET FIXTURE SHALL BE 18 INCHES (457 MM) FROM THE SIDE WALL OR PARTITION. ON THE OTHER SIDE OF THE WATER CLOSET, PROVIDE A MINIMUM OF 28 INCHES (711 MM) WIDE CLEAR FLOOR SPACE IF THE WATER CLOSET IS ADJACENT TO A FIXTURE OR A MINIMUM OF 32 INCHES (813 MM) WIDE CLEAR FLOOR SPACE IF THE WATER CLOSET IS ADJACENT TO A WALL OR PARTITION. THIS CLEAR FLOOR SPACE SHALL EXTEND FROM THE REAR WALL TO THE FRONT OF THE WATER CLOSET. e.A MINIM 60 INCHES (1524 MM) WIDE AND 48 INCHES (1219 MM) DEEP CLEAR FLOOR SPACE SHALL BE PROVIDED IN FRONT OF THE WATER CLOSET. I. THE HEIGHT OF ACCESSIBLE WATER CLOSETS SHALL BE A MINIMUM OF 17 (432 MM) AND A MAXIMUM OF 19 INCHES (483 MM) MEASURED TO THE TOP OF A MAXIMUM 2-INCH (51 MM) HIGH TOILET SEAT. g.GRAB BARS SHALL EXTEND 24" IN FRONT OF WATER CLOSET. 9. AFFIX AN INTERNATIONAL ACCESSIBILITY SYMBOL ON ALL ACCESSIBLE ENTRANCES 1117B.5.8. 10. WHERE FIXED OR BUILT-IN SEATING, TABLES, OR COUNTERS ARE PROVIDED FOR THE PUBLIC AND/OR IN GENERAL EMPLOYEE AREAS, 5%, BUT NEVER LESS THAN ONE MUST BE ACCESSIBLE, AS REQUIRED IN CBC 1122B, 1122B.1. ACCESSIBLE SEATING IS REQUIRED REGARDLESS OF SEATING TYPE (I.E. MOVEABLE) IN AMOUNT SPECIFIED IN CBC 1104B.5, ITEM 4. 11. PROVIDE SEAT/SPACES FOR PEOPLE USING WHEELCHAIRS EQUALING 5% OF TOTAL SEATING, WITH AT LEAST ONE SEAT PER EACH FUNCTIONAL AREA AND INTEGRATED WITH GENERAL SEATING SECTION 1104B.5, ITEM 4. 12. ACCESSIBLE CHECK STANDS SHALL ALWAYS BE OPEN TO CUSTOMERS WITH DISABILITIES AND SHALL BE IDENTIFIED BY A SIGN CLEARLY VISIBLE TO THOSE IN WHEELCHAIRS. THE SIGN SHALL DISPLAY THE INTERNATIONAL SYMBOL OF ACCESSIBILITY IN WHITE ON BLUE BACKGROUND AND SHALL STATE: "THIS CHECK STAND TO BE OPEN AT ALL TIMES FOR CUSTOMERS WITHY DISABILITIES". 13. PROVIDE TACTILE EXIT SIG NAGE PER CBC 1011.3 AND 1117B.5.1. 24" 48" 24" MAXIC EIARMA FIGURE 403.5 CLEAR WIDTH AT ACCESSIBLE ROUTE z � c DR. W 42" MIN 42" MIN CLEAR CLEAR X < 48" (a) 180 degree turn FIGURE 403.5.1 CLEAR WIDTH AT TURN (b) 180 degree turn (Exception) NOTES: i. THE CLEAR WIDTH SHALL BE PERMITTED TO BE REDUCED TO 32" MINIMUM FOR A LENGTH OF 24" MAXIMUM PROVIDED THAT REDUCED WIDTH SEGMENTS ARE SEPARATED BY SEGMENTS THAT ARE 48" LONG MINIMUM AND 36" WIDE MINIMUM. 2. WHERE THE ACCESSIBLE ROUTE MAKE A 180 DEGREE TURN AROUND AN ELEMENT WHICH IS LESS THAN 48" WIDE, CLEAR WIDTH SHALL BE 42" MINIMUM APPROACHING THE TURN 48" MINIMUM AT THE TURN AND 42" MINIMUM LEAVING THE TURN. 3. WHERE THE CLEAR WIDTH AT THE TURN IS 60" MINIMUM COMPLIANCE WITH NOTE 2. SHALL NOT BE REQUIRED. 4. AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN 60" SHALL PROVIDE PASSING SPACES AT INTERVALS OF 200' MAXIMUM. PASSING SPACES SHALL BE EITHER: 60" MINIMUM BY 60" MINIMUM; OR, AN INTERSECTION OF TWO WALKING SURFACES PROVIDING A T-SHAPED SPACE COMPLYING WITH FIGURE 304.3.2 WHERE THE BASE AND ARMS OF THE T-SHAPED SPACE EXTEND 48" MINIMUM BEYOND INTERSECTION. CLEAR WIDTHS 1 15 >20"-25' 20" MAX PAX (a) (b) FIGURE 308.2.1 FIGURE 308.2.2 UNOBSTRUCTED REACH OBSTRUCTED REACH NOTES: WHERE A FORWARD REACH IS UNOBSTRUCTED, THE HIGH FORWARD REACH SHALL BE 48" MAXIMUM AND THE LOW FORWARD REACH SHALL BE 15" MINIMUM ABOVE THE FINISH FLOOR OR GROUND. 2. WHERE A HIGH FORWARD REACH IS OVER AN OBSTRUCTION, THE CLEAR FLOOR SPACE SHALL EXTEND BENEATH THE ELEMENT FOR A DISTANCE NOT LESS THAN THE REQUIRED REACH DEPTH OVER THE OBSTRUCTION. THE HIGH FORWARD REACH SHALL BE 48" MAXIMUM WHERE THE REACH DEPTH IS 20" MAXIMUM. WHERE THE REACH DEPT EXCEEDS 20", THE HIGH FORWARD REACH SHALL BE 44" MAXIMUM AND THE REACH DEPTH SHALL BE 25" MAXIMUM. FORWARD REACH z "' g v 10" MAX 10" MAX > 1W-24" MAX (a) (b) FIGURE 308.3.1 FIGURE 308.3.2 UNOBSTRUCTED REACH OBSTRUCTED HIGH SIDE REACH X01WI 1. WHERE A CLEAR FLOOR OR GROUND SPACE ALLOW A PARALLEL APPROACH TO AN ELEMENT AND THE SIDE REACH IS UNOBSTRUCTED, THE HIGH SIDE REACH SHALL BE 48" MAXIMUM AND THE LOW SIDE REACH SHALL BE 15" MINIMUM. 2. WHERE A CLEAR FLOOR OR GROUND SPACE ALLOW A PARALLEL APPROACH TO AN ELEMENT AND THE HIGH SIDE REACH IS OVER AN OBSTRUCTION, THE HEIGHT OF THE OBSTRUCTION SHALL BE 34" MAXIMUM AND THE DEPTH OF THE OBSTRUCTION SHALL BE 24" MAXIMUM. THE HIGH SIDE REACH SHALL BE 48" MAXIMUM FOR A REACH DEPTH OF 10" MAXIMUM. WHERE THE REACH DEPTH EXCEEDS 10", THE HIGH SIDE REACH SHALL BE 46" MAXIMUM FOR A REACH DEPTH OF 24" MAXIMUM. 6I N - XI IL X �� z -L361"4MIN 36"MIN 60"MIN FIGURE 305.7.1 FIGURE 305.7.2 12"MI 17MIN ALCOVE FORWARD ALCOVE PARALLEL APPROACH APPROACH FIGURE 304.3.2 T-SHAPED (a) (b) TURNING SPACE FIGURE 305.7 FIGURE 304.3 (b) NOTES: 1. THE TURNING SPACE SHALL BE A T-SHAPED SPACE WITHIN A 60" SQUARE MINIMUM WITH ARMS AND BASE 36" WIDE MINIMUM. EACH ARM OF THE T SHALL BE CLEAR OF OBSTRUCTIONS 12" MINIMUM IN EACH DIRECTION AND THE BASE SHALL BE CLEAR OF OBSTRUCTIONS 24" MINIMUM. THE SPACE SHALL BE PERMITTED TO INCLUDE KNEE AND TOE CLEARANCE COMPLYING WITH DETAIL ONLY AT THE END OF EITHER THE BASE OR ONE ARM. 2. ALCOVES SHALL BE 36" WIDE MINIMUM WHERE THE DEPTH EXCEEDS 24". 3. ALCOVES SHALL BE 60" WIDE MINIMUM WHERE THE DEPTH EXCEEDS 15". [- M X - L_ _ o (a) elevation FIGURE 306.2 (b) plan TOE CLEARANCE 8" IN g F f� - L - 0 1' MIN 25" (a) elevation FIGURE 306.3 (b) plan KNEE CLEARANCE iCi]t**3 1. SPACE UNDER AN ELEMENT BETWEEN THE FINISH FLOOR OR GROUND AND 9" ABOVE THE FINISH FLOOR OR GROUND SHALL BE CONSIDERED TOE CLEARANCE. 2. SPACE UNDER AN ELEMENT BETWEEN 9" AND 27' ABOVE FINISH FLOOR OR GROUND SHALL BE CONSIDERED KNEE CLEARANCE. TOE AND KNEE CLEARANCE I 11 22" 2 MIN � � _ MIN (a) (b) (c) Front Approach Pocket or Hinge Approach Stop or Latch Approach MANEUVERING CLEARANCE AT DOORWAYS WITHOUTDOORS MINIMUM MANEUVERING CLEARANCE APPROACH PERPENDICULAR PARALLEL TO DOORWAY DIRECTION TO DOORWAY (beyond latch side unless noted) FRONT 48 INCHES OINCHES SIDE 42 INCHES OINCHES POCKETIHINGE 42 INCHES 221NCHES2 STOP/LATCH 42 INCHES 24 INCHES 1. DOORWAY WITH NO DOOR ONLY. 2. BEYOND POCKETMINGE SIDE. ACCESSIBLE DOOR CLEARANCES 9 (c) FIGURE 404.2.5 NOTE: THE DISTANCE BETWEEN TWO HINGED OR PIVOTED DOORS IN SERIES AND GATES IN SERIES SHALL BE 48" MINIMUM U.N.O. PLUS WIDTH OF DOORS OR GATES SWINGING INTO THE SPACE ACCESSIBLE DOORS IN A SERIES I 8 MIN 2 0 18, I bo (a) Front ApP h, roac Poll Side (b) Front Approach, Push Side * If both closer and latch are provided F� 36"MIN o v 'MIN v c (c) Hinge Approach, Pull Side (a) Hinge Approach, Push Side * If both closer and latch are provided ** 48" min if both closer and latch provided Z �� 28'" Z 24" "WIN v o° MIN C:} Latch Approach, Pull Side (g) • 54" min if closer is provided Latch Approach, Push Side * 48" min IT closer is provided MANEUVERING CLEARANCE AT MANUAL SWINGING DOORS z F o � 18` I m 12 MN A.El--- 41 X'k- Jn (a) Pull Side *24" min if at exterior (b) (c) Push Side Push Side, Door Provided with Both Closer and Latch MANEUVERING CLEARANCE AT RECESSED DOORS TYPE OF USE MINIMUM MANEUVERING CLEARANCE APPROACH DIRECTION DOOR OR GATE PERPENDICULAR TO DOORWAY PARALLEL TO DOORWAY (beyond latch side unless noted) FRONT PULL 60 INCHES 18INCHES FRONT PUSH 48 INCHES 0INCHESr HINGE PULL 60 INCHES 36 INCHES HINGE - PULL 54 INCHES 42 INCHES HINGE PUSH 42 INCHES' 22INCHES' LATCH PULL 48INCHES 4 24 INCHES LATCH PUSH 42INCHES 4 24 INCHES 1. ADD 12" IF CLOSER AND LATCH ARE PROVIDED. 2. ADD 6" IF CLOSER AND LATCH ARE PROVIDED. 3. BEYOND HINGE SIDE 4. ADD 6" IF CLOSER IS PROVIDED. ACCESSIBLE DOOR CLEARANCES ( 5 X OE T �i` --tc FIGURE 302.2 x CARPET PILE HEIGHT ;< FIGURE 303.2 VERTICAL CHANGE IN LEVEL CAE (J� ■® ARCHI CTURE & ENGINEERING r a division of Plump Engineering, Inc. -Q FIGURE303.3 E. A AVENUE -:2AN BEVELED CHANGE IN LEVEL eNFIM C'cAI[Fnaniie 09AaS NOTES 1. CARPET OR CARPET TILE SHALL BE SECURELY ATTACHED AND SHALL HAVE A FIRM CUSHION, PAD, OR BACKING OR NO CUSHION OR PAD. CARPET OR CARPET TILE SHALL HAVE A LOOP, TEXTURED LOOP, LEVEL CUT PILE, OR LEVEL CUFJUNCUT PILE TEXTURE. PILE HEIGHT SHALL BEYz' MAXIMUM. EXPOSED EDGES OF CARPET SHALL BE FASTENED TO FLOOR SURFACES AND SHALL HAVE TRIM ON THE ENTIRE LENGTH OF THE EXPOSED EDGE. CARPET EDGE TRIM SHALL COMPLY WITH 303, CHANGES IN LEVEL. 2. CHANGES IN LEVEL OFY4' HIGH MAXIMUM SHALL BE PERMITTED TO BE VERTICAL. 3. CHANGES IN LEVEL BETWEEN Xd' HIGH AND Xz' HIGH MAXIMUM SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2. 1. WHERE BOTH VISUAL AND TACTILE CHARACTERS ARE REQUIRED AT SIGNS, EITHER ONE SIGN WITH BOTH VISUAL AND TACTILE CHARACTERS, OR TWO SEPARATE SIGNS, ONE WITH VISUAL, AND ONE WITH TACTILE CHARACTERS, SHALL BE PROVIDED. 2. RAISED CHARACTERS SHALL BE DUPLICATED IN BRAILLE. RAISED CHARACTERS SHALL BE 1/32 INCH (0.8 MM) MINIMUM ABOVE THEIR BACKGROUND. CHARACTERS SHALL BE UPPERCASE CHARACTERS SHALL BE SANS SERIF. CHARACTERS SHALL NOT BE ITALIC, OBLIQUE, SCRIPT, HIGHLY DECORATIVE, OR OF OTHER UNUSUAL FORMS. CHARACTERS SHALL BE SELECTED FROM FONTS WHERE THE WIDTH OF THE UPPERCASE LETTER "O" IS 55 PERCENT MINIMUM AND 110 PERCENT MAXIMUM OF THE HEIGHT OF THE UPPERCASE LETTER "I". CHARACTER H HEIG T MEASURED VERTICALLY FROM THE BASELINE A ELINE OF THE CHARACTER SHALL BE 518 INCH (16 MM) STROKE THICKNESS OF THE UPPERCASE LETTER "I" SHALL BE 15 PERCENT MAXIMUM OF THE HEIGHT OF THE CHARACTER. CHARACTER SPACING SHALL BE MEASURED BETWEEN THE TWO CLOSEST POINTS OF ADJACENT RAISED CHARACTERS WITHIN A MESSAGE, EXCLUDING WORD SPACES. WHERE CHARACTERS HAVE RECTANGULAR CROSS SECTIONS, SPACING BETWEEN INDIVIDUAL RAISED CHARACTERS SHALL BE 3.2 INCH 1 8 M / M MINIMUM AND 4 TIMES THE RAI SED ED CHARACTER STROKE WIDTH MAXIMUM. WHERE CHARACTERS HAVE OTHER CROSS SECTIONS, SPACING BETWEEN INDIVIDUAL RAISED CHARACTERS SHALL BE 1/16 INCH (1.6 MM) MINIMUM AND 4 TIMES THE RAISED CHARACTER STROKE WIDTH MAXIMUM AT THE BASE OF THE CROSS SECTIONS AND 1 8 IN 3 CH .2 MM MINIMUM AND 4 TIMES THE S / M RAISED CHARACTER STROKE WIDTH H MAXIMUM AT THE TOP OF THE CROSS SE CTIONS. CHARACTERS SHALL BE SEPARATED FROM RAISED BORDERS AND DECORATIVE ELEMENTS 3/8 INCH (9.5 MM) MINIMUM. SPACING BETWEEN THE BASELINES OF SEPARATE LINES OF RAISED CHARACTERS WITHIN A MESSAGE SHALL BE 135 PERCENT MINIMUM AND 170 PERCENT MAXIMUM OF THE RAISED CHARACTER HEIGHT. TABLE 703.3.1 BRAILLE DIMENSIONS MEASUREMENT RANGE MINIMUM IN INCHES MAXIMUM IN INCHES 0.059 DOT BASE DIAMETER TO 0.063 DISTANCE BETWEEN TWO 0.090 DOTS IN THE SAME CELL' TO 0.100 DISTANCE BETWEEN 0.241 CORRESPONDING DOTS IN TO ADJACENT CELLS' 0.300 0.025 DOT HEIGHT TO 0.037 DISTANCE BETWEEN 0.395 CORRESPONDING DOTS TO FROM ONE CELL BELOW 0,400 1. MEASURED CENTER TO CENTER DISTANCE BETWEEN DOTS IN DISTANCE BETWEEN � THE SAME CELL CORRESPONDING DOT IN ADJACENT CELLS SINGLE BRAIL CELL REV' CODE 00 AF DISTANCE BETWEEN DOTS IN THE SAME CELL 0 00 00 J! O 00 00 City RAISEDItTUILDII DISTANCE BETWEEN CORRESPONDING DOTS O 00 FROM ONE CELL O O BASE DIAMETER DIRECTLY BELOW 00 0 00 0 (01--NO RAISED DOT BLANK CELL SPACE FIGURE 703.4.3 BETWEEN WORDS 1. BRAILLE SHALL BE CONTRACTED (GRADE 2) 2. BRAILLE DOTS SHALL HAVE A DOMED OR ROUNDED SHAPE AND SHALL COMPLY. WITH TABLE 703.3.1. THE INDICATION OF AN UPPERCASE LETTER OR LETTERS SHALL ONLY BE USED BEFORE THE FIRST WORD OF SENTENCES, PROPER NOUNS AND NAMES, INDIVIDUAL LETTERS OF THE ALPHABET, INITIALS, AND ACRONYMS 3. BRAILLE SHALL BE POSITIONED BELOW THE CORRESPONDING TEXT. IF TEXT 16 MULTI -LINED, BRAILLE SHALL BE PLACED BELOW THE ENTIRE TEXT. BRAILLE SHALL BE SEPARATED 318 INCH (9.5 MM) MINIMUM FROM ANY OTHER TACTILE CHARACTERS AND 3/8 INCH (9.5 MM) MINIMUM FROM RAISED BORDERS AND DECORATIVE ELEMENTS. SIGNS/ BRAILLE PROCON DEVELOPMENT 4522 Katelld Ave. Los Alamitos, CA 90720 3122119 3& lws 1 03/26/2019 1 z t v / {Wj V aC ry Uj > LU W O �` co - u N E 06 < L > CID Q N o ._.I O V) \.! N t� REVISIONS FORCITYSUBMITT{lL 318/19 ►FOR t 0 2019 1 1 IVISION W ~ RECEIVED CITY OF TLIKWI1J m APR 0 3 2019 v) W V PERMIT CENTER Q 2 H Prolea n ,„ . CR fie' 3/22119 Project Number: 1902097 SHEETNUMBER ❑ IL❑ L�❑ o i �2 ❑00 �❑❑ ,I 3 I II ❑❑�l I ❑�a� C� I TL ❑THHE ❑❑❑❑❑ II II ❑❑❑❑H I I I 20 21 22 23 24 25 , s ❑❑❑❑❑ ❑ � II ❑ ❑101❑❑❑ 'I II���a ❑1I❑❑❑❑❑ I ❑❑❑�❑❑❑❑ 1!�❑❑ G�� I❑❑r J ❑❑❑� I_I ❑ ❑❑LJ ❑❑❑❑( ❑111 ❑❑�FJ❑❑L I��❑ll � lJ❑❑❑❑J oi❑❑ ❑J �❑l 1 ITI-JEL 117 ❑❑❑I I L L �r� II II I I I I n L , o II II II ❑-- '— I l �— — � I � I II 11 it F'� Ll I ❑❑i—li ❑❑I i❑ 1❑❑❑I ll �� r I❑ liH❑ I�I �❑j� LJ l I� � I—LJ1 I IF1 HE I I i I Yn t _- 1T➢Tlil �_� I D (1 I V) uj l) � � � e ° I i -� e : II 11 �� E - � I � ! i 1� � � ! � — --- � CL p I I ry ii J i a Ell O — i o — _ — — — ! — G1 z ❑- _ I � i — I_El ; _ } I QWlil - 2======g _ —_ _-- MI�❑ ❑I 1❑❑ I_J!�� L J I II �i l i❑ I � I❑i I'��i❑�iI❑❑i❑Ii�jl�''❑�I' ,�!�J�il ,Il'❑_❑I ( L l J❑L L' it ' w FU❑SIT ❑❑I ( ❑❑❑I II ❑I �! , ue. I I ro ❑ i�° (� 0 ❑�L�❑❑❑ — In 0 o o! awme tie Buw I $ ❑❑❑ Ij i- reek wmer O Tank .q�"--�, ! 9 �' IIJ❑ 6 16 T F go ( e Lill I 7 it i .1 r� I I I o ❑ �I '. � -❑( ❑L� —1I �) 1 Lj I ❑ (E ❑�L EMI �❑ ' I !�I ; I —, �jji ❑❑' ❑ gE o CO2 and Sugar Delivories 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 REVIEWED FOR CODE COMPLIANCE APPROVED i JUN 10 2019 : City of Tukwila BUILDING DIVISION PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: 3/22119 Dog ,�,ge�¢tl by R a.e (E R here p�peicawm, KR Q "P7 P eern8 Iro ` RichardEl�ur��" eFtgew,ororm�s dw t re"r:eaotaH` 03/26/2019 J z V rWry Q W > W Woo o m Q00 E Q Q N_ REVISIONS FOR CITY SUBMITTAL 3(8119 Z Q J W Pro7ea n�ona9er. CR Dme: 3/22119 9 scale: Project Nomber: 1902097 h SHEETNUMBER za) Tao 0Z .56 CONSTRUCTION KEYNOTES 12-7' 24'_9„ 3�_ ,� 8�� 4'-a- 6'_0" �j LAB CABINETS SINKS PER PLUMBING DWGS. I F3 6' TALL CHAIN LINK FENCE WITH GATES. SEE STRUCTURAL DWGS. 7 I F C RAISED CON. CURB W/METAL GRATING PER STRUCTURAL DWGS. MECHANICAL UNIT PER MECH. DWGS. PLUMP ENGINEERING INC. URA,, MECH ENGINEERS STRUCTURAL. MECHANICAL, CAL PLUMBING, ELECTRICAL. CIVIL SURVEYING. TRANSFORMER PER ELECTRICAL DWGS. b . _ -_� - ARCHITECTURAL 914 E. KATELLA AVENUE ❑7 WATER HEATER PER PLUMBING DWGS. —� ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 ❑8 ELECTRICAL RECESS PANEL PER ELECTRICAL DWGS. www.peica.com 9 W STUB DOWN IS UNDER THE UNIT PER MECH. DWGS. 1 PSF). ALSO 3) , QA Storage 4 TB NO 10 SIGN FOR MAX. DESIGN LIVE LOAD FOR MEZZANINE (100.0 ON DESIGN LOADS ON STRUCTURAL SHEET S001. 8 OS 1 A103 b QA Mezzanine A104 , OS 10 30 SQ. FT. WALL TYPES 879SO. FT. [EI]El I L F INTERIOR PARTITION, O ❑ , 1 X6 WOOD STUDS AT 16' O.CT FUEL HEIGHT TO STRUCTURE ABOVE w/ (1) LAYER 5/8" GYP BD EACH SIDE FULL HEIGHT TO b" ABOVE ADJACENT CEILING. 7 Stamp: Q-- - --- - --- --------- ---I D.A. �PRp< wasy� LEGEND C� n "r�-p q 34218 �FSS E NEW WALL 6 7 DNA LT ENR\�exP. 03/19j10 I #t I DOOR TYPE 27_4" V-1" 3'-W 19'-6" 4P29/19 50-11 . PLAN ® ROOM NUMBER NORTH ® WINDOWTYPE SECOND FLOOR PLAN 2 ELECTRICAL OUTLET - REFER TO ELECTRICAL DWGS. 2 A200 J CHAIN LINK FENCE Z I Z-7" 28'-11" 9'-111, I —,^ y ! 9" 3,-0" 2'-5" 41-0" 2'-6�' 23,-5" I 4'-U' 1'-6" 2'-8" 4,-0" 3'-311 W 1 TYP. i M 1 O OJAV k� R o O W B,V > W B 0--- 4 QA La b A101 P R 5 O uj ry�� W 3� I II 554 SQ. FT. i o M O 0 _/� U— co � QA MGR Office a OS II � � � E Q > 1+, A 100'� iv 2'_6' 12'-0" p A200 206 SQ. FT. m OS QA S/ I Q iv 1 b 2 2T q® Micr--Lab A102 a ,G cO TYP. 'v I , v 133 SQ. FT.I- a 1 REVISIONS FOR CITY SUBMITTAL /19 A A o 1 TYP. m 1 PLAN CHECK TYP. ABV O 1 4/22/2019 U7 Z iv o 2 M 6 J C— � z L REVIEWED FOR m CODE COMPLIANCE ]a. 1 1 3'-0" 9'4' ( 10,11, APPROVED 06 27'-10° 2 '-7° JUN 10 2019 ck� 51'-5" City of Tukwila 0 4 BUILDING DIVISION LL I I q 1 RevieWea' and Apprived r� Z for Bubstantiai am Itiance c� BY B/HJ C Itants� �q �( Date F Prolea Nonage° OR Dale" 4129/19 1 PLAN �oDll* +111,H N Project Number 1902097Dl% SHEET NUMBER T h FIRST FLOOR PLAN 1 I A] 00 KEYNOTES 1❑ NEW WALL MOUNTED LED LIGHT FIXTURE. SEE ELECTRICAL DWGS. EXISTING LIGHTING FIXTURE TO REMAIN (PROTECT IN PLACE) ACT NEW 2N SUSPENDED ACOUSTICAL CEILING NOTE: INSTALL PER DETAILS -SHEET A501 99 A501 2'x4' LIGHT FIXTURE, SEE ELEC. DWGS. 14 A501 EXIT LIGHT, SINGLE FACE - WALL MOUNTED. SHADED CH PORTION INDICATES FACE OF EXIT SIGN 101 MECHANICAL SUPPLY GRILL. SEE MECH. DWGS zMECHANICAL RETURN GRILL. SEE MECH. DWGS I i 1 II I I I I' I I I� I I i I QA Lab A101 CEILING no PROCON DEVELOPMENT I 4522 Katella Ave. Los Alamitos, CA 90720 q 34218 �s OT� NALEN 3122119 E= D m aEn��eam�e im:. •. L cTT" v�na c Richard�uril�N� 3 um x ���� irt� sutnormm5 a m,P . �—�cei3k}iat sasamc 03/26/2019 U z = W _ w O CIOQ- 00 — 00 m Q p } v < <04 C o 'o t- a � V N f- REVISIONS FOR CITY SUBMITTAL 3/8119 z O °- �O "- z 0 J_ Z w OU Up Lu W V) I-Z < u ; w r-1 Iry p m Protect mma9� CR Date: 3(22/19 same: Prgecl Numbe.,... 1902097 SHEET NUMBER O 8o Z2 �M =o �o KEYNOTES 15 77 1❑ LAB CABINETS A501 A501 4 ip WATER SUPPLY AND DRAIN PIPES UNDER SHALL BE ARCH INSULATED OR OTHERWISE CONFIGURED OV RO EIES CT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER ARCHITECTURE & ENGINEERING LAVATORIES AND SINKS. a division of Plump Engineering, Inc, 9 7 4 E. K A T E L A AVENUE NEW STAIRS w/ HANDRAILS & GUARDRAILS. ANAHEIM, CALIFORNIA 92805 P (714) 385-1835 F(714) 385-1834 www.plumpgroup.com ❑4 6' TALL CHAIN LINK FENCE WITH GATES. + 23'-0" 8.0, DECK Ir VFY. QA Mezzanine + 20'-0^ B.O. BEAM �+w aA6s ate,.", A104 , , Dk,`1TET.t)#ML°"tA'CIIV`Cr- __.. QA \ Storage / A103 PROCON DEVELOPMENT 4 \ +1s-0' 4522 Katella Ave. T.O. FENCE Los Alamitos, CA 90720 Stamp: D. A. p< WASH/ �C DOE 1 c q + 10'A' B.O. FIN. FLOOR �0 9 34218 ------ p �q- E ION B.O. CEILING A LT DR. / 03/t9/20 3122119 MO. / E RkharJrMP47:P %L� �Ridt fyLmp Richard ti E gl°�^0g• QA Lab au ( ��'a o mane aw,orore, a 4 A101 t � r,�f f���aas�ess � � at�iiroa +0 '-0" FIN. FLOOR 03/26/2019 3 2 1 2 1 r ,• V Z PARTIAL BUILDING SECTION 2 V) 1 /4" = F-0° LU V W > III LU 00 w m m �0- C), o V) J '-0" + 23�, B.O. DECK a- C Q Q Q VFY. c \ 0 N QA +20'-O' N d Mezzanine B.O. BEAMo r-. F— A104 + 19'-6" o. REVISIONS T.O. FENCE FOR CITY SUBMITTAL QA 318/19 4 Storage A703 + 16'-0" T.O. FENCE i k REVIEWED FOR CODE COMPLIANCE APPROVED 1j• 10, B.O. F N. FLOOR JUN 10 2019 Z •} t` i +B-0.. B.O. CEILING City Of Tukwila - E:1 I BUILDING DIVISION U Lu QA MGR QA Office QA Lab Micr-Lab J A100 AI07 A702 . / co` Fraact Manager: CR + 0'-0" S t FIN. FLOOR RECEIVED Dara. 3/22119 CITY OF TUKWILA0%0 APR 0 3 2019 praed Numb: 1902097 s PERMIT CENTER SHEET NUMBER PARTIAL BUILDING SECTION 1 U0 ¢o 0 WR0 sad LAVATORY PER 17" MIN HEADER PER STRUCTURAL PLUMBING DWGS G. I. DRIP 4 4. " ° GYP. BD. EA. SIDE — WALL STEEL WINDOW FRAME O a ° J W/ REMOVABLE STOP \ — d °. ( �y E erU f— / ° 44 9® ■�pp..��yoo ARCHITECTURE & ENGINEERING z ( KNEE HOLLOW METAL FRAME W/ a division of Plump Engineering, Inc. G i 4 / CLEARAN E x T-SCRAP BENT &SECURED E z / TOMASONRYW/2"LAG 914 E. KATELLA AVENUE M z / 1/4"CLEAR GLASS BOLTS IN LEAD SHIELDS, ANAHEIM, CALIFORNIA 92805 (SEE ELEVATION IF STRAPS AT2'-0"O.C.6" P (714) 385-1835 F(714) 385-1834 ( GLASS IS TO BE TEMPI FROM EA. END 5 AT JAMB www.plumpgroup.com I PRIOR TO INSTALLATION, J MIN. 3 AT HEAD MIN. CONTRACTOR SHALL — = O I --- 4 I CONFIRM THAT THESE z CLEARANCES WILL BE TOE - a g L0 DOOR SEE SCHEDULE �� i I I �\ MET b CLEAR NCE k4 SEE PLAN FOR LOCATION OF g^ SAW CUT OPNG. IN CONC.WALL _ '�` MIN. �y.%� x¢ o Z INSULATE ALL DRAINS AND HOT WATER PIPES MAX MIN WALL THICKNESS se0 a4®-aet t--- _ _ _ _ J dwe M N P NOT USED7 25 COUNTER CLEARANCES 12 WINDOW HEAD/JAMB 8 HM FRAME @ EXIST. CONCRETE 4 30"X48"CLEAR FLOOR PERMITTED EQUIPMENT SPACE POSITIONED BOUNDARY OR FACE OF /,, PROCONDEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 _ FOR FORWARD PANELING INSTALLED TO APPROACH CONCEAL EQUIPMENT (LINE JOINT BETWEEN INT. Stamp: OF KNEE SPACE CLEARANCE) AND EXT. SLABS PIPE INSULATION (IF EXPOSED) MIN. WHERE WALL OCCURS I,?,A, p `Z D. �G WAS' BUILT-UP METAL STUD HEADER G�F THRESHOLD SET IN — SEALANT BOTH SIDES 77-25" CONT. BED OF (TYP.) ( ( MASTIC SEALANT PLAN VIEW SECTION VIEW WOOD STUD PER PLAN PER r STRUCTURAL -� NOTES: X WOOD STUD PER STRUCTURAL POF yf 34218 L ass/ONA PE SLOPE < INSTALL 3 (MIN.) JAMB ANCHORS 1. A CLEAR FLOOR SPACE, POSITIONED FOR FORWARD APPROACH, AND KNEE AND TOE < SEALANT BOTH SIDES (TYP.) EACH JAMB. FRAME REINFORCIN L7 E�Exa. os/iv/so CLEARANCE SHALL BE PROVIDED. -i< MAX• --'- I PER MFR'S RECOMMENDATIONS A 3/22119 ALL HARDWARE LOCATIONS. i--�a�.� bYR�d,.m 2. THE FRONT OF SINKS SHALL BE 34" MAXIMUM ABOVE THE FLOOR, MEASURED TO THE aQ 4 / FIXTURE RIM OR COUNTER SURFACE, WHICHEVER IS HIGHER. 3. HAND -OPERATED, SELF -CLOSING FAUCETS SHALL REMAIN OPEN FOR 10 SECONDS G CONC. .f aP""ro PAVING a RichardPPUi' MINIMUM. METAL FRAME, REFER TO DOOR I ( L new «am a 41 SCHEDULE FOR TYPE WHERE 4. WATER SUPPLY AND DRAIN PIPES UNDER SINKS SHALL BE INSULATED OR OTHERWISE (RATED REQUIRED)�6 14)Im 3ss 'CAB: CONFIGURED TO PROJECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ^ DOOR -SEE DOOR SCHEDULE izaoTdb ABRASIVE SURFACES UNDER SINKS. � DOOR -SEE DOOR SCHEDULE 4" PRE-FAB K-D FRAME, REFER TO 03/26/2019 5. OPERABLE PARTS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT No. tOxlz' FHWS, PHILLIPS DOOR SCHEDULE FOR TYPE GRASPING, PINCHING, OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE WHERE WALL OCCURS OPERABLE PARTS SHALL BE 5 POUNDS MAXIMUM. NOT USED7 19 ACC. SINK & COUNTER TOP_4 15 ALUMINUM THRESHOLD 11 INT. DOOR HEADER DETAIL 7. INT. DOOR JAMB DETAIL 3 z VERTICAL WIRE W MIN. OF (2) 12 GA HANGAR VERTICAL WIRE HANGERS PER 14 WIRES TO STRUCTURE ABOVE HANGERS PER 74 (MAY BE SLACK), TYP. -—'--"'----------._.____` THROUGHOUT, U.N.O. WIRE TENSION SUSPENDED CEILING I HANGER WIRE 12 170# 19�qk M SEISMIC LOCKING PI Iry _ 10 300# W "ARMSTRONG BERC2" CLIP ACT CEILING TILE @ UNATTACHED ENDS W (ICC-ES-ESR-1308) W00 PROVIDE SUPPORT POP RIVET @ EACH AND BLOCKING AS ® T-BAR GRID RUNNER `� O REQ. ® A Q b 0 P c CO L. 0, 0) Q) IADJ. SHELF WALLTYPE a)< WITH RECESSED STANDARDS. PER PLAN 1 ® cj} ® O p � 3 PLASTIC LAMINATE LIGHT FIXTURE < /� Q ICI\• CABINET C 12 GA. GALV. WIRE FOR MAIN RUNNER 0 o w a N FIXTURE HANGER WIRES TIE WIRE 3 TIMES MIN. ? a CROSS RUNNER T-BAR GRID C Q O N S H v I r— I-_ WIRE PULLS - (THROUGHOUT U.N.O.) WALL ANGLE PER T-BAR GRID a RE V I S 10 N S PLAN WALL ANGLE PER T-BAR GRID PLAN FOR CITY SUBMITTAL PER PLAN T-BAR GRID © LOCKINGCLIP TOTFASTENO MAIN l t tiT-BAR GRID UNATTACHED END PER PLAN T-BAR GRID ATTACHED END 3/8119 R�C UPPER CABINET SECTION 18 LIGHT FIXTURE IN CEILING GRID 14 ODE CAMPLIANC APPROVED RUNNER 1. METAL SUSPENSION SYSTEMS FOR ACOUSTICAL TILE AND FOR LAY -IN PANEL CEILINGS SHALL BE INSTALLED IN ACCORDANCE WITH "CALIFORNIA BUILDING CODE" (IBC) CHAPTER 808 - COMPRESSION STRUT (@12'-0" ACOUSTICAL CEILING SYSTEMS. -- -- 2'-0" - SELF RIMMING _ _ 1 xdW/ (AV. FASTEN SE 5B O.C.) & (6'-0" MAX. FROM WALL) 12 GA VERT HANGER WIRE @ , LAM. FACE PER MFR. - GRIDATTACHED 4'-0" O.C. WRH MIN 3 TIGHT () HANGER WIRES 2. HANGERS FOR SUSPENDED CEILING SHALL BE NOT LESS THAN THE SIZES SET FORTH IN ASTM TO WALL M LDING TURNS IN 1-1/2" C635 & C636, FASTENED TO OR EMBEDDED IN THE STRUCTURAL FRAMING, MASONRY OR r COVED COMPRESSION STRUT SHALL CONCRETE. 'O 1 o Tukwila UILDING D!WIRE BACKSPLASH 5D NOT TAKE THE PLACE OF A 12 GA SPLAYED BRACE HANGER WIRE WITH MIN. (4) TIGHT TH EADED 3. HANGERS SHALL BE SADDLE -TIED AROUND MAIN RUNNERS TO DEVELOP THE FULL STRENGTH �RD WALL TYPE - OF THE HANGERS. LOWER ENDS OF FLAT HANGERS SHALL BE BOLTED w/ 11W BOLTS TO TURNS IN 1-i/2" 12'"O.C. X. PER PLAN 8RUNNER CHANNELS OR BENT TIGHTLY AROUND RUNNERS AND BOLTED TO THE MAIN PART �O INSULATE HW x z O.C,MAXOF THE HANGER. PIPE AND DRAIN —GRANITE ¢ p O JOS 4 4 MAX. 4. SPLICES AND INTERSECTIONS OF RUNNERS SHALL BE ATTACHED WITH MECHANICAL REGEIVED— �o COUNTERTOP W/ N' ¢ 4'-0" O.C. U Z z GCROSS PLAY BRA CE WIRE 1 / INTERLOCKING CONNECTORS SUCH AS POP RIVETS, SCREWS, PINS, PLATES W/ BENT TABS, RU qNER CITY OF TUKWIL BACK SPLASH @ SIDE OR OTHER APPROVED CONNECTORS. DESIGN CONNECTORS FOR 2 TIMES DESIGN LOAD APR 0 3 2019 z SPLASH p < a ¢ OR ULTIMATE AXIAL TENSION OR COMPRESSION (MIN. 60 LBS.) OR, CROSS -FURRING SHALL < O 3 it O CO 4 BE SECURELY ATTACHED TO THE MAIN RUNNER BY SADDLE -TYING WITH NOT LESS THAN ONE M X. AX. N PERMIT CENTER O U STRAND OF NO. 16 OR TWO STRANDS OF NO. 18 U.S. GAUGE TIE WIRE OR APPROVED J M 0 FIXED PANEL EQUIVALENT ATTACHMENTS. I Q O MAIN RUNNER TILE WALLTRIM 1- 5. THE MAIN RUNNER AND CROSS -RUNNER SHALL NOT BE LESS THAN THE SIZES SET FORTH IN Uj ! CABINET PULL VERIFY MATERIAL 4 5E MAIN RUNNER, @ 4'-U' - ASTM C635 & C636, EXCEPT THAT OTHER STEEL SECTIONS OF EQUIVALENT STRENGTH MAY BE LATERAL FORCE BRACING (THREADED RODS) Prol®aMar�oaer CR z NOTE: CONST. SHALL BE 3/4" PLYW'D. - O.C. (OR 2'-0" O.C., SEE NOT TO EXCEED 12' O.C. EACH WAY. THE FIRST SUBSTITUTED FOR THOSE SEf FORTH IN THE STANDARD. N W/PLASTIC LAMINATE FINISH ON ALL EXT. SURFACES. ALL INT. SURFACES SHALL BE WHITE KORTRON SHIM AS REQUIRED REFL CLG PLANS) 2" MAX. FROM BRACE WIRES POINT WITHIN 4' FROM EACH WALL. 6. LIGHTING FIXTURES: FURNISH AND INSTALL COMPLETE WITH LAMPS, BALLASTS AND REQUIRED TO CROSS RUNNERS CROSS RUNNER @ MOUNTING HARDWARE. PRIOR TO ORDERING FIXTURES, VERIFY MOUNTING METHODS AND a) �o1e. 3/22M9 CABINET DOOR W/PLASTIC LAMINATE SD GRID UNATTACHED HANGER WIRE 2'4" O.C. FINISHES. ALL FIXTURES=.MOUNTED IN'7" BAR CEILINGS TO BE INDEPENDENTLY SUSPENDED w/ 12 GA. STEEL WIRES. INSTALLATIONS IN FIRE m m PtOleaNumr r. FACE TO BE 1-PIECE W/BASE TO WALL MOLDING (4) -RATED AREAS TO BE DONE ACCORDING TO 1902097 can _ LOCATION TYP. SPLAY BRACING DETAIL � %p�SUSPENDED LAY -IN CEILING DETAIL at WALL CODE REQUIREMENTS. SHEET NUMBER 7. CONTRACTOR TO PROVIDE COMPRESSION STRUT AT 12'-0" O.C. SEE DETAIL 6B,:THIS SHEET. FIN FLR 'v 4" 1 �./ � PROVIDE CALC TO JUSTIFY SIZE AND LENGTH OF STRUT CABINET SECTION 17 SUSPENDED T—BAR CEILING 13 TYPICAL CEILING DETAILS 5 TYPICAL CEILING NOTES 1 A501 ROOM FINISH SCHEDULE ROOM FINISH SCHEDULE FLOORING BASE WALLS CEILING PAINT 1. COLOR/STYLE 11, VINYL BASE- 20. 8' CHAIN LINK FENCE 40. ACT - 2X4 CHICAGO 50. EXISTING COLOR PEWTER WITH TEXTURE #2 ARMSTRONG VINYL 21, GYP BD "CERTAINTEED BQCVT-BAR 51. SWISS COFFEE: SHERWIN WILLIAMS WALL BASE TILES. 54. PAINT TO MATCH EXISTING. MFG METILUC "PRELUDE XL" T-BAR STONHARD GRID- 15116 FLAT GRID (2X4) SYSTEM. NOTES 41. OPEN TO STRUCTURE STONCLAD UR WITH 2 COATS OF STONSEA L UT7 ABOVE WALLS PAINT z LOCATION O z W j 3 O z O W J J J z J Q J J 3 3 3 3 3 3 3 co3 U 100 QA MGR OFFICE 1 11 21 21 21 21 40 51 51 51 51 101 QA LAB 1 21 21 21 21 40 51 51 51 51 102 QA MICRO -LAB 1 21 21 21 21 40 51 51 51 51 103 QA STORAGE i 21 21 21 21 41 - - - - 104 QA MEZZANINE 1 20 20 20 20 41 NOTES: 1. INTERIOR WALL AND CEILING FINISHES SHALL BE TESTED AS SPECIFIED IN SECTION 803, CLASS C. 2. ANY DECORATIONS SHALL BE NONCOMBUSTIBLE OR FLAME-RETARDANT TREATED IN AN APPROVED MANNER (CURTAINS, DRAPES, HANGINGS, ETC.) 3. OWNER TO SPECIFY COLOR OF PRODUCTS 4. ALL PRODUCT SPECIFIED MAY BE REPLACED WITH OTHER PRODUCT WITH EQUIVALENT SPECIFICATIONS. DESIGNER TO VERIFY. ABBREVIATIONS I DOOR NOTES FF - FACTORY FINISH 1. ADJUST CLOSER SO THAT FROM AN OPEN POSITION OF 70a DOOR WILLTAKE AT GL - 1 /4" WIRE GLASS LEAST 3 SECONDS TO MOVE TO A POINT 3" FROM THE LATCH MEASURED TO THE HM - HOLLOW METAL LEADING EDGE OF THE DOOR. MTL METAL PT - PAINT 2. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY SC - SOLID CORE OR ANY SPECIAL KNOWLEDGE OR EFFORT. WD WOOD 3. ILLUMINATED EXIT SIGNS TO HAVE A MINIMUM OF C HIGH LETTERS. (GREEN) 4. ALL EXISTING AND NEW DOORS HAVE SOLID SMOOTH FINISHES. NO ADDITIONAL PANEL IS REQUIRED AT THE BOTTOM IW ON THE PUSH SIDE OF THE DOORS. 5. HAND ACTIVATED DOOR OPENING HARDWARE SHALL BE CENTERED BETWEEN 30" & 44" ABOVE FINISH FLOOR. LATCHING AND LOCKING DOORS THAT ARE HAND ACTIVATED AND WITHIN THE PATH OF TRAVEL SHALL BE OPERABLE WITH A SINGLE EFFORT BY THE LEVER TYPE HARDWARE. PANIC BARS, PUSH/PULL BARS OR OTHER HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING THE ABILITY TO GRASP THE OPENING HARDWARE. LOCKED EXIT DOORS SHALL OPERATE AS ABOVE IN EGRESS DIRECTION. 0 FINISH FLOOR WINDOW TYPES DOOR SCHEDULE ROOM NAMES DR No. DOOR SIZE DOOR FRAME DETAILS MIqSIZE STC HARDWARE GROUP REMARKS W H T MAT. TYPE FINISH MATL TYPE FINISH HEAD JAMB SILL DOOR RATINGQA MGR 100 1 3'-(Y' 6'-B" 1-314' WD A PT HM PT 7/A501 3/A501 - - - STANDARD HARDWARE WHITEFRAME QA LAB 101 2 &-0' B-8" 1-3/4" WD A PT HM PT 7/A501 3/A501 - STANDARD HARDWARE WHITEFRAME QAMGR 100/LAB 101 3 3-0' 6'-8" 11/4" WD A PT HM _ PT 7/A501 3/A501 - - _ STANDARD HARDWARE WHITEFRAME QA LAB 101 4 &-0' 61-B" 1314" WD A PT HM _ PT 7/A501 3/A501 - - - STANDARD HARDWARE WHITEFRAME QA / MICRO LAB 5 a -a' 6-8" 1-314' WD A PT HM PT 7/A501 3/A501 - - STANDARD HARDWARE WHITEFRAME QA LAB 101 6 3-d' 6'-8" 1-3/4" WD A PT HM PT 7/A501 3/A501 - - STANDARD HARDWARE WHITEFRAME QA MEZZANINE 7 &-a, 8'-0" - MTL B FF MTL _ FF _ _ - - - PANIC HARDWARE ILLUMINATED EXIT SIGNS QA MEZZANINE 8 3'-0' 8'-0' _ MTL B FF MTL FF - - - - PANIC HARDWARE ILLUMINATED EXIT SIGNS DOOR SCHEDULE NOTES 1, PROVIDE PANIC BAR & DOOR CLOSER W/ THRESHOLD AND WEATHER STRIPPING. 11 2. INTERIOR, BLANK COVER. A501 EXT. CYLINDER LOCK & LEVER. DOOR IS NOT TO BE OPENABLE FROM INSIDE CONFERENCE ROOM. - WINDOW SCHEDULE WINDOW CITY UNIT SIZE FRAME DETAILS NO WIDTH HEIGHT MATERIAL FINISH TYPE GLAZING HEAD JAMB SILL REMARKS 1 1 4'4" 31-0" HM PT A GLI 8/A501 8/A501- 2 1 4'1" 3'4" HM PT A GILT 8/A501 8/A501 — - 3 1 4'1" 3'1" HM PT A GILT 8/A501 8/A501 — - 4 7 4'1" 3'-0" HM PT A GLI 8/A501 8/A501 — - 5 1 1 1 4'4" 3'4" HM PT A GLl 8/A501 8/A501 — - NOTE: WINDOW SIZES ARE LESS THAN 25% OF THE WALL AREA REVIEWED FOR CODE COMPLIANCE APPROVED JUN 10 2019 I City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 3 2019 PERNUT CENTER PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: p (t D A. p G�pE WASH <Gy0 Q- /G� �o ,p 34218 p �� FOSS0NALTEENEM os/i9/n 3/22119 4ppalM=. !8 6y Richak E Rich ��3pY �pe�d cam I fy 'tX�'Ilchat�mp q lnc ' Richardl'ur>1}i^PE e'aaaaw. p R InjaNhoraf N's d v Go and t�ia)sssIars ('� 2d as6r"w \ 03/26/2019 U Z _ W V _ I W O uj � M0 W co / CL C 'D �00 0{ Q- , O E < < < '3 q2 � N 0 1— a F— REVISIONS FOR CITY SUBMITTAL 3/&19 O 0 z_ Q ce Q O U-' Project Manager. OR 0 C� _ fie' 3/22119 1902097 ID ID _ Pro(ecl Nambar. SHEETNUMBER A600 GENERAL REQUIREMENTS FRAMING LUMBER CONT. CONCRETE 1. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THE ENGINEER OR ARCHITECT. 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUB -TRADES. 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 7. ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE LOCAL BUILDING CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES, 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. 9, THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. 10. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE APPROVED IN WRITING BY THE OWNER. H. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 12. SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 14. AN IN-HOUSE QUALITY CONTROL AND INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT BEEN ADDED TO THESE CONSTRUCTION DRAWINGS. THE ARCHITECT AND HIS CONSULTANTS ASSUME NO RESPONSIBILITY FOR CONSTRUCTION BIDS OR CONSTRUCTION PERFORMED FROM THESE DRAWINGS. 15. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER, WHETHER OF MATERIAL OR WORK, AND FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 16. THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING CHECKER WITH THEIR SIGNATURES. B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. C. CONTRACTOR TO SUBMIT THE DESIRED NUMBER HARD COPIES OF SHOP DRAWINGS PLUS TWO EXTRA SETS TO ENGINEER FOR REVIEW. IF PDF'S ARE SUBMITTED THE NUMBER OF COPIES PRINTED OUT WILL BE CHARGED AT THE CONTRACTORS EXPENSE. THE FULL AMOUNT OF THE PRINTS SHALL BE PAID BEFORE THE REVIEWED DRAWINGS WILL BE RELEASED. 17. STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN IBC CHAPTER 17. SEISMIC FACTORS IMPORTANCE: 1.0 OCCUPANCY: 11 Ss: 1.431 S 1: 0.533 SITE CLASS: D SDs 0,954 SDI 0.533 SEISMIC D.C.: D DESIGN LOADS LOCATIONS: D.L. L.L. LAB -CEILING 12.0 PSF 100.0 PSF 1. ALL FRAMING LUMBER SHALL CONFORM TO "STANDARD GRADING AND DRESSING RULES NO. 17 OF WEST COAST LUMBER INSPECTION BUREAU. EACH PIECE SHALL BEAR THE GRADE STAMP OF AN APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. 2. FRAMING LUMBER SHALL BE DOUGLAS FIR, S4S, UNLESS OTHERWISE NOTED. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES, UNLESS OTHERWISE NOTED: ITEM MINIMUM GRADE STUDS: 2"THICK, 4" WIDE (STUD HT: 8'-1"MAX.)..CONSTRUCTION GRADE 2" THICK, 4" TO 8" WIDE........... NO 1. OR BETTER STRUCTURAL LIGHT FRAMING: 2" TO C THICK, Z' TO 4" WIDE ....... NO. 1 OR BETTER STRUCTURAL JOISTS AND PLANKS: 2" TO 4"THICK, 6" AND WIDER ....... NO. I OR BETTER BEAMS AND STRINGERS: 5" AND THICKER, 6" AND WIDER ....... NO. 1 OR BETTER POSTS AND TIMBERS: 5" X 5" AND LARGER ............. NO. 1 OR BETTER 3. MAXIMUM STUD HEIGHT SCHEDULE AT NON -BEARING WALLS (LATERALLY BRACED) 2X4AT IG'o.c........... 12'-0" 2X6AT 16'o.c... ........ 18'-0" 2 X 8 AT 16' o.c........... 23' - C" U.O.N. 4. PLYWOOD SHALL CONFORM TO PRODUCT STANDARD PS-1-09. PLYWOOD SHALL BE APA GRADE STAMPED, INCLUDING PANEL INDEX NUMBER. ROOF SHEATHING SHALL BE 7/2" CD-X STRUCTURAL 1, P.I.32/16, UNLESS OTHERWISE NOTED. SEE SHEAR WALL SCHEDULE FOR SHEAR PANEL SHEATHING. ROOF SHEATHING AND SHEAR PANELS SHALL BE IN PLACE AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING.' INSTALL WITH FACE GRAIN ACROSS SUPPORTS AND ALL JOIST SHALL BE BLOCKED EXCEPT WHERE NOTED ON PLANS. 5. ALL OPENINGS THRU ROOF SHALL BE NAILED PER BOUNDARY NAILING OF PLYWOOD DIAPHRAGM NAILING REQUIREMENTS. 6. ALL GLUE LAMINATED MEMBERS AS SHOWN ON PLANS SHALL BE IN ACCORDANCE WITH A.I.T.C. SPECIFICATIONS. ADHESIVES SHALL BE WATER RESISTENT INTERIOR W.C.L.A. SPECIFICATION COMBINATION (SEE BELOW) INDUSTRIAL APPEARANCE GRADE. A.I.T.C. INSPECTION CERTIFICATES SHALL BE FURNISHED WITH EACH BEAM. SUBMIT SHOP DRAWINGS TO THIS ENGINEER FOR REVIEW PRIOR TO FABRICATION. SIMPLE SPAN BEAMS 24F- V4 CANTILEVERED BEAMS 24F - V8 7. FRAMING HARDWARE SHALL BE SIMPSON "STRONG -TIE" CONNECTORS OR EQUAL. ALL SUBSTITUTES SHALL BEAR I.C.C. APPROVAL, UNLESS OTHERWISE INDICATED ON DRAWINGS. ALL FLUSH WOOD TO WOOD CONNECTORS SHALL BE MADE WITH "SIMPSON" METAL HANGERS AS FOLLOWS: 2X4,6,&8MEMBERS ......... "U'SERIES 2 X 10, 1Z 14, & 16 MEMBERS ....... HU" SERIES 4 X & LARGER ............... "HUTV SERIES 8. NAILING SCHEDULE, TYPICAL UNLESS OTHERWISE NOTED ON DRAWINGS: CONNECTION COMMON NAILS l . JOIST TO SILL OR GIRDER, TOENAIL 3-8d 2. BRIDGING TO JOIST, TOENAIL EACH END 2-8d 3.1 "x6'SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d 4. WIDER THAN 1 "x6" SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d 6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d @ 16' O.C. SOLE PLATE TO JOIST OR BLOCKING @ BRACED WALL PANEL 3-16d @ 16" O.C. BRACED WALL PANELS 7. TOP PLATE TO STUD, END NAIL 2-16d 8. STUD TO SOLE PLATE, TOENAIL 4-8d STUD TO SOLE PAATE, END NAIL 2-16d 9. DOUBLE STUDS, FACE NAIL 16d @ 24" O.C. 10. DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d @ 16" O.C. DOUBLE TOP PLATES, LAP SPLICE 8-16d 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, 3-8d TOENAIL 12. RIM JOIST TO TOP PLATE, TOENAIL Sd @ 6" O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d 14. CONTINUOUS HEADER, TWO PIECES, 16" O.C. ALONG EDGE 16d 15. CEILING JOISTS TO PLATE, TOENAIL 3-8d 16. CONTINUOUS HEADER TO STUD, TOENAIL 4-8d 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d 19, RAFTER TO PLATE, FACE NAIL 3-8d 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 21. 1"x8" SHEATHING TO EACH BEARING, FACE NAIL 3-8d 22. WIDER THAN I"x8" SHEATHING TO EACH BEARING, FACE NAIL 3-8d 23. BUILT-UP CORNER STUDS 16d 24. BUILT-UP GIRDER AND BEAMS, FACE NAIL AT TOP AND 20d BOTTOM STAGGERED ON OPPOSITE SIDES BUILT-UP GIRDER AND BEAMS, FACE NAIL AT ENDS AND AT 2-20d EACH SPLICE 25. 2" PLANKS, AT EACH BEARING 16d 26. COLLAR TIE TO RAFTER, FACE NAIL 3-1Od 27. JACK RAFTER TO HIP, TOENAIL 3-1Od JACK RAFTER TO HIP, FACE NAIL 2-16d 28. ROOF RAFTER TO 2-BY RIDGE BEAM, TOENAIL 2-16d ROOF RAFTER TO 2-BY RIDGE BEAM, FACE NAIL 2-16d 29. JOIST TO BAND JOIST, FACE NAIL 3-16d 30. LEDGER STRIP, FACE NAIL 3-16d 31. WOOD STRUCTURAL PANELS AND PARTICLEBOARD 1/2" AND LESS 6d SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 19/32" TO 3/4" Ed OR 6d 7/8" TO I" Ed SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 3/4" AND LESS 6d TO FRAMING) 7/8" TO 1"8d 1 1 /8" TO 1 1 /4" 1 Od OR 8d 32. PANEL SIDING (TO FRAMING) 1 /2" OR LESS 6d 5/8" Ed 33. FIBERBOARD SHEATHING 1/2" NO.1l GAGE ROOFING NAIL 6d COMMON NAIL 25/32" NO.11 GAGE ROOFING NAIL 8d COMMON NAIL 34. INTERIOR PANELING 1/4"4d 3/8" 6d PLYWOOD WALL SHEATHING, ROOF, AND SUBFLOOR 3/8" PLYWOOD..................8d 1 /2" PLYWOOD .................. l od 1 /2" PLYWOOD .................. 1 Od 5/8" PLYWOOD .................. 10d 3/4" PLYWOOD ..................10d ADDITIONAL NAILING NOTES: A. ALL NAILS SHALL BE COMMON NAILS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. B. PLYWOOD SHEATHING SHALL BE NAILED AS FOLLOWS UNLESS OTHERWISE NOTED ON DRAWINGS: BOUNDARY NAILING - 4" o.c. EDGE NAILING - 6" o.c. FIELD NAILING - 12" o.c. C. ALL NAILS EXPOSED TO THE WEATHER SHALL BE GALVANIZED. 9. MISCELLANEOUS ITEMS, WHERE APPLICABLE: A. MUDSILLS: "WOLMANIZED" NO.2 D.F., S4S, OR BETTER. B. ROOF DECKING: SELECT DECKING -DRY, 2 X 6 T & G, V-GROOVE DOUGLAS FIR. C. FASCIA: NO. 1, EXPOSED HEMLOCK OR SPRUCE, SELECT FOR APPEARANCE. D. EXTERIOR TRIM: NO. 1, EXPOSED D.F., SELECT FOR APPEARANCE. 10. (MIN.) HEADER AND CEILING JOIST SCHEDULE FOR UPPER MOST FLOOR. MIN TO BE USED UNLESS OTHERWISE NOTED. SEE DETAIL SHEETS TO INFORMATION. 11. ALL BOLTS THRU WOOD SHALL HAVE STANDARD WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED. BOLT HOLES SHALL BE NOT MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISE NOTED. 12, SILL PLATES SHALL BE BOLTED TO FOUNDATIONS WITH 5/8" X I Y' LONG ANCHOR BOLTS AT 6'4" o.c., W/ 3"x3'kl/4" PLATE WASHERS, UNLESS OTHERWISE NOTED. 13. BRIDGING OF JOISTS OR RAFTERS: (MAX) PROVIDE BRIDGING AT 10'-W o.c. FOR ROOF RAFTERS AND 8'-0" FOR FLOOR JOIST. PROVIDE 2X SOLID BLOCKING AT ALL BEARING LOCATIONS. (MIN. TWO BOLTS PER MEMBER 6" IN FROM ENDS) 14. ALL HOEDOWNS (HD) CONNECTION FROM ROOF MEMBERS TO WALL SHALL BE ON BOTH SIDES OF THE WOOD MEMBER. 15. DIAPHRAGM NAILING NOTE: WHERE Ed NAILS ARE SPACED 2-1/2" o.c. OR I Od NAILS ARE SPACED 3" o.c. HAVING A MINIMUM PENETRATION OF 1-5/8" INTO THE SUPPORTING MEMBER, THE SUPPORTING MEMBER SHALL BE A 3 X MINIMUM AND THE NAILS SHALL BE STAGGERED. 16. ROOF DESIGN LOADS: THE LOADS GIVEN ARE MINIMUM DESIGN LOADS. PROVIDE ENGINEERS, FOR THEIR REVIEW, ANY MECHANICAL EQUIPMENT NOT SHOWN ON THESE DRAWINGS AND ANY SPRINKLER MAINS PROPOSED TO BE SUPPORTED BY THE ROOF STRUCTURE, FURNISH SIZES, WEIGHTS, AND LOCATIONS. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM AND SHALL BE FABRICATED ACCORDING TO AISC PRACTICE AND SPECIFICATIONS FOR BUILDING. 2. PLATES & BARS SHALL CONFORM TO ASTM A-36/A36M-05 U.N.O. 3. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A-992/A992-060. 4. TUBE MEMBERS SHALL CONFORM TO ASTM A-500, GRADE B (Fy=46 KSI) PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B. 5. WELDING SHALL CONFORM WITH THE LATEST ADDITION OF THE WELDING CODE AWSDI A-08. USE APPROVED ELECTRODES CONFORMING WITH ASTM A-233. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS APPROVED BY THE BUILDING DEPARTMENT. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR, AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. 6. UNLESS OTHERWISE NOTED, ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE WITH 7/WO A325-N. HOLE SIZE SHALL BE BOLT DIAMETER PLUS 1/16". 7. ALL CONNECTIONS USING ASTM A325 BOLTS SHALL BE TORQUED EITHER BY TURN OF THE NUT METHOD OR BY CALIBRIATED TORQUE WRENCH PER AISC. S. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. 9. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN CONTACT WITH THE PUBLIC. 10. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THRU STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. 11. GROUTING OF COLUMN BASE PLATES: BASE PLATES SHALL BE DRYPACKED OR GROUTED WITH "ENE -STAR" NON -SHRINK GROUT OR EQUAL. MINIMUM COMPRESSIVE STRENGTH SHALL BE AS SPECIFIED IN THE CONCRETE SECTION OF THESE NOTES. ALL SURFACES SHALL BE PROPERLY CLEANED OF FOREIGN MATERIAL PRIOR TO THE GROUTING OPERATION. 12, PROVIDE 3x NAILER WITH 1 /2"0 BOLT AT 24" O.C. (2 FACES) AT ALL STEEL COLUMNS IN WOOD STUD WALLS. U.N.O. ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACT CODE AND SPECIFICATIONS (ACI318-14, ACI301). THE FOLLOWING NOTES ARE PROVIDED FOR USE AS A GUIDE TO ALL REQUIREMENTS. MATERIALS FOR CONCRETE: A. CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: • PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM C-150-07). • PORTLAND BLAST -FURNACE SLAG CEMENT ORPORTLAND-POZZOLAN CEMENT, "SPECIFICATION FOR BLENDED • UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE I OR TYPE 11, ASTM C-150-07 • THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. B. ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER. C. WATER: • MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR WATER SPECIFIED IN ASTM C-94/C94M-07. D. AGGREGATES: • AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C-33-03). • FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE INGREDIENTS. EACH SIZE OF COARSE AGGREGATE, A WELL AS THE COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO THE APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE ASTM SPECIFICATIONS. 2. PROPORTIONING: A. GENERAL: CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS. B. STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OF THE CONCRETE (F'c) FOR EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A DIFFERENT TEST AGE IS SPECIFIED. CONCRETE CURB 2500 PSI CONT. FTG'S 3000 PSI PAD FTG'S 3000 PSI DRYPACK OR GROUT FOR BASE PLATES 4000 PSI C. SLUMP: UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 IN. OR LESS IF CONSOLIDATION IS TO BE BY VIBRATION, 5 IN. OR LESS IF CONSOLIDATION IS TO BE BY METHODS OTHER THAN VIBRATIONS. WATER CEMENT RATIO IS TO BE 0.5 MAX D. MAXIMUM SIZE OF COARSE AGGREGATE: THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN ONE -FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, ONE-THIRD OF THE DEPTHS OF SLABS, NOR THREE -FOURTHS OF THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS. THESE LIMITATIONS MAY BE WAIVED IF, IN THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. E. ADMIXTURES: IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: 1. THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY WEIGHT OF CEMENT. THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BY THE METHOD DESCRIBED IN AASHTO T260. 2. FOR PRESTRESSED CONCRETE AND FOR ALL CONCRETE WHICH WILL CONTAIN EMBEDMENTS OF OR REMAIN IN CONTACT WITH ALUMINUM OR GALVANIZED METAL, IT SHALL BE DEMONSTRATED BY TEST THAT THE MIXING WATER OF THE CONCRETE, INCLUDING THAT CONTRIBUTED BY THE AGGREGATES AND ANY ADMIXTURES USED, WILL NOT CONTAIN A DELETERIOUS AMOUNT OF CHLORIDE ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE PROVIDED. 3. ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. PLUMP ENGINEERING INC. CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com 4/29/19 J Z V f CW V uj > W Wi O c 45 O l ^� E < a � v N CV C�J REVISIONS F. SELECTION OF PROPORTIONS: FOR CITY SUBMITTAL THE PROPORTIONS OF INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE 3/8/19 WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION PLAN CHECK EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE 1 412212019 OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. 4. CONCRETE FLOOR SLABS ON GRADE SHALL BE 4" THICK (UNLESS OTHERWISE NOTED). SLABS WHICH ARE TO RECEIVE RESILIENT FLOORING CARPET OR DESIGNATED TO REMAIN EXPOSED SHALL BE TROWELLED SMOOTH. CONTRACTOR SHALL PROVIDE CONTROL JOINTS WITH A MAXIMUM AREA BETWEEN JOINTS OF 400 S.F., UNLESS OTHERWISE NOTED. MAXIMUM RATIO OF LONG SIDE TO SNORT SIDE SHALL BE 1-1 /2 : 1. 5. ALL REINFORCING STEEL, WIRE MESH, ANCHOR AND OTHER INSERTS SHALL BE SECURED IN POSIT ON R®-VII$ri1lYEGLF6RiE BUILDING OFFICIAL PRIOR TO PLACING OF CO ODE COMPLIANCE •� APPROVED ,IUN 10 2019 City of Tukwila� BUILDING DIV1Si t Gm'�1/�12(�e i �tants N W E- Z J Q W z 'Wn V oar•: 4/28/19 soap: � v Prajeat rvumaer: 1902097 h SHEET NUMBER 00 00 O� >Q D I- City of Tukwila� BUILDING DIV1Si t Gm'�1/�12(�e i �tants N W E- Z J Q W z 'Wn V oar•: 4/28/19 soap: � v Prajeat rvumaer: 1902097 h SHEET NUMBER 00 00 O� >Q D I- SPECIAL INSPECTION SPECIAL INSPECTION BY A DEPUTY REGISTERED INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE PROVIDED FOR THE FOLLOWING: (UNLESS NOTED OTHERWISE.) SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING: NO SPECIAL INSPECTION REQUIRED ❑1. PLACEMENT OF ALL CONCRETE WITH Pc OF GREATER THAN 2,500 PSI ❑2. BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. ❑3. SPECIAL MOMENT -RESISTING CONCRETE FRAME. ❑4. REINFORCING STEEL AND PRESTRESSING STEEL TENDONS. ❑ 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. ❑ 4.2 DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION BY ITEM 1. 5. WELDING ❑ 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: • WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. CONTINUOUS INSPECTION IS NOT REQUIRED FOR: • SINGLE -PASS FILLET WELDS NOT EXCEEDING 5116' • FLOOR AND ROOF DECK WELDING • WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEMS. • WELDED SHEET STEEL FOR COLD -FORMED STEEL FRAMING MEMBERS -SUCH AS STUDS AND JOISTS • WELDING OF STAIRS AND RAILING SYSTEMS ❑ 5.2 SPECIAL MOMENT -RESISTING STEEL FRAMES. • NON-DESTRUCTIVE TESTING IS ALSO REQUIRED. ❑ 5.3 WELDING OF REINFORCING STEEL. ❑6. HIGH STRENGTH BOLTING 7. STRUCTURAL MASONRY ❑ 7.1 OTHER THAN FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY, DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS. ❑ 7.2 FOR FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION, AND DURING ALL GROUTING OPERATIONS. ❑ 8. DURING MIXING AND PLACING OF CLASS B REINFORCED GYPSUM CONCRETE. ❑ 9. DURING APPLICATION OF INSULATING CONCRETE FILL WHEN PART OF A STRUCTURAL SYSTEM. ❑ 10. SPRAY APPLIED FIRE PROOFING. ❑ I]. PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST -IN -PLACE DRILLED PILES OR CAISSONS. ❑ 12. SHOTCRETE. DURING THE TAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. ❑ 13 SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH -WORK EXCAVATIONS, GRADING AND FILLING OPERATIONS INSPECTIONS ARE TO SATISFY REQUIREMENTS OF THE GRADING SECTION OF THE CODE. ❑ 14. SMOKE CONTROL SYSTEMS. SEE ARCHITECT FOR ADDITIONAL INFORMATION IF REQUIRED. * REFER TO 2015 I.B.C. ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: ❑ A VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFORMANCE WITH THE SOILS INVESTIGATION REPORT. ❑ B. VERIFY THAT THE FOOTING EXCAVATIONS EXTEND TO THE PROPER BEARING STRATUM. C. ALL EXPANSION ANCHOR INSTALLATIONS INCLUDING CLEANOUT AND TORQUE TEST. D. ALL EPDXY ANCHOR SYSTEMS INCLUDING CLEANOUT AND INSTALLATION. ❑ E. PLACEMENT OF ANCHOR BOLTS FOR COLUMNS PRIOR TO PLACING CONCRETE. THE PERMIT APPLICATION SHALL RETAIN A RESPONSIBLE ENGINEER APPROVED BY THE BUILDING OFFICIAL TO ENSURE THAT: A ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE INSPECTED BY QUALIFIED DEPUTY INSPECTORS APPROVED BY THE BUILDING OFFICIAL; AND ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED PLANS ARE BROUGHTTO THE B ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF NOT CORRECTED, REVISED DESIGNS TO OVERCOME THE DEFICIENCY SHALL BE PREPARED BY THE DESIGN ENGINEER OR ARCHITECT OF RECORD FOR APPROVAL BY THE BUILDING OFFICIAL; AND C ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH APPROVED PLANS, SPECIFICATIONS, AND CITY ADOPTED CODES. A FINAL INSPECTION REPORT, SIGNED BY THE SPECIAL INSPECTOR AND THE RESPONSIBLE ENGINEER, IS SUBMITTED TO THE BUILDING OFFICIAL UPON THE COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT MUST CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS, SPECIFICATIONS AND APPLICABLE CITY CODES INCLUDING ANY AUTHORIZED CHANGES TO THE PLANS. ABBREVIATIONS A.B. ANCHOR BOLT ABV. ABOVE A/C. AIR CONDITIONING ALT. ALTERNATE Q BLOCK LU I BLK, BLOCK BLK'G BLOCKING ARCHITECTURE & ENGINEERING B.M. BEAM a division of Plump Engineering, Inc. B.N. BOUNDARY NAIL 9 1 4 E. KATELLA AVENUE C CAMBER ANAHEIM, CALIFORNIA 92805 CENTERLINE P (714)385-1835 F(714)385-1834 C.J. CEILING JOIST ` w—plumpgroup.com CONC. CONCRETE CONT. CONTINUOUS D OR d NAIL PENNY DBL. DOUBLE DF. DOUGLAS FIR DFPT DOUGLAS FIR PRESSURE TREATED ties �g'�Yy ��pq O DIAMETER •®H�i.+� S�aLleam,�.. DO REPEAT FRAMING E.F. EACH FACE ELEV. ELEVATION EQ. EQUAL PROCON DEVELOPMENT EQUIP. EQUIPMENT E.W. EACH WAY 4522 Katella Ave. E.N. EDGE NAIL Los Alamitos, CA 90720 (E) EXISTING EXT. EXTERIOR Stamp: FLR. FLOOR �0D. A. p� F.O.B FACE OF BEAM G p4 WASy/ F.O.S. FACE OF STUD FTG. FOOTING F.G. FINISH GRADE F.V. FIELD VERIFY 34218 't GA. GAUGE o,,�S9F0jSTF.RS"���``� GALV. GALVANIZED S7pNA L ECG EXP. GLB. GLUE LAMINATED BEAM 03/'9zn HIER. HEADER 3/26/19 HORIZ. HORIZONTAL "a�Y,+y WRIm.'d INT. INTERIOR F ERTe'Paa "om, JST. JOIST �r c�i`�rctmcm MAX. MAXIMUM RichaFCIT�4tl � MECH. MECHANICAL �. �- k amn",ormia MIN. MINIMUM (''n'413es1M N.T.S. NOT TO SCALE �`"ps" "? O.C. ON CENTER OPNG. OPENING 03/26/2019 R.R. ROOF RAFTERS REINF. REINFORCING R.O. ROUGH OPENINGS t SHGT. SHEATHING tV) SQ. SQUARE STD. STANDARD SPECS. SPECIFICATIONS T&B TOP & BOTTOM ^ T&G TONGUE & GROOVE V) TYP. TYPICAL tW U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL WD WOOD W/ WITH n/ W.W.F. WELDED WIRE FABRIC W > LU WV co o m °- 00 01 E Q Q > Q O o V)/ �! E c : N• O no ♦ d N o_ REVISIONS FOR CITY SUBMITTAL. 318119 REVIEWED FOR CODE COMPLIANCE APPROVED I JUN 10 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 3 2019 PERMIT CENTER !11112197 UMBER Q 20'-1" 20'-0" 201-0" L 2U-W 40'-0" 20'-0" 20'-0' 40'-0" 40`9' L 40'-0" L 40'-0" ;7 _ 1 I I 20 21 22 23 24 25 ( I I I I I ❑❑❑❑❑ ❑❑❑❑❑ i❑ I 0—E ❑ ❑❑ I III II ❑❑! I❑❑❑❑❑❑�� ❑❑❑❑❑❑❑❑❑ ❑� h �� ❑❑❑I❑ ❑L1❑❑❑❑❑ ❑ �1C❑❑N❑❑ [ 7_❑ ❑❑�❑❑�❑ ❑❑ �❑ ❑❑ + ❑ ❑ ❑C7-1❑❑❑❑C—HH ❑ ❑❑ ❑❑� ❑❑❑❑❑❑❑ ❑❑❑I�❑ i ❑❑'�❑ ❑❑❑❑❑❑❑❑❑'❑ ❑LI1-00D n�� ❑❑❑❑❑ 1❑ ❑❑❑❑1 ❑❑❑�,7 I❑ ❑❑❑❑ JI ❑❑❑ i�l I ❑❑ I ❑❑❑ ❑i ❑❑❑❑❑ ❑❑❑❑❑ ❑❑❑❑❑ ❑ ❑❑C❑❑❑❑❑D ❑❑ I❑❑❑❑F Fffi ❑❑ ❑ ❑❑❑❑I J❑� ❑I❑ OH � I I I I ❑❑❑❑❑[ ❑ 7 I a �� KPH RR I o (;: — I I I t I � I II 3 o o �— ED C ❑ ❑L� ❑Thl ❑❑ ❑i �u❑� L❑ ❑I 1AT❑ E T__❑ I _I 'III❑ _' _❑❑❑ ❑❑ _7❑❑ J ❑❑L❑❑❑_ ❑❑ C❑ J ❑❑❑❑ 7�❑❑❑ ,❑❑ ❑❑ � FJ I I I I ki7GlLi A I I � d o e ���f�"����'�j{j� Sunp c mr I Y Y ❑ - ❑u I _❑❑C I❑❑❑❑❑ ❑❑I�0001 ❑ ❑� ❑❑❑!_ ❑ ! ❑❑❑❑❑❑ L I ❑❑❑❑❑❑ ❑ ❑❑ H, 1❑ i� Il t li I O I I I I I I (� ��jjII �J - Sugor 3i #1 I SI (I I ❑❑❑❑ `�[ Gi.. y _ a❑I� N conk ❑ ❑ ❑ .. LI II ❑ V', I ❑' sngor '" ❑ Tank Ucn�er O Tank � ,•• \ I � ° �❑[__i❑❑ I 7 �ym, 1 fi — --- P / REA OF WORK t❑❑❑CI❑ I si< ❑` i C ❑❑❑❑It�l OI L ❑❑❑J7=, ❑ II ii I i � I o Coo in9 tov � +•"^ o 0 o —_ 9 Ong ❑ } .I � CO2and Sugar Delivories 48 47 46 45 44 �43 �42 41 40 39 38 37 36 35 34 33 3 - -- -- -- -- -- - -- --- J REVIEWED WED FOR )DE COMPLIANCE APPROVED JUN 10 2019 City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWIL€ APR 0 3 2019 PERfAIT CENTER NORTH LAN A �ALE: - 0'-0„ PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: APR D. A. AC Cl p� WASy Gym 0 P� y 34218 0NA Li o3/te/zo 3126/19 03/26/2019 1 J Z rWry V ry >00 W W 0ryry0�� O co a Q coCL N W rn E < > Q m o V) J O Q a V) N REVISIONS FOR CITY SUBMITTAL 318/19 Z Q J CL w V) 6 h „aems: CR 3/26/19 mar: 1902097 SHEET NUMBER S100 ill Hel � Q 17.7 114" 28'-10 3/4" 9`11 1 /4" 6'-0' 4 Eff-IR 5300 nc PLUMP ENGINEERING INC. 10 (•�__ _______________ R -- CONSULTING ENGINEERS STRUCTURAL. MECHANICAL, PtUMSING 5 5300 5 TYP• 5300 v 5 52t70 (N) dxb HDR- INJ-6x6 HDR--- -- - _ _ _ _ _ I I II I J _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 5 5200 P. _ _ — _ ( ( 3 5 3A x 1 5300 5300 5300 ' L- C cam! CEILING N ELECTRICAL, CIVIL SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHE9M, CALIFORNIA 92805 P (714) 385.1835, F (714) 385-1834 5200 (-- II - -� - W.Vw.peicG.cOm � I I I U 4A 5300 r I I 4'i,15 4x6 BLKG, TYP. 4 I 5300 S M. 4 16"RBD-145 ® b" O.C. :o L'' 5300 I ( I S3GD SY ^ 2x6 BLK'G, (N) AHU-1 AROUND S M. 5 53800 - 5300 y I I I I WT: 400# OPENING, TYP. I ( ( I I I I I I (N) Cu•i MAX. wT:57# L - - J - - I I I i ( t Stomp: I ( I PRDA.p WAS I I ) I i - — I I L----_--_- _.___.-_- L------------------- I I - ---------- - I I II � 5 _-_-_ ) 5300 ---' m I -L ------- ----- ---1 4 3 5300 5300 �Q. 4., '9 34278 4 9FC/STER����`"� 5300 I 3 4 5/8'T.&G. PLYWOOD (N)fENCE 5/8"T.&G. 6 10NAL E� oylIX%zo 53W 5300 SHEATHING W/ICd@4"B.N., 6" E.N. & 10" F.N. SEE OUTLINE SEE 11 5300 PLYWOOD SHEATHING W/1Od 04"B.N., 6" E.N. & 10' F.N. SEE .19 5181.&G. 27-10' S2W 23'-71/4' 5200 PLYWOOD SHEATHING W/ LOCI @ 4" B.N., 6" E.N. & I U' F.N. SEE 5200 STORAGE ROOM CEILING PLAN C LAB SECOND FLOOR FRAMING PLAN B z ALE SCALE• W 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND Y 40'-0" Y 20-0' 51'-5 1/4" CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 2. HEADER DETAIL. SEE 5200 3'•B 11T 7-41/2 4'-0" 2-6E/2 2Y-4117' 4'-0" 11-6" Z-8" N-al 3'-31/4" uj 3. SILL FRAMING DETAIL SEE S2W 1 OTHPREFAB STAIRS 5300 (BY ERS) W uj 2 4. TOP PLATE SPLICE DETAIL SEE 5200 6 � � g � CD DO 1 6 5300 5300 6 5300 5300 c m ` 'E'4% 5. LEDGERS TO BE SPLICED PER 52200 Q ` J s� v< 6. STUD NOTCHING DETAIL SEE S b+bQ �J i E < Q 7. ALL STRAPS TO USE IOdNAILS. 8. DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING, SEE DETAIL(- i 5200 g30p . • )6' CONCRETE SLAB 2 P S300 TY� 1 S3C0 1 `c CN '-- REVISIONS 9. FLOOR DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN - - N FOR CITY SUBMITTAL 3AV19 OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS, FLOOR SHALL HAVE Q PLAN CHECK i 4I2/2019 TONGUE AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL 1 6 6 N iv CONFORM WITH TABLE 2304.8(1). 5300 5300 5300 7- 10. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR J GALVANIZED BOX. 11. ALL BOLT HOLES SHALL BE DRILLED I/37'TO 1/16'OVERSIZED. 33� Z z FRAMING NOTES Y G 5300 - — 5300 — _ z :�i 4 <L -U w CL LI_ Op O O PREFAB STAIRS J (BY OTHERS) REVIEWED FOR LL-LPL.. 12'-101/4" 14'-53/4" 7/ " 3'-0' 9'-7118" 10'-21/4" CODE COMPLIANCE WQ � 5V-51/a" APPROVED Do p NOTES: 9 JUN 10 2019 co < W rrWa<I°081 CR 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS - J to PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. qp City, of Tukwila 2 2. (E) INDICATES EXISTING CONSTRUCTION. 5300 IN)6"CONC. CURB BUILDING DIViSI L Pra7edNu- 1902097 3. IN)- INDICATES NEW CONSTRUCTION. SEE 12 5300 SHE ETNUMBER NORTH LAB BASE FLOOR PLACALN S101 CONSTRUCTION NOTES X 1/4"=1-0 RCvtajyscc and Ap i"uVCCi $CI' ubsta tiai �+��wOt15 Mp't`�tICB /� a�fi5 Dalm- NOT USED ( 1: WEB STIFFENER ATTACHMENT - NAIL QUANTITIES RED-145 TM RED-165 TM RED-190 TM AND RED-190H TM RED-190HS TM JOIST 8d (2 1/2") NAILS 8d 12 1/2") NAILS 16d (3 1/2") NAILS 16d (3 1/2") NAILS DEPTH END OR INTERMEDIATE END OR INTERMEDIATE END INTERMEDIATE END OR INTERMEDIATE 9 1/2" 3 - - - - 117/8" 3 3 3 1 3 4 14" 3 5 3 3 6 16" 3 6 4 4 6 18" - 7 4 4 8 20" 8 5 5 10 22" - 9 6 11 10 2C - 10 6 13 12 26" - 11 7 14 14 28" - 12 8 15 14 30" - 13 8 17 16 32 18 WEB STIFFENER SIZE AND MATERIAL FLANGE WEB STIFFENER SIZE WEB STIFFENER MATERIAL WIDTH SHEATHING (WITH FACE GRAIN VERTICAL) THAT MEETS 1 3/4" 5/8"x2 5/16" THE REQUIREMENTS OF PSI OR PS2 SHEATHING (WITH FACE GRAIN VERTICAL) THAT MEETS 2 1 /2" I"x2 5/16" THE REQUIREMENTS OF PSI OR PS2 3 1 /2" 2x4 CONSTRUCTION GRADE OR BETTER A SNUG FIT <¢� N Z i d z a A VIEW "A -A" N (1} 1 1/2" (TYP.) W/ 2x4 SOLID SAWN LUMBER WEB STIFFENERS. (2) NAILS MAY BE DRIVEN FROM ONE SIDE ONLY. TRUSS BLOCKING ► 1( 40% MAX. STUD WIDTH NOTCH 25%MAX. STUD WIDTH NOTCH 5/8" MIN. EDGE DISTANCE 60%MAX. TYP. ALL STUD WIDTH STUDS BORE 0 40% MAX. STUD WIDTH BORE NON-BRG, STUDS EXT. & BRG. STUDS NOTE: NOTCH & BORING NOT TO OCCUR IN SAME STUD NOTCH / BORE �a OF STUD 2x4 2x6 25% _ 7/8'_ 1 3/8" 40% 1 3/8' 2 1 /W 60% 2" 3 1 /4" NOT USEP4 9 STUD NOTCHING 6 2-2x TOP PLATES (6) 16d NAILS 2x CRIPPLES @ 16" O.C. FOR HEADER OVER OPN'G. SEE PLAN FOR SIZE 4x10 / 6x8 AND LARGER FOR NAILING SEE HEADERS USE 2-2x JAMBS. W/ GEN. NOTES I Od @ I T O.C. (1) STUD FOR INTERIOR WALLS OR END POST AT PLYWOOD (2) STUDS FOR EXT. SHEAR PANEL WHERE WALLS OCCURS WITH E.N. W/IOd@12"O.C. NOTE: STUDS SHOWN ARE FOR INDICATION ONLY. ACTUAL LOCATION TO SUB CONSTRUCTION REQUIREMENTS. (MAX. SPACING @ 16" O.C.) NOT USED 8 HEADER FRAMING 5 WINDOW /— 2-2x SILL PLATES 4x BLK'G. (])STUD FOR — INTERIOR WALLS OR (2) STUDS FOR EXT. WALLS W/ Iod @ 12" O.C. SIMPSON'ST6236' EA. SIDE OF WALL PROVIDE SIMPSON A34 FOR 2x4 STUDS AND A35 FOR 2x6 STUDS, T.&B. 4x10 / 6x8 AND LARGER HEADERS USE 2-2x JAMBS. W/ 1 Od @ 12" O.C. NOT USED 7 SILL FRAMING 4 4'-0" MIN. 4'-0" MIN. % JOINT It JOINT T JOINT I I PLATE I SIZE & NUMBER OF BOLTS, SEE SCHEDULE — NAILS SEE SCHEDULE ! 1 1 /2" TYP/2" TYP.i 3", 6" 6" 3" 16d @ 6" MIN. TYP. � I MINI MINI I / 12 GA x PLATE WIDTH SPLICE STRAP BETWEEN PLATES AT JOINT NAIL SPLICE SCHEDULE TYPE NO. NAILS OR BOLTS EACH SIDE OF JOINT PLATE SIZE VALUE A 8-16dNAILS 2-2x 1354 B 12 -16d NAILS 2 - 2x 2707 C 18 - 16d NAILS 2 - 2x 4061 D 27 - 16d NAILS 2 - 2x 5414 E 36 - l 6d NAILS 2 - 2x 8122 RAPPER LAMING NOTES DGER TYPE STRAP NAILS -END LENGTH VALUE F CS14 30-10d 18" 2490 G ST6236 40-16d 19, 3845 H CMSTC16 50-16d 24" 4585 I CMST14 66-10d 36" 6490 J CMST12 86-1Od 48" 9215 BOUNDARY NAILING (B.N.) FOR SIZE AND SPACING OF RAFTERS SEE PLANS TYP .INTERMEDIATE NAILING (F.N.) @ 12" O.C. 2x4 MIN. FLAT BLK'G. AT UNSUPPORTED EDGES, W/ BOUNDARY NAILING. STAGGER JOINT OF PLYWOOD 3/8" MIN, I' EDGE DISTANCE FOR NAILS I' 1.m I�1Y�'V/L'.MI (� y 1 ■ LU R ry ARCHITECTURE & ENGINEERING a division of Plump Engineering, Inc. O 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 0 P (714) 385-1835 F(714)385-1834 0 www.plumpgroup.com s d.' ,may C i Da3AT ,�F14II+7I11Ciir'.. tt19 ;THC. PROCON DEVELOPMENT - 4522 Katella Ave. g Los Alamitos, CA 90720 Stamp: 0 r: 3126l19 DPt"M by Ri-4 s f E Rkh d�!,R'PffiPe:ca mrM1 I mp Et1¢Ineer n6.l� •, z Richard F unp�p mP L p(31MEn9lneenn9. P `�Rem'�o IgY4�seWhord As z •1 a rt s k�E�a)aes.iafs L 03/26/2019 U Z W V I..L W V oc) o U-j 00 m �.�' m 0 - E < > < _ a V) —J E < < Q 0 _ N T v) 0 +v a REVISIONS FOR CITY SUBMITTAL 3019 LONG DIM. OF � R PLYWD. TO RUN CODE I WED FOR I OWILtANCIE'Q J PER- A31ROVED PENDICULAR T JOIST l j Q J 4102019 Q Cit PLYWOOD gUIL SHT'G. f Tu U I G DIVISION — BEARING WALL ~ N _ Project Manager. ,,,., 3126/19 $cale: ftjed Number: 1902097 y SHEETNUMBER Aft WALL ABOVE Cap 3A GLAZING PER ARCH'L. SEF/-7-'\ "`.���••��✓/// PLUMP ENGINEERING INC. E.N. CONSULTING ENGINEERS STRUCTURAL MECHANICAL PLUMBING 2-2x TOP PLATES PLYWOOD PER PLAN ELECTRICAL. CIVIL SURVEYING, ARCHITECTURAL B.N. B.N. 914 E, KATELLA AVENUE PLYWOOp PER PLAN FULL HEIGHT f ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-183d 2x6 STUDS B I O.C. TRUSS B KG (TIGHT FIT) TRUSS BLOK•G .peicG.com #4 CONT. SIMPSON'SEt-XP' #4 Q 18" O.C. W/X[N)CONC. E•N.. P.T. SILL W/ 1 /7Y M!' E.N(ICC EPDXY CURB #2508}ER PLAN 3-1(TEMBEDE) REDHEAD TRUBOU+• 518"T7-11 PLYWOOD (ICC #3772) SPECIAL INSP. REQ'D PER PLAN CONC. SLAB 2-2x TOP PLATES 2X PER PLAN SIMPSON'A35'0 24" O.C. W/ IOd @ 4" E.N. & 17' F.N. 2-2x TOP PLATESTRUSS 2x BLK'G ® 4WO.C. 5/8"T1-11 PLYWOODW/'A35' EA. ENp 5!8T1-11 PLYWOOD E.N.'A35'�24"O.C. W/10d@,VE.N. ?x6®16"O.C. E.N. PER PLAN.S�B &1Z'F.N. & 17' F.N. 2x6 STUDS @16"O.C. �II.Ll III T S omp: na CURB DETAIL 12 FRAMING DETAIL 9 WALL @ WINDOW 6 FRAMING DETAIL 3A/3 B10M18 B.N. PLYWOOD PER PLAN FENCE POST @ 3'-7' O.C. PER ARCH'L 2x6 @ 16" O.C. 6 BENT PLATE W1 FULL HEIGHT TRUSS BLK'G POST PER PLAN (8) 1 (8) i l4"0x5" LG. 'SDS' 11T PLYWOOD W ( 2x P.T. SILL W/ (TIGHT PR) SCREWS A B A (ICC #2236) O, to I lOd (9) 4" E.N. & 1T F.N. (2) 16d @ 16" O.C. PLYWOOD PER PLAN BASE PER PLAN W)5/8LT+' REDHEAD U E.N. E.N. 13" - TRUSS PER PLAN pCC #377 (ICC SPECIAL INS SPECIALINSP. REQ'D *- 2-2x TOP PLATES SECTION "A -A" B II 6x60LK'G SIMPSON'A35' @ 24" O.C. u (E)GONG. SLAB ' ^ PER PLAN W 5/8"11-11 PLYWOOD W/IOdQ4"FN. ' �,. io th.l -T TRUSS BLK'G. PER 10 & 17F.N. �IIIIIIIII�I' TYP. S26O 2x6 STUDS HDR. PER PLAN Cie SECTION "B-B" 2x6 Cal T 6" O.C. E .N. @ 161, O.C. W TRUSS PER PLAN 21 BLK'G ®1 b" O.C. TRUSS PER PLAN W/'A35' EA. END DOOR OR GLAZING > W W � � wcoM Cco N cc,//, W " Q. \\ >D Q > I— O ?> FENCE ATTACHMENT DETAIL 11 BLK'G DETAIL 8 FRAMING DETAIL 5 POST @ SLAB 2 E QT < Q c N • o ..L �i REVISIONS FOR CITY SUBMITTAL 31&19 WALL ABOVE ® 4A SEE/17`�\ Q PLAN CHECK A712l1019 iv1 B,N. B.N. aBLK'G W/ PLYWOOD PER PLAN 'A35' ®16" O.C. PLYWOOD PER PLAN 5/611-11 PLYWOOD W/ 2x6 STUDS @16"O.C. f7�� 70d ®4" E.N. & 17' F.N. 2x6 STUDS 16" O.C. FULL HEIGHT / 1 V) E.N. E.N. TRUSS BLK•G (TIGHT' FIT) P.T. SILL W/ 5/6'OX7' REDHEAD TRUBOLT+' Q 2x P T SILL W/ PLYWOOD PER PLAN (2) 16d ®EA. TRUSS 5/8" T1-11 PLYWOOD ® 49O'C• (ICC #3772) W 2X PER PLAN E.N. ----- W( 1 Od ® 4" E.N. SPECAL INSP, REQ'D 2-2x TOP PLATES & 1z, F.N. J 2-2x TOP PLATES TRUSS PER PLAN < 5/8' T1-11 PLYWOOD W(i Od ®4" E.N. SIMPSON'A35' @ 24" O.C. E.N (PE) PONNN • SLAB & 1 T F.N. 2x6 @ 16" O.C. 5/8" 71.11 PLYWOOD 1- wnod®4' eN. REVIEWED FOR ( ) & 1z' F."' CODE COMPLIANCE TRUSS PER PLAN 2x6 duos ° = APPROVED JUN 10 2019 PIMRa; GR Dale: &04„9 ti City of Tukwila ""°""""°B 17 BUILDING DIVISION t SHEETNUMBER FRAMING DETAIL 10 FRAMING DETAIL 7 j FRAMING DETAIL 14A/41 WALL @ SLAB 1 S300 WALL ABOVE @ 3A SEE/-7"\ GLAZING PER ARCHT. PLUMP ENGINEERING INC. E.N. CONSULTING ENGINEERS STRUCTURAL. PLUMBING. 2-2x TOP PLATES PLYWOOD PER PLAN ,,MECHANICAL, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL B.N. B.N. ' 914 E. KATELLA AVENUE PLYWOOD 'Y PLYWOOD PER PLAN FULL HEIGHT — TRUSS RLK'G; ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 2X6 STUDS@ 16" O.C. (TIGHT FIT) TRUSS BLK'G A2 wv�,pelcci,, om #4 @ 18" O.C. W/ #4 CONT. SIMPSON E.N.. P.T..SILLW/ I /Z-Ox7" PER 10 E.N. EPDXY (N) CONC. CURB , REDHEAD'TRUBOLT+' (ICC #250 S) PER PLAN - EMBED 3-1/2 LAB (E) CONC S (4 5/8" TI I I PLYWOOD ([CC #3772) 1 W/ 10� SPECIAL INSP. REQ'D @ 4" E.N. 2-2x TOP -TRUSS PER PLAN PLATES 11 1 , I I 4 IX PER P 2-2x TO 2X PER PLAN P PLATES SIMPSON'A35'@ 2 "O.c. //2\ & 17, F.N.x CONC. SLAB BLK'G @ 46'0.C. 5/&'Tl,l I PLYWOOD—'�'� W/ 'A35' EA. END W/ I od @ 4" E. 5/8r- TI-I I PLYWOOD-1 W1 lOd @,f' E.N. 2X6 @ 16"O,C� & I TRN. (E) E.N.--\"PER PLAIN & ITF,N. 'A35'@ 24" O.C. 7��� A 2x� STUDS 2 @ 16" O.C. IT `I? SEPARATE PERMIT SEPARATE JL+-L IRED FOR: F! d I Sit ob �Olum bing Stomp: qr Gas Piping V City of T' a 1 City of TWwAa i,, D BUILDING DIVISION WAS"91 CURB DETAIL 12 FRAMING DETAIL 9 WALL @ WINDOW ] FRAMING DETAIL 13A/3 -�-b 34218 p -lu A L El 1/8 03 19� 22 7106/20 I J4"x2-1/2" SQ PLATE HEM W/ 9/16XVVERTICALLY a SLOTTED HOLE & 1/70 LAGSCREW No changes snail Pe made to Me v= B.N., of work without Prior approval of M SECTION "C�C" B F B C F� F, PLYWOOD PER PLAN Tukwila Building DrInwon. NOTE: Revilum wit recluoid, a nw om submiditil and may mcluft addilidnal W= L2x2x]/B C 2xil @ 1VO.C. (MAX. LENGTH: T-Ti FULL HEIGHT I/NT SQ. CAP PLATE 1-114!' STD HORIZONTAL 0 1 ilk, PLYWOOD W/ 2x 2x P.T. SILL W/ IOd @ 4" E.N. & I T (2) 16d @ I 4'0.C, TRUSS BLk'G (TIGHT FIT) 3 SIDES PLYWOOD PER PLAN E.N. 1/8 2-1/Z'STD POST @ 9'- 9" O.C. MAX PER MFGR < E.N. I TRUSS PER PLAN 2X6 STUDS @ 16" O.C. Z (MAX HEIGHT: IT-9) 2-2x TOP PLATES -11� 1/4" BASE PLATE SIMP,SON'A35'0 24" O.C. A2 P.T. SILL W/ 5/9'0 THIRD ROD 0 48" O.C. W1 SIMPSON PER MFGR W1 'SET-3G'EPDXY V) 1/8 A A (4) 1 /70 M.b. kA 5j8r'T1-I I PLYWOOD (]CC #4057) Uj SECTION "B-B" A2 5/TT I-] I PLYWOOD W/ 10d 0 4" E.N. W/ 10d @ 4" E.N. SPECIAL INSP. REQ'D & ITF.N. (N' EMBED) 48 FLAT BLK'G IN BETWEEN TRUSSES TRUSS BLK'G. PER t-'I � C;3 o TYP. & ITF.N. (E) CONC' SLAB E.N. PER PLAN < k: �V 2x6 STUDS HDR. PER PLAN -- E.N. TRUSS PER PLAN 2XBLK'G @16"O.C. \-TRUSSPERPLAN @ 16!'O.C. ry W/'A35'EA. END GLAZING Iill —D I i-- LU -F�-1 WCO I ilt 3/4` 2X6 @ 16'O.C. L: I 00 0 CL �0- SECTION "A -A" tCo C 0, A4 Q) E < < 0 >0 V) FENCE ATTACHMENT DETAIL 11 BLK'G DETAIL 8 FRAMING DETAIL 5 ADUL ANCHORS @WALL 2 E- Z 0 C14 u C CV Z) V) C) FIL 0P-Vo. P...... !A- )10L- REVISIONS Plan review approval IS Subj=tO erm!"S 8110 FOR CITY SUBMITTAL omissions. Approval of constrimlion documents ISM 3/8119 WALL ABOVE @ 4A SEE /'-7--,� not authorize the violation of any adopted Code Or ardinance Receipt of approved Field Copy and PLAN CHECK IL 4/22J2019 BY FIELD REVISIONS ZL BN B.N. powledged 9125/2019 BLK'G W/ PLYWOOD PER PLAN Date, CAY of TL-Ala FIELD REVISIONS 2/13/2020 z� A35- @ 16- O.C. 'PLYWOOD BVILDING DIVISION FIELD REVISIONS 2�1 611612020 PER PLAN 5/8" TI -11 PLYWOOD W/-- 2x6 STUDS @ 16', b.c. 10d@4'E.N.& ITF.N. 2x6 STUDS @ 16, O.C. FULL HEIGHT Zt E.N. FIT) P.T. SILL W/ 5/8"OxT < E.N.2x P.T. SILL W1 (TIGHT REDHEAD'TRUBOLT+- @ 4TO.C. /2X PLYWOOD PER PLAN (2) l6d @ EA. TRUSS 5/8" TI -11 PLYWOOD (ICC #3772) Z PER PLAN W/ IOd @ 4" E.N. SPECIAL INSP. REQ'D 2-2x TOP PLATES L & I TF.N. 2-2x TOP PLATES TRUSS PER PLAN < 5/8!'TI-11 PLYWOOD-/ N. W/ 10d @ 4" E.N. SIMPSON'A35'@ 24" O.C. A2 (E) CONC. PER PLAN SLAB 2X6 @ 16" O.0 s 1 2" E.N. 5/9' T1-I I PLYWOOD W/ 10d @,V'E E.N. U & 12" F.N. le ry - TRUSS PER LAN 2x6 S LIDS C. @ 16 O. I I i EVIEWED FOR 1-- V) - CODE COMPLIANCE APPRO VED CR 7108120 .2 1902097160i SHEETNUMBER Ity Of TUWIa BUILRtWDIVISION FRAMING DETAIL I. 10 1 FRAMING D'ETAIL'I.' 7 FRAMING DETAIL 14A/41 WALL @ SLAB 1S300 RECEIVED CITY OF TLJKVVILA SEP 02 2G'tJ DIO� PERMIT CENTER