The URL can be used to link to this page

Home My WebLink AboutPermit D19-0100 - SHASTA BEVERAGES - 2 STORY FACILITYSHASTA BEVERAGES, INC - BREAK ROOM 1227 ANDOVER PARK E Apn: 3523049072 FINALED 03/08/2021 D19-0100 111k��^�xx ^~� �7��°"^U�� w~n~� ��o vuum^�moo_ enCmf��rne�/ 115 6�O0Southcenter8ou|eva -'/ / Tu�m||a,VVashington9Q1Q �, n�nnp/�ne'u�,'�s�o ParcelNo: Address: Project Name: enCmf��rne�um{tw Development 6�O0Southcenter8ou|evantSube#1OU Tu�mUa,VVashington9Q1Q8 Ph*ne��8G~4�1'�6�U Inspection Request Line: 206'438'9350 Web site: http://m/xvm/.Tvkm/i|aVVA.Rox DEVELOPMENT PERMIT Permit Number: Issue Date: Permit Expires On: SHASTA BEVERAGES, INC - BREAK ROOM 35Z]O49O72 l2Z7ANDOVERPARK E Owner: Contact Person: Address: Contractor: License No: Lender: NATIONAL BEVERAGE CORP 8I00SVV10THST3TE4000, PLANTATION, WA, 33324 l9l6BONAJRDRSW, 5EATTL[,WA, 98116 OWNER AFFIDAVIT -ARTHU0 MANREHAN ''' SHASTA BEVERAGE INC 1227ANDOVERPARK E,TUKVVU\ WA, 98188 Expiration Date: DESCRIPTION OF WORK: CONSTRUCT ANEW ZSTORY FACILITY FOR RESTKOOW1S,LOCKER ROOMS, AND BREAK ROOM ONFIRST FLOOR AND CONFERENCE ROOM ON 2ND FLOOR. 1932SF PER FLOOR Project Valuation: $325,426,08 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKWILA Fees Collected: $9,618.74 Occupancy per IBC: Water District: TUKVV|L4 Sewer District: TUKVV|L4 Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VVACZ96-46R: Code: Public Works Activities: Channe|izuhon/Stripin8: Cu/b[ot/Acceo/S|dewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|ine/OvecizeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 8 Number: U No Permit Center Authorized Signature: qDate: | headbycertify that | 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 ofthis pemit does not presume tngive authority toviolate orcancel the provisions ofany other state orlocal laws regulating construction urthe performance ofwork. |amauthorized tosign and obtain this development permit 4nd ag.-N& to th� c.onditions attached to this permit. JU� ��_ ��d /� > �~ � � J U(lyv �L/ *~ Signature: Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers urbrackets shall besecurely anchored tothe mounting surface inaccordance with the manufacturer's installation instructions. Portable fire extinguishers having agross weight not exceeding 4O pounds (18kg) shall beinstalled suthat its top bnot more than 5feet (l5Z4mm)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 lEfeet (lO67mm)above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (|F[9O67and |F[ 906.9) 3: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall bealong normal paths oftravel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (|F[906.S) ]: 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 be emptied and subjected tothe applicable recharge procedures. /f the required monthly and yearly inspections ufthe 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) 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose"(ZA,l0BI)dry chemical type. The travel distance toany extinguisher must be7S'o,less. (|FC 9063)(NFPA10,5.4) 5: Egress doors shall bereadily openab|efrom the egress side without the use ofakey orspecial knowledge or effort. (|F[1OlD.1.9) G: Dead bolts are not allowed onauxiliary exit doors unless the dead bolt ioautomatically retracted when the door handle bengaged from inside the tenant space. (|F[Chapter 10) 7: Exit hardware and marking shall meet the requirements of the International Fire Code. (|F[Chapter 10) 8: Door handles, pulls, latches, locks and other operating devices ondoors required to beaccessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (|FC 1010.I.9.1) 9: 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 ionot immediately visible tothe occupants. Exit sign placement shall besuch that nopoint in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever isless, from the nearest visible exit sign. (|F[lOI3.l) 10: Every exit sign and directional exit sign shall have plainly legible letters not less than inches (15I mm) high with the principal strokes nfthe letters not less than O7S inch (l9.lmm)wide. The word "EX|T"shall have letters having awidth not less than 2inches (5lmm)wide except the letter ''i'',and the minimum spacing between letters shall not beless than 0.375inch (9.Smm). Signs larger than the minimum established in the international Fire Code shall have letter widths, strokes and spacing inproportion totheir height. The word "EXIT" shall be in high contrast with the background and shall beclearly discernible when the exit sign illumination means isorisnot energized. |fanarrow isprovided xspart ofthe exit sign, the construction shall besuch that the arrow direction cannot bereadily changed. (|F[l01l6.1) 11: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (|F[l0lO.I,l0) 12: Exit signs shall bpilluminated atall times. Toensure continued illumination for aduration ofnot less than 90minutes incase ofprimary power loss, the sign illumination means shall beconnected toanemergency power system provided from storage batteries, unit equipment or on -site generator. (|FClU13.63) 13: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (|FC2OV4.3) 14: Emergency lighting facilities shall bearranged toprovide initial illumination that batleast anaverage ofl foot-candle (l1lux) and a minimum atany point ofO.lfoot-candle (llux) measured along the path of egress atfloor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and aminimum atany point ofO.06foot-candle (O.6lux) atthe end of the emergency lighting time duration. 4 maximum -to -minimum illumination uniformity ratio of 40 to I shall not be exceeded, (|F[l0U83.5) 18: 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 oradded to. Alterations to fire protection systems shall bedone inaccordance with applicable standards. (|F[9Ol.4) 16: Sprinklers shall be installed under fixed obstructions over, 4 feet (1.2 m) wide. (NFPA13'8.6.S.I3) 15: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval ofdrawings prior tninstallation ormodification. New sprinkler systems and all modifications tnsprinkler systems involving more than 50heads shall have the written approval ofFactory mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal tnthe Tukwila Fire Prevention Bureau. No sprink|erworkshaU commence without approved drawings. (City Ordinance No. Z436). 19: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A.72and City Ordinance #Z437. Zl: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act U.8Ij,NfP.A.7Zand the City ofTukwila Ordinance #2437. 22: 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 #J437) 20: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. Nowork shall commence until afire department permit has been obtained. (City Ordinance #2437)(|F[9U12) 23: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 24: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA70) 35: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth inTable No. O03.11ofthe International Building Code. 26: in other than Group 1-3, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall comply with Section 807.4 and shall not exceed 10 percent ofthe specific wall orceiling area towhich they are attached. (|F[OU7.1) Where required tnexhibit improved fire performance, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall be tested by an approved agency and meet the flame propagation performance criteria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701 or exhibit a maximum rate of heat release of 100 kW when tested in accordance with NFPA 289, using the 20 kVVignition source. Reports oftest results shall beprepared inaccordance with the test method used and furnished tothe fire code official upon request. (iFC8O7.4) 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #243Gand #2437) 27: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 28: These plans were reviewed byInspector 5l1. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(2O6)5754407. 29: 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. 30: 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. 31: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 17053. 32: Installation ufhigh,strengthbolts shall beperiodically inspected inaccordance with A|SCspecifications. 33: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 34: 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 etimely manner. 35: Afinal report documenting required special inspections and correction nfany discrepancies noted inthe 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, 36: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. AS[E7,Chapter l3. 37: Partition walls shaUnot betied toasuspended ceiling grid. All partitions greater than 6feet inheight shall belaterally braced tnthe building structure. Such bracing shall beindependent ofany ceiling splay bracing. 38: Readily accessible access toroof mounted equipment isrequired. 0 39: 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. 40: 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 in concealed spaces in buildings of Type 111, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface ofthe ceiling, wall orfloor finish. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code, 42: Structural Observations inaccordance with i8I. Section l7O9isrequired. Atthe conclusion ofthe work included in the permit, the structural observer shall submit tothe Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 43: Fire retardant treated wood shall have flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having aservice for inspection at the factory, 44: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 45: 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 registered professional engineer licensed inthe State ofWashington, Periodic special inspection iorequired during anchorage of storage racks D feet or greater in height. 46: There shall be no occupancy of building until final inspection has been completed and approved by Tukwila building inspector. No exception. 47: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based onsatisfactory completion nf this requirement. 48: 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 [ode. 49: Water heaters shall be anchored or�strnpped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third ofthe water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 50: All plumbing and gas piping work shall be inspected and approved under separate permit issued by the City nfTukwila Building Department (ZO6-431-3G7O), 51: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 52: VALIDITY OFPERMIT: The issuance orgranting ofapermit shall not beconstrued tobeapermit for, oran 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 nfTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Une:(206) 438'9350 1700 BU|L0NGF|NAL" 0611 EMERGENCY LIGHTING 0610 ENERGY EFF[ERT 0612 EXTROOFING |NSUL 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1900 PLUMBING FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4023 SI-OBS-SEISMIC REST 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR Parcel No: Address: Project Name: ��^�«x � Tukwila ~~U~� ��u o K�nv��Una Department mfCommunity Development 63DOSouthcenterBoulevard, Suite #1O0 Tukwila, Washington 9818O Phone:Zu6-u31']h7V Inspection Request Une�'206-438'9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049072 Permit Number: IZZ7ANDOVERPARK [ Issue Date: Permit Expires On: SHASTA BEVERAGES, INC - BREAK ROOM Owner: NATIONAL BEVERAGE CORP 8100SVY10THSTSTE4000, PLANTATION, WA, ]]324 Contact Person; manne' l9l6BUNA}KDRSW, SEA ||UE,WA, 98116 Contractor: OWNER AFFIDAVIT 'ARTHUR HANREHAN Address: License No: Name SHASTABEVERAGE INC Address: lZ27ANDOVERPARK ['TUKVV|L\ VVA'98188 ''' Phone: (206)433-8997 Expiration Date: DESCRIPTION OpWORK: CONSTRUCT A NEW 2 STORY FACILITY FOR RESTROOMS, LOCKER ROOMS, AND BREAK ROOM ON FIRST FLOOR AND CONFERENCE ROOM ON2NDFLOOR. 193ZSFPER FLOOR Project Valuation: $325,426.08 Type nfFire Protection: Sprinklers: Fire Alarm: Type p{Construction: Electrical Service Provided by: TUKWILA Fees Collected: $5,54664 Occupancy per IBC: Water District: TUKW|LA Sewer District: TUxVV|LA 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: National Electrical Code: VVACities Electrical Code: VYA[Z964OB: VVAState Energy Code: 2017 2017 lOD Public Works Activities: Channe|ization/SthpinQ: [urbCut/Access/S|dewa|k: Fire Loop Hydrant: Flood Control Zone: Mau|ing/OversizeLoad: 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 FiU: D Number O No �� Date:�r I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance ofwork. |omauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: Print Name: This permit shall become null and void if the work isnot commenced within l80days for the date ofissuance, orif the work is suspended orabandoned for vperiod of188days from the last inspection, PERMIT CONDITIONS: 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or bracketssupplied. Hangers urbrackets shall besecurely anchored tothe mounting surface inaccordance with the manufacturer's installation instructions. Portable fire extinguishers having agross weight not exceeding 4U 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 4Opounds (l8kg) shall beinstalled snthat its top isnot more than 3.5feet (IO67mm)above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm), (IFC 906.7 and IFC 906.9) Z: 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 tnmpi (|F[906.5) 3: Fire extinguishers require monthly andyeadyinspections. They must have atag nrlabel 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 bpemptied 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, 72, 7.3) 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 5: 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) 6: 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) 7: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 8: 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) 9: 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) 10: 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) 11: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (IFC 1010.1.10) 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: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the roam or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 14: 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) 18: 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) 16: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 15: 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). 19: 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, 21: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (i,B.C.), N.F.P,A. 72 and the City of Tukwila Ordinance #2437. 22: 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) 20: 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) 23: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 24: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 25: 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. 26: In other than Group 1-3, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall comply with Section 807.4 and shall not exceed 10 percent of the specific wall or ceiling area to which they are attached. (IFC 807.1) Where required to exhibit improved fire performance, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall be tested by an approved agency and meet the flame propagation performance criteria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701 or exhibit a maximum rate of heat release of 100 kW when tested in accordance with NFPA 289, using the 20 kW ignition source. Reports of test results shall be prepared in accordance with the test method used and furnished to the fire code official upon request. (IFC 807.4) 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 27: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 28: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 29: 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. 30: 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. 31: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 32: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 33: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 34: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 35: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 36: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 37: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 38: Readily accessible access to roof mounted equipment is required. 39: 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. 40: 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 in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 42: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 43: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 44: Notify the City of Tukwila Building Division prior to placing any concrete, This procedure is in addition to any requirements for special inspection. 45: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 46: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 47: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 48: 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. 49: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion, Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 50: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 51: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 52: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 0610 ENERGY EFF CERT 0612 EXT ROOFING INSUL 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1900 PLUMBING FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4023 SI-OBS-SEISMIC REST 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. — 0100 Project No. Date Application Accepted: r2.4 Date Application Expires: 9 GI (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 King Co Assessor's Tax No.: 352304-9072 Site Address: 1227 Andover Park East Tenant Name: Shasta Beverage Inc Suite Number: 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, Architect Address: 1916 Bonair Dr SW City: Seatttle State: WA zip: 98116 Phone: (206) 433-8997 Fax: (206) 246-8369 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 Floor: 1 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: Anaheim State: CA zip: 92805 Phone: (714) 385_1835 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Shasta is funding Address: City: State: Zip: Ft \Applications \ Foms-Applications On Line2011 ApplicationsWerrnit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 154,560 Existing Building Valuation: $ 1,300,000 Describe the scope of work (please provide detailed information): Construct an new two story facility for restrooms, locker rooms, and break room on first floor, and conference room on second floor 1,932 sf per floor Will there be new rack storage? fl Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC s' Floor 107,649 1,932 III-b B 2°d Floor 0 1,932 III-B B 3`d Floor Floors tl�ru 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): 193,170 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: Handicap: 2 Will there be a change in use? 0 Yes ® No If `yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ® Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including qu ❑ . Yes ® No es and Material Safety Data Sheets. SEPTIC SYSTEM 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationsWorns-App0icatiors On Line 2011 Applicatiots\Permit Application Revised. 8-9-1l.docx 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 vvill 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 dine 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 0 Signature: AGENT: Date: 03/29/2019 Print Name: David Kehle Day Telephone: (206) 433-8997 Mailing Address: 1916 Bonair Dr SW seattle wa 98116 City State Zip HAApplicesiorefforess-Appticatiorts On Line \ 2011 AppticationsWermit application Revised - 8-9-11.does Revised: August 2011 bb Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS _I 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 R000.369.908.00.00 0.00 $2.1O DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $70.00 D19-0106 Address: 1227 ANDOVER PARK E Apn: 3523049072 $72.1.0 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.1Q DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R18946 R000.345.830.00.00 1.00 $70.00 $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 "Olaf 0 CO TUKWIL4 ETRAKIT 6200 S0UTH[ENTEK BLVD TUKwILA' W4 98188 206'433'1870 CITY OF TUKWZL4 0017340800802374464500 Date: 10/38/2819 10:23:17 AM CREDIT CARD SALE MASTERCARD x {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE [xno ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $3,501.25 D19-0100 Address: 1227 ANDOVER PARK E Apn: 3523049072 $3,501.25 DEVELOPMENT PERMIT FEE ,501.25 R000.322.100.00.00 0.00 $3,501.25 TOTAL FEES PAID BY RECEIPT: R17602 $3,501.25 Date Paid: Wednesday, May 08, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 598076 Printed: Wednesday, May 08, 2019 11:42 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $19,038.05 D19-0094 Address: 1227 ANDOVER PARK E Apn: 3523049072 $346.97 DEVELOPMENT $334.37 PERMIT FEE R000.322.100.00.00 0.00 $252.03 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $57.34 TECHNOLOGY FEE $12.60 TECHNOLOGY FEE R000.322.900.04.00 0.00 $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 B640.237.114 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 R000.322.100.00.00 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 B640.237.114 0.00 $25.00 TECHNOLOGY FEE $12.60 TECHNOLOGY FEE R000.322.900.04.00 I 0.00 I $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 Rece City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $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 SYSTEMS • 0 __. DESCRIPTIONS ACCOUNT I 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. 22. 00.00.00 0. , 5 PERMIT FEE R000.322, 00.00.00 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 $28.1O TECHNOLOGY FEE R000.322.900.04.00 0.00 $28,10 PG19-0049 Address: 1227 ANDOVER PARK E Apn 3523049072 44.40 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 6.40 PG19-0052 Address: 1227 ANDOVER PARK E Apn: 3523049072 342.30 GAS $103.00 PERMIT ISSUANCE BASE FEE R000,322. 00.00.00 0,00 $35.00 PERMIT FEE R000.322. 00.00.00 0.00 $68.00 PLUMBING $223.00 PERMIT FEE R000.322. 00.00.00 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 Y TEM5 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $4,917.26 D19-0094 Address: 1227 ANDOVER PARK E Apn: 3523049072 $168.73 Credit Card Fee $4.91 Credit Card Fee R000.369.908.00.00 0.00 $4,91 DEVELOPMENT $163.82 PLAN CHECK FEE R000.345,830.00.00 0.00 $163.82 D19-0099 Address: 1227 ANDOVER PARK E Apn: 3523049072 $1,682.37 Credit Card Fee $49.00 Credit Card Fee R000.369.908.00.00 0.00 $49.00 DEVELOPMENT $1,633.37 PLAN CHECK FEE R000.345,830.00.00 0,00 $1,633.37 D19-0100 Address: 1227 ANDOVER PARK E Apn: 3523049072 $2,344.08 Credit Card Fee $68.27 Credit Card Fee R000.369.908.00.00 0.00 $68.27 DEVELOPMENT $2,275.81 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,275,81 EL19-0270 Address: 1227 ANDOVER PARK E Apn: 3523049072 $443.55 Credit Card Fee $12.92 Credit Card Fee R000.369.908.00.00 0.00 $12.92 ELECTRICAL $430.63 PLAN CHECK FEE R000.345.832.00.00 0.00 $430.63 M19-0052 Address: 1227 ANDOVER PARK E Apn: 3523049072 $194.07 Credit Card Fee $5.65 Credit Card Fee R000.369.908.00.00 0.00 $5.65 MECHANICAL $188.42 PLAN CHECK FEE R000,322.102.00.00 0.00 $188.42 PG19-0049 Address: 1227 ANDOVER PARK E Apn: 3523049072 $84.46 Credit Card Fee $2.46 Credit Card Fee R000.369,908.00.00 0.00 $2.46 PLUMBING $82.00 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R17285 R000.322.103.00.00 0.00 $82,00 $4,917.26 Date Paid: Friday, March 29, 2019 Paid By: NICHOLAS HEATON Pay Method: CREDIT CARD 029140 Printed: Friday, March 29, 2019 3:22 PM 1 of 1 SYSTEMS Permit Inspections City of Tukwila Permit Number: D19-0100 Description: SHASTA BEVERAGES, INC - BREAK ROOM Applied: 3/29/2019 Approved: 5/20/2019 Issued: 5/20/2019 Finaled: 3/8/2021 Status: FINALED Parent Permit: Parent Project: Details: Site Address: 1227 ANDOVER PARK E City, State Zip Code:TUKWILA, WA 98188 Applicant: SHASTA BEVERAGES, INC - BREAK ROOM Owner: NATIONAL BEVERAGE CORP Contractor: OWNER AFFIDAVIT - ARTHUR HANREHAN CONSTRUCT A NEW 2 STORY FACILITY FOR RESTROOMS, LOCKER ROOMS, AND BREAK ROOM ON FIRST FLOOR AND CONFERENCE ROOM ON 2ND FLOOR. 1932 SF PER FLOOR IgiNCP INSPECTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS SI-EPDXY_EXP CONC Bill Centen Notes: EXT ROOFING INSUL Bill Centen Notes: LATH GYPSUM BOARD Bill Centen Notes: PIPE INSULATION Bill Centen Notes: ROOF CEILING INSUL Bill Centen Notes: SI-METAL PLATE CONN Bill Centen Notes: SI-OBS-SEISMIC REST Bill Centen Notes: WALL INSULATION Lee Sipe I APPROVED I Antonio 253-797-3619 Notes: Printed: Friday, 17 September, 2021 1 of 3 r‘k SUPERION Permit Inspections ��*xx ^��'� ^U v�"�� uvn Tukwila . umosxpLoox pnxM|wa Lee Sipe APPROVED Notes: MECHANICAL FINAL Lee Sipe APPROVED PLUMBING FINAL Lee Sipe | Notes: pnormo Lee Sipe xppnovsu Notes: GLAZING Lee Sipe APPROVED Notes: z/zy/zouo 2/20/2020 '^E- cowsTxucTmw uLos Lee Sipe xpPxovso Pre-Cvnst.cump|eteu Notes: 5/26/2020 xm $za/zozo s|'cpoxy_Exp comc oa,,insho � n^xTPARTIALm AppnOvxL zroyus Notes: SHEAR WALLS 4AND 6PENDING SPECIAL INSPECTION REPORT REVIEW AND APPROVAL 7/7/20I0 AM 7/7/ UZO FRAMING Lee Sipe NOT APPROVED 241995 Notes: nF|wyrefers mzzxattop plate under smmstrap wall *osua. Iti,not f:as,b|cu,install zzxtop plates w/straps as shown, please provide alternative connection from GLB beam to wall at beam to column detail 8/S»oz. 11/25/2020 xxx 11/25/2020 pxAm|wa na,rinsmham NOT APPROVED 360-853a265 Notes: Provide approved plans/ provide electrical inspection approval 1/7/2021 xw 1/7/2021 WALL INSULATION Anmnio253-7g7-3619 Notes: Cannot approve insulation before, Rough -ins for plumbing, mechanical, electrical, fire Have signed off OK to cover. Then framing must be approved, before approval toinsulation. a/»/zozz a/u/zozz FIRE ALARM AAnowJo*wSom xppnovso Notes: RA Approved vn9\2s\zobvpxxssaunder 20-;-0uz.Scope includes oz9-uzos andozy*zoo. 2/4/2021 AM zA/uuzz Fxxw1|ws Lee Sipe »ppnovco omHoskins '4zs'7uuazz* Printed: Friday, 173eptember 2021 IT `kA sopsnmw Permit Inspections City of Tukwila 2/12/2021 AM 2/12/2021 WALL SHEATHINGSHEAR Lee Sipe NOT APPROVED Nail pattern to loose Notes: Exterior shear wall needs closer nailing per shear wall nail schedule. OK- interior shear wall fastening. OK to GWB. 2/18/2021 PM 2/18/2021 WALL SHEATHING_SHEAR Lee Sipe APPROVED Antonio 253-797-3619 Notes: 2/24/2021 AM 2/24/2021 SUSPENDED CEILING Lee Sipe APPROVED Antonio 253-797-3619 Notes: 3/3/2021 3/3/2021 FIRE FINAL AARON JOHNSON APPROVED Notes: Fire final approved for conference room and changing room structures. 3/3/2021 3/3/2021 SPRINKLER COVER AARON JOHNSON APPROVED Notes: sprinkler cover was previously approved under separate permit. 3/3/2021 3/3/2021 SPRINKLERS AARON JOHNSON APPROVED Notes: Approved under F21-0007. 3/4/2021 AM 3/4/2021 EMERGENCY LIGHTING Jim Benner APPROVED Antonio 253 797 3619 Notes: APPROVED O.K. -EM. LTG. 3/8/2021 PM 3/8/2021 BUILDING FINAL** Lee Sipe APPROVED Anonio 253-797-3619 Notes: Printed: Friday, 17 September, 2021 3 of 3 NtAvr r1 SUPERION RVATION - SK SHE CTION & STRUCTUR RUCTURAL\SHEET \SPECIAL IN WA\A.1809109 SHASTA - TUKWILA. WA - BREAK ROOM. RESTROOMS, CONFERENCE ROOM - TI\ACAD FILE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 28 2019 City of Tukwila BUILDING DIVISION STRUCTURAL OBSERVATIONS REQUIRED CONSTRUCTION STAGE ELEMENTS/CONNECTIONS TO BE OBSERVED DATE TO BE INSPECTED FOUNDATION HOLD DOWNS, 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 2ND FLOOR WALLS SILL SCREWS SIZE AND SPACING ROOF PSL PURLIN STRENGTHENING, 4x UNIT SUPPORT NOTES OUTSIDE SHEATHING OF SHEAR WALLS CANNOT BE COMPLETELY REMOVED. SHEATHING MUST BE REMOVED IN SECTIONS. RECEIVED OCT 0 4 2019 ONA � L. PECIAL INSPECTIONS REQUIRED BHC Consultants. LLC ELEMENTS TO BE INSPECTED DATE TO BE INSPECTED POST INSTALLED ANCHOR ALL EPDXY ANCHOR SYSTEMS INCLUDING CLEAN OUT AND INSTALLAT}�D`E =rEL) uE iY OF 1 i WILi Ng 0100 OCT 01 2019 PERMIT CENTER Project: SHASTA - TUKWILA - BREAKROOM Sheet Title: STRUCTURAL OBSERVATION & SPECIAL INSPECTION SCHEDULE PLUMP ENGINEERING INC. CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE, ANAHEIM, CA 92809 P (714) 385-1835 F(714) 385,1834 www.peica.com Project # S.1809109 Date 09/25/19 Sheet SKI Inc PLUMP ENGINEERING INC, Client: Reviewed and Approved for Subct' mai CorrOance I LE By .. , ‘ue/1.-,,, nsultants Date olw STRUCTURAL CALCULATIONS ::::PROCON DEVELOPMENT INC. Get it done. Project: Shasta Beverages Inc. — Breakroom, Locker Room, Restrooms and Second Floor Conference Room Location: 1227 Andover Park East, Tukwi Bui ding, Code: 2015 IBC Plump File No: S.1809109 a A 9 REVIEWED FOR CODE COMPLIANCE 188 APPROVED OCT 28 2019 City of Tukwila BUILDING DIVISION By: K.K./O.J. Date: October ROT,C201/8ED Revisions: Delta 2 - Field Revisions — 09/25/19 These calculations not valid unless signed and sealed in space above. REVISION. NO OCT 0 Li 2019 BHC Consultants, LLC nEcF.IvEr.) CITY Cr TUKWILA OCT 01 2019 PERMIT CENTER 19 0100 914 E. Katelia Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 Inc NNINIE11116 INC, PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com • • • Inc PtUV? PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com LATERAL ANALYSIS: SEISMIC BASE SHEAR 2016 IBC Seismic Coefficients = F, = ss = SI = 1.000 Sms = F. x Ss = 1.431 1.500 Smi = F x Si = 0.800 1.431 Sos = 0.67 x Sms = 0.954 0.533 Sol = 0.67 x Smi 0.533 I.= 1.00 R = 4.00 (Governs) H = 22.50 ft Ct= 0.02 T = 0.21 sec x = 0.75 Design Base Shear Cs=Sos/(R/I.) = 0.24 EQ. 12.8-2 ASCE 7-10 Cs=Soli(r(Rile)) = 0.64 EQ. 12.8-3 ASCE 7-10 (NOT GREATER THAN) Cs=0.044Sosle = 0.04 EQ. 12.8-5 ASCE 7-10 (NOT LESS THAN) Cs=0,5S1l(RIle) = 0.07 EQ. 12.8-6 ASCE 7-10 (NOT LESS THAN) V=CP = 0.24 W EQ. 12.8-1 ASCE 7-10 Seismic Base Shear Design Load DEAD LOAD 2ND FLOOR FLOORING = 5.00 psf 3/4'' PLYWOOD = 2.25 psf TRUSSES = 3.50 psf INSULATION 1.50 psf MECHANICAL = 1.00 psf SPRINKLERS = 1.00 psf CEILING 2.20 psf misc.= 1.55 psf TOTAL = 18.00 psf Live Load Floor = 100.00 psf Partition = 10.00 psf Design Maps Summary Report Page 1 of 2 rausGs Design Maps Summary Report User -Specified Input Report Title 1227 Andover Park E, Tukwila, WA 98188 Tue October 16, 2018 19:31:16 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.44307°N, 122.25115°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS-Provided Output S, = 1.431 g S, = 0.533 g = 1.431 g Sm, = 0.800 g Sos = 0.954 g SDI = 0.533 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NICE Response Spectrum ,t4 afi) t4,1, 6_50 040 030 0,3:1 c°15.: ti. 0.20 1140 014) Ir.:. 1.4+1 IfrD 114:1 11170 Period. T (sec) Design Response Speclrum re, C ..3)041 UIi r+1,r, I(.5 1 31 I ..1f, 1 An I 2fe, Period, T (see) haps ://prod02-earthquake.cr.usgs.govklesignmaps/us/summary.php?template=minimal&l... 10/16/2018 Design Maps Detailed Report ` Page 2 of 4 ^ Section 1613.3.3 -- Site coefficients and adjusted nnmxjnnunn considered earthquake spectral response acceleration parameters TABLE15l].3.](l) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss :5 0.25 Ss = 0.50 Bs=QJ5 Ss= 1.00 Ss ?: 1.25 A 8 C D 0.8 8.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.0 1,0 019 Note: Use straight-line interpolation for intermediate values of Ss TABLE zazs.a.s(z) VALUES orSITE COeppuCIsmTp Site Class Mapped Spectral Response Acceleration at 1-s Period A 8.8 0.0 0.8 0.8 B 1.0 1.0 1.0 1.0 C 1.7 1.5 1.5 1.4 D 2.4 2.0 1.8 1.6 E 3.5 32 7.8 F. See Section 11.4.7 of ASCE 7 0.8 1.0 1.3 1.5 2.4 3.4 Note: Use straight-line interpolation for intermediate values of S, httoo uokozcungo ' 10/16/2818 Inc tt 0-0 BUILDING DATA: -J F1 PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.oeica.com Weight of Wall Floor Height Roof Height Length of Building Distance to Resisting F2 Length of Building Distance to Resisting F3 Length of Building Distance to Resisting F4 Length of Building Distance to Resisting Lateral Forces for Roof Diaphragm F1 F2 F3 F4 PSF Floor 18.00 Partition 10.00 Walls 10.00 Conc. Wall 96.67 Floor Partition Walls Floor Partition Walls Floor Partition Walls 10.00 psf 10.17 ft AVG 12.33 ft AVG 60.00 ft LONGITUDINAL 32.25 ft TRANSVERSE 32.25 ft LONGITUDINAL 60.00 ft TRANSVERSE 0.00 ft LONGITUDINAL 0.00 ft TRANSVERSE 0.00 ft LONGITUDINAL 0.00 ft TRANSVERSE FT x 60.00 = 1080 plf x 60.00 = 600 pif x 21.42 = 214 plf x 11.25 = 1088 pif 2982 pif x 0,24 ASD Fl 711 pif x 18.00 x 10.00 x 10.00 x 0.00 x 0.00 x 0.00 x 0.00 x 0.00 x 0.00 x 32.25 = 32.25 = 22.50 = 0.00 0.00 0.00 0.00 0.00 0.00 581 pif 323 pif 225 pif 1128 plf x 0.24 F2 269 pif x • 0 plf 0 plf • 0 plf 0 plf x 0.24 F3 0 plf x • 0 plf • 0 plf • 0 plf 0 plf x 0.24 F4 0 plf x Wind (Indoors) Fx = 5.00 x 11.25 = 56 PLF SEISMIC Governs in Fl -+ SEISMIC Governs in F2 p 0.70 x 1.30 = 647 pif (Aso) 0.70 x 1.30 = 245 plf (Aso) 0.70 x 1.30 = 0 pif (ASD) 0.70 x 1.30 = 0 pif (ASD) Pli11111111311111111114 INC. PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com LATERAL FORCES ALONG LINES Line 2 F1 = 647 x 32.25 x 0.50 = 10435 lb 20.17 + 12.33 + 0.00 = 32.50 ft 10435 / 32.50 = 321 pif GOVERNS Line 3.5 Fl = 647 x 32.25 x 0.50 = 10435 lb L = 60.00 + 0.00 + 0.00 = 60.00 ft v = 10435 / 60.00 = 174 pif Line A F2 = 245 x 60.00 x 0.20 = 2907 lb 32.25 + 0.00 + 0.00 = 32.25 ft v 2907 / 32.25 = 90 pif Line A.5 F2 = 245 x 60.00 x 0.33 = 4784 lb 20.67 + 0.00 + 0.00 = 20.67 ft 4784 / 20.67 = 231 pif Line A.9 F2 = 245 x 60.00 x 0.30 = 4437 lb 32.17 + 0.00 + 0.00 = 32.17 ft v 4437 / 32.17 = 138 pif Line 8.3 F2 = 245 x 60.00 x 0.17 = 2561 Ib L = 8.58 + 8.58 + 0.00 = 17.16 ft v = 2561 / 17.16 = 149 pif \-F1= 100% F2 = 100% HIV III1IAHUUINS ua PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com DIAPHRAGM SHEAR VF1 = 10435 Ib vF1 — 10435 Ib / 60.00 ft = 174 plf < VF2 VF2 320 plf —. OKI, Use 10d 6, 6, 12 O.C. 4784 Ib 4784 Ib / 32.25 ft = 148 plf a 320 plf —. OKI, Use 10d 6, 6, 12 O.C. Diaphragm Nailing Gr. Nail Thk Blkg Nailing 6, 6, 12 4, 6, 12 2 112, 4, 12 2, 3, 12 WIND SEISMIC Struc 1 10d 15/32 2 320 425 640 730 3 360 480 720 820 Stnacl tOd 15/32 2 448 595 895 1023 3 505 673 1008 1148 CHORDS Line A VFt = 647 plf L = 32.25 ft D = 21.92 ft T = 38391b CSPUCE = 4061 Ib > 3839 Ib —. OK! HSPLICE = 4585 Ib > 3839 Ib -. OKI Line 3.5 VF3 L D T CSPUCE HSPLICE 245 plf 60.00 ft 32.25 ft 3416 Ib 4061 Ib > 4585 Ib > 3416 Ib —. OKI 3416 Ib —. OKI Splice Type Nails ea. Side Plate Size Value �, A 6.16d Nails 2-2x 1354 i B 12-16d Nails 2-2x 2707 ... C 18-16d Nails 2-2x 4061 r- D 24-16d Nails 2-2x 5414 E 36-16d Nails 2-2x 8122 , Type Strap Nails End Length Value F CS14 30-10d 18" 2490 G ST6236 40-16d 18" 3846 H CMSTCI6 50-16d 24" 4585 I CMST14 66-10d 36" 6490 J CMST12 86-10d 48"' 9215 HOLD DOWNS Line 2 & 3.5 Uplift = 2762 Ib Post = 6x6 THOU = 3075 Ib > 2762 Ib —. OKI HDU HD w/ 1/4"x2.5" SDS Screws ICC #2330 POST MEM 2-2x6 IlE31112311 To = 3075 3075 3075 0 4565 4565 4585 5645 5870 5670 �I 5980 6970 7870 IIIMIIIIIE111 1111111111811111 MINI 14390 Line B Uplift = 1203 Ib Post = 6x8 TriDu2 = 3075 Ib > 1203 Ib —. OK! Line A.5 Line A.9 Uplift = 1422 Ib Uplift = 01b Post = 6x6 Post = 6x6 THDU2 = 3075 Ib > 1422 Ib -. OKI TH0U2 = 3075 Ib > 0 Ib -. OK! inc OMR tuenuttws Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title: Dsgnr: Description: Scope : Job # Date: 8:50AM, 19 MAR 19 Plywood Shear Wall & Footing Page 1 s.1809109.ecw:Calculations Description Line 2 & 3.5 [General Information # Pywood Layers Plywood Grade Nall Size Thickness Stud Spacing 1 Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight I-It1Length 12.330 ft End ost imension 5.50 n 10.170 ft Seismic Factor 0.240 10.000 psf Nominal Sill Thick. 2.00 0.825 Loads 1 Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniforrn Load # 2 Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 lbs 0.00 lbs 0.00 Ibs 0.00 #/ft 0.00 #/ft at 0.00 ft at 0.00 ft at ft 0.00 ft to 0.00 ft to 321.00 #/ft • 12.330ft 0.00 #/ft • 12.330 ft 0.00 Ibs 0.00 lbs 0.00 ft-# 0.00 ft 0.00 ft A= 3,957.93 Ibs 0.00 lbs Looting Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness Summa 1.500 ft 12.330 ft 24.500 ft 38.330 ft 2.00 ft 18.00 in Concrete Weight Rebar Cover Pc Fy Min. Steel As % 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 110' Wall Summary... SW4 Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 4 in @ Edges, l0d at 12 in @ Field Applied Shear = 345.4#/ft, Capacity = 510.000#/ft -> Wall Overturning = 41,782.5ft-#, Resisting Moment = 7,730.7ft- Max. Soil Pressures: @ Left = 361.7psf, @ Right = 302.8 Sill Bolting: 1/2" Bolts @ 29.34in, 5/8" Bolts @ 45.74in, 3/4" Bolts @ 48.O0in Footing Summary... Max. Footing Shear = 6.93psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 1.44ili2' Minimum Overturning Stability Ratio = 6.833 : 1 Design OK [impson Hold Down Options Choices for LEFT Side of Wall to Footing HD2, Capacity = 28001bs PHD2, Capacity = 36101bs HD5A, Capacity = 3980Ibs HD5, Capacity = 40401bs Choices for RIGHT Side of Wall to Footing.... HD2, Capacity = 2800Ibs PHD2, Capacity = 36101bs HD5A, Capacity = 3980Ibs HD5, Capacity = 4040Ibs Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title: Dsgnr: Description : Scope: Job # Date: 8:50AM, 19 MAR 19 Th Description Line 2 & 3.5 Plywood Shear Wall & Footilha Page 2 $.180910 .e :Calculations Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left.. 3.491 ft 361.67 psf 106,05 psf 332.71 ft-# 92,771.60 ft-# 0.000 psi 5.557 psi 109.545 psi 48,170.80 ft-# 329,160.20 ft-# 6.833 :1 To Right... 1.883 ft 164.94 psf 302.77 psf 484.71 ft-# 119.92 ft-# 0.000 psi 6.927 psi 109.545 psi 48,170.80 ft-# 358,001.30 ft-# 7.432 :1 inc t..' (.c�c�e.�.s f.a. Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Job # Dsgnr. Date: 8:51AM, 19 MAR 19 Description : Scope : Plywood Shear Wall & Footing s.180 Page 1 :Calculation Description Line A.5 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 20.670 ft 10.170 ft 10.000 psf 0.492 End Post Dimension Seismic Factor Nominal Sill Thick. 5.50 in 0.240 2.00 Loads Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 0.00 lbs 0.00 lbs 0.00 lbs Uniform Load # 1 0.00 #/ft Uniform Load # 2 0.00 #/ft Lateral Loads... Uniform Shear @ Top of Wall 231.00 #/ft Uniform Shear @ Top of Wall 0.00 #/ft Strut Force Applied @ Top of Wall 0.00 Ibs Strut Force Applied @ Top of Wall 0.00 Ibs Moment Applied @ Top of Wall 0,00 ft-# at 0.00 ft at 0.00 ft at ft 0.00 ft to 0.00 ft to 20.670 ft 20.670 ft 0.00 ft 0.00 ft 4,774.77 Ibs 0.00 Ibs l tooting Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness LI 0.000 ft 20.670 ft 11.500 ft 32.170 ft 2.00 ft 18.00 in Concrete Weight Rebar Cover fc Fy Min. Steel As 70 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Nall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d a Applied Shear = 255.4#/ft, Capacity = 340.000#/ft -> 0 Wall Overturning = 51,124.9ft-#, Resisting Moment = 21,725.6ft S11V6 6 in @ Edges, 10d at 12 in @ Field Max. Soil Pressures: @ Left = 456.4psf, @ Right = 386.3p Sill Bolting: 1/2" Bolts @ 39.68in, 5/8" Bolts @ 48.00in, 3/4" Bolts `@ 48.00in Footing Summary... Max. Footing Shear = 8.53psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 4.180 : 1 Design OK Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD2A, Capacity = 27601bs HD2, Capacity = 28001bs PHD2, Capacity = 36101bs HD5A, Capacity = 39801bs Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 27601bs H02, Capacity = 2800Ibs PH02, Capacity = 36101bs HD5A, Capacity = 39801bs Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description : Scope: Job # Date: 8:51AM, 19 MAR 19 Plywood Shear Wall & Footing Page 2 s.1809109.ecw: Calculations Description Line A.5 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overtuming... Overturning Moment Resisting Moment Overtuming Stability Ratio Lateral For To Left... 4.419 ft 456.37 psf 43.98 psf 0.00 ft-# 12,930.46 ft-# 0.000 psi 7.429 psi 109.545 psi 59,043.79 ft-# 246,818.29 ft-# 4.180 :1 in q in Direction To Right... 2.917 ft 114.05 psf 386.29 psf 9,924.85 ft-# 0.00 ft-# 0.000 psi 8.534 psi 109.545 psi 59,043.79 ft-# 270,992.89 ft-# 4.590 :1 7110-11, IltilltA$ 1St Plump Engineering, Inc. 914 E. Katelia Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description : Scope : Job # Date: 8:54AM, 19 MAR 19 Plywood Shear Wall & Footing Page 1 s.1809109,ecw:Calculalions Description Line A.9 [General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 32.170 ft 10,170 ft 10.000 psf 0.316 End Post Dimension Seismic Factor Nominal Sill Thick. 5.50 In 0.240 2.00 Loads Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 Ibs 0.00 Ibs 0.00 ills 0.00 #/ft 0.00 #ift at 0.00 ft at 0.00 ft at ft 138.00 #/ft 0.00 #/ft 0.00 Ibs 0.00 lbs 0.00 ft-# 0.00 ft to 0.00 ft 0.00 ft to 0.00 ft 32.170 ft = 4,439.46 Ibs 0.00 Ibs 32.170ft Footing Past Left Edge of Wall Well Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness Summary 0.000 ft 32.170 ft 0.000 ft 32.170 ft 2.00 ft 18.00 in Concrete Weight Rebar Cover f'c Fy Min. Steel As % 145.00 pcf 3.00 in 3,000.00 psl 60,000.00 psi 0.00140 Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d a Applied Shear = 162.4#/ft, Capacity = 340.000#/ft -> 0 Wall Overturning = 49,142.1ft-#, Resisting Moment = 52,625.1ft Max. Soil Pressures: @ Left = 433.5psf, @ Right = 433.5p Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.O0in, 3/4" Bo Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 109.54psi -> OK - Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 4.874 : 1 SW6 I° 6 in @ Edges, Design OK Od at 12 in @ Field fl,ic V11#1111M161.10. Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description : Scope: Job # Date: 8:54AM, 19 MAR 19 Plywood Shear Wall & Footing Description Line A.9 Page 2 11 3.1809109.ecw:Calculations [Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overtuming... Overtuming Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 3.300 ft 433.52 psf 103.18 psf 0.00 ft-# 0.00 ft-# 0.000 psi 0.000 psi 109.545 psi 56,979.08 ft-# 277,717.80 ft-# 4.874 :1 3.300 ft 103.18 psf 433.52 psf 0.00 ft-# 0.00 ft-# 0.000 psi 0.000 psi 109.545 psi 56,979.08 ft-# 277,717.80 ft-# 4.874 :1 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description : Scope: Job # Date: 8:53AM, 19 MAR 19 Plywood Shear Wall & Footing Page 1 s.1809109. a cw: Ca lcu l a tion s Description Line B.3 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 8.580 ft 10.170 ft 10,000 psf 1.185 End Post Dimension Seismic Factor Nominal Sill Thick. 5.50 in 0.240 2.00 Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wail 0.00 Ibs 0.00 Ibs 0.00 Ibs 0.00 #/ft 0.00 #/ft at at at 0.00 ft 0.00 ft ft 0.00 ft to 0.00 ft 0.00 ft to 0.00 ft 149.00 #/ft • 8.580ft = 1,278.42 lbs 0.00 #/ft 0.00 lbs 0.00 Ibs 0.00 ft-# 8.580 ft 0.00 lbs I Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness Surnma 0.000 ft 8.580 ft 7.500 ft 16.080 ft 2.00 ft 18.00 in Concrete Weight Rebar Cover f'c Fy Min. Steel As % 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Wali Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d a Applied Shear = 173.4#/ft, Capacity = 340.000#/ft -> Wall Overturning = 14,066.4ft-#, Resisting Moment = 3,743.4ft Max. Soil Pressures: @ Left = 471.7psf, @ Right = 395. Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 4.90psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 3.680 : 1 SW6 6 in @ Edges Design OK 0d at 12 in @ Field [impson Hold Down Options Choices for LEFT Side of Wall to Footing..... HD2A, Capacity = 27601bs HD2, Capacity = 28001bs PHD2, Capacity = 3610Ibs HD5A, Capacity = 39801bs Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2760Ibs HD2, Capacity = 2800Ibs PHD2, Capacity = 36101bs HD5A, Capacity = 39801bs nc Ittl•• 1111111/1H Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description: Scope : Job # Date: 8:53AM, 19 MAR 19 Plywood Shear Wall & Footing Page 2 a.1809109.ecw:Calculations Description Line B.3 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'dfrom Right Wall Edge Allowable Vn Overtuming... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 2.488 ft 471.70 psf 17.57 psf 0.00 ft-# 5,207.72 ft-# 0.000 psi 4.685 psi 109.545 psi 16,298.20 ft-# 59,981.59 ft-# 3.680 :1 To Right... 1.656 ft 93.50 psf 395.77 psf 2,202.05 ft-# 0.00 ft-# 0.000 psi 4.902 psi 109.545 psi 16,298.20 ft-# 66,525.98 ft-# 4.082 :1 nc Emus itc PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com tooJ. ,r XIV 4111. ▪ 011.11.10 • 111.41.11E.Willl..,08..f.laleaM edsPEc. RedSpecTM by RedBuilt" v7.1.6 Project: Project Location: Tukwila, WA - TI Folder: Folder Date: 3/19/19 9:05 AM Designer: 0.3. Comment: Type: Type 22" Red-I9OTM @ 16" o.c. This product meets or exceeds the set design controls for the application and Toads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (Ib) 51% 1849 3615 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment (ft-Ib) 60% 10861 18075 Floor(100%) 1,0D+1.0L All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination .. Pattern Pass/Fall Span Live 52% 0.408 0.783 L. / 691 L / 360 1.OD+1.0L All Spans PASS Span Total 41% 0.481 1.175 L / 586 L / 240 1.OD+1.0L All Spans PASS FloorChoiceTM Rating: 6.9 Performance rating is based on: 24 oc (23/32", 3/4") sheathing, nailed only, simple span, flexible support. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (Ib) (DOL%) 1567 (100) 1567 (100) Dead Reaction (Ib) 282 282 Total Reaction (Ib) (DOL%) 1849 (100) 1849 (100) Bearing Flush Flush Support Wall Beam Req'd Bearing, No Stiffeners (in) - - Req'd Bearing, Stiffeners (in) 1.75 1.75 HANGERS Model Left None Selected Right None Selected Top Face Member Header Size SPANS AND LOADS Dimensions represent horizontal design spans. 23'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Floor(1000/0) 100 18 0 Tributary Member Type 16" Floor Joist 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. J:\Proton Development\5hasta Tukwila WA\A.1809109 Shasta - Tukwila, WA - Break Room, Restrooms, Conference Room - TI\Engineering\2nd Floor Joist. red 3/19/2019 9:05:53 AM Project : Folder : Type 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. RedBuiltT", RedSpec", Red -IT", Red-I45T", Red-I45LT", Red-I58", Red-I65T4, Red-I65TT", Red-190T", Red-190HT", Red-I90HSTM, Red -LT", Red -LT", Red- WT" Red-ST", Red -MT", Red -MT", RedLam", FloorChoice'" are trademarks of RedBullt LLC, Boise ID, USA. Copyright @ 2010-2017 RedBuilt LLC. All rights reserved. Plump Engineering, Inc, 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 P11111111. ENOIX11111149 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr.Shasta Beverages Printed: 19 MAR 2019, 9:13AM Wood Beam Lic. # KW-06001611 Description : Header CODE REFERENCES (Mare File PAENERCALCAS.1809109.oc8 t ENERCALC, INC, 1983-2018, Build:10.18,8,25 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 Douglas Fir -Larch Wood Grade : No.1 Beam Bracing Completely Unbraced Fb + Fb - Fc - Prtl Fc - Perp Fv Ft 1,360.0 psi E: Modulus of Elasticity 1,350.0 psi Ebend- xx 1 ,600.0ksi 925.0 psi Eminbend - K.( 580.0ksi 625:0 psi 110.0 psi 675.0 psi Density 31.20pcf if 6 6 0(0.15) D(0.1891 L(1.05) 6 6 6 6x8 Span = 5.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load D = 0.0180, L = 0.10 ksf, Tributary Width = 10,50 ft, (floor loading) Uniform Load : D = 0.010 ksf, Tributary Width = 15.0 ft, (wall loading) 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 0.914 1 6x8 1,230.19psi 1,345.53 psi 2.750ft Span # 1 Service loads enterpci, Load Factors will be applied for calculations. ,21.1 Maximum Shear Stress Ratio 0.070 in Ratio = 0.000 in Ratio = 0.094 in Ratio = 0.000 in Ratio = Design OK Section used for this span fv Actual. Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 939 >=360 0 <360 705 >=180 0 <180 0.636 : 1 6x8 108.16 psi 170.00 psi 4,878 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios . Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t CL M fb V fv Fv +D+H Length = 5.50 ft Length = 5.50 ft +0+Lr+H Length = 5.50 ft +D+S+H Length = 5.50 ft +D40.750Lra0.750L+H 1 0.253 0,176 1 0.914 0.636 1 0.182 0.127 1 0.198 0,138 0.90 1.00 1,25 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 , 1.32 306.19 e,5.29 1,230.19 '1.32 306.19 306.19 1.32 0.00 1211.40 0.00 1345,53 0.00 1680,41 0.00 1546,53 0.00 0.00 0.00 0.00 0.74 26.92 153,00 0.00 0,00 0,00 2.97 108,16 170,00 0,00 0.00 0.00 0.74 26.92 212,50 0.00 0.00 0.00 0.74 26.92 195.50 0.00 0,00 0.00 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 IuiMU i II PLOW, EMOINFEFIN9 IMC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:13AM Wood Beam Lic. # : KW-06001611 Description : Header Load Combination Segment Length Max Stress Ratios Span # M V Cd CFN Ci Cr Cm C t CL File = P:IENERCALC1S.1809109.ec6 . are cop right ENERCALC, INC. 1983-2018, Build:10.18.8,25 , Licensee : PLUMP ENGINEERING INC. Moment Values M fb F'b Shear Values V iv F'v Length = 5.50 ft +D+0.750L+0.750S+H Length = 5.50 ft +D+0,60W+H Length = 5.50 ft +D+0.70E+H Length = 5.50 ft 1 +0+0.750Lr+0.750L+0.450W+H Length = 5.50 ft 1 +0+0.750L+0.750S+0.450W+H Length = 5.50 ft 1 +0+0.750L+0.750S+0.5250E+1 Length = 5.50 ft 1 +0.60D+0.60W+0.60H Length = 5.50 ft +0.60D+0.70E+0.60H Length = 5.50 ft 1 1 1 1 0.595 0.413 0.646 0.449 0.143 0.099 0.143 0.099 0.465 0.323 0.465 0.323 0.465 0.323 0.086 0.059 0.086 0.059 Overall Maximum Deflections Load Combination Spar) 1.25 1.000 1.000 1.15 1,000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 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 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 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Max.' " Defl Location in Span Load Combination 4.29 999,19 1680.41 0.00 4.29' 999.19 1546.53 0.00 1,32 306.19 2148,13 0.00 1.32 306.19 2148.13 0.00 4.29 999.19 2148,13 0.00 ' 4.29: 999.19 2148.13 ar 0.00 4.29 999.19 2148.13 0.00 0.79 183.71 2148,13 0.00 -.0.79 183.71 2148.13 2.42 0.00 2.42 0.00 0.74 0.00 0.74 0.00 2.42 0.00 2.42 0.00 2.42 0.00 0.44 0.00 0.44 87.85 0.00 87.85 0.00 26.92 0.00 26.92 0.00 87.85 0.00 87.85 0.00 87.85 0.00 16.15 0.00 16.15 212.50 0.00 195.50 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 Max. "+" Defl Location in Span Vertical Reactions 0.0936 2.770 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +O+Lr+}f +0+S+H +D+0.750Lr+0.750L++i +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.7505+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 3.844 2.888 0.957 3.844 0,957 0.957 3.122 3.122 0.957 0.957 3.122 3.122 3.122 0.574 0.574 0.957 3.844 2.888 0.957 3.844 0.957 0,957 3.122 3.122 0.957 0.957 3.122 3.122 3.122 0.574 0.574 0.957 2.888 2.888 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92505 Phone: (714) 385-1835 Wood Beam Lic. # : KW-06001611 Description : Header Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:13AM File = P:IENERCALCIS.1809109.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. 5,4 4,0 2,7 c a E 0 E 1,3 MEMBER...» 1 +D+H +D+6.66W+H 1 +6,66D+6,76E+0,6D11 6,52 1 +D+L+H 1 +D+6.76E+H 1,06 1,61 217 211 Distance (ft) 1 +6+11+H 1 +D+S+H 325 3,79 4,36 4,90 - 13+D+6.J5011+6.JSDL+H @+D+D.ISDI+D.JStS+H 1 +D+D.1SDLI+D.1S01+6.4S611l01 I +D+D.ISDL+6.156S+D:4S6W+11:1 +D+D.ISD1+0.7SDS+6,SZSDE+H 1 +6,60D+6,6DW+0.6611 5,44 3,9 2,0 •3,9 +6+H +6+6160411 +D.66D+0.I6E+6,6611 0S2 +D+L+H 1 +6+6.16E+N 2,17 2,71 Distance (ft) 1 +D+L'+H 1 +D+S+H f3 +D+6.1S011+6.IS61.+H Z +D+0.7S6L+6.JSDS+H 1 +D+D.1StLi+6.IStL+0.4SDW+H 1 +D+D.1SOL+0.I5DS+DASDW+H-1 +D+D.1SDL+0.ISDS+6.SZSDE+11 1 +6.66D+0.60W+6,66H 3,79 436 4,90 5,44 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 19 MAR 2019, 9:13AM Wood Beam Lic. # : KW-06001611 escrlption : Header File = P:IENERCALC15.1809109.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 Licensee : PLUMP ENGINEERING INC. BER .0,024 2 .0 0 •0,072 I+DO +0+6.66W+11 1 +6.66D+6,IQE+6.661i li EOnIy 030 142 155 247 259 3,11 4.16 468 5�0 Distance (ft) 1 +D+U+II 1 +D+S+11 8 +D+6.15611+6.15111+ll 3 +D+0.1561+6.156501 1 +D+6.15611+6.156L+6.456F1+H 1 +D+6.1501+6.1565+6.4S6W+11 1 +D+6.7561+6.1565+6386E+11 I +6.66D+6.66W+6,6611 UOnIy LOnty 50e1y IWO'Iy Plump Engineering, Inc. 4 E. KateIla Ave. Anaheim, CA 92805 Phone; (714) 385-1835 Wood Beam Lic. # : KW-06 01611 Description : Floor Beam CODE REFERENCES Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed 26 OCT 2818, 3 08PM File = PAENERCALOS.1809199 ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10,18.8.25 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 : DF/DF Wood Grade : 24F-V4 Fb + Fb - Fc-PI Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.351)L(1.95) 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E. Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0ksi Density 31.20pcf 5.125x16.5 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0180, L = 0.10 ksf, Tributary Width = 19.50 ft, (Floor Load) 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 0.754 1 5.125x16.5 1,810.20psi 2,400.00psi +D+L+H 5.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.187 in Ratio = 0.000 in Ratio = 0.223 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length +D+H Length = 11.0 ft +D+L+H Length =11.0 ft +0+Lr+H Length =11.0 ft +D+S+H Length = 11.0 ft +D40.750Lr+0.750L+H Length r- 11.0 ft +0+0.750L+0.750S+H Max Stress Ratios Span # M V Cd C FN 705 >=360 0 <360 593 >-.080 0 <180 Ci C Cm C t CL Moment Values M fb Desi. n OK 0.642 : 1 5.125x16.5 170.12 psi 265.00 psi +0+L+H 9.635 ft Span # 1 Shear Values F'b V fv F'v 1 0.133 0.114 0.90 1 0.754 0.642 1.00 1 0.096 0.082 1.25 1 0.104 0.089 1.15 1 0.477 0,406 1.25 1.000 1.000 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.59 35.08 5.59 5.59 27.71 288.25 1,810,20 288.25 288.25 1,429.71 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 0.00 0.00 0.00 1.53 27.09 238.50 0.00 0.00 0.00 9.59 170.12 265.00 0.00 0.00 0.00 1.53 27.09 331,25 0.00 0.00 0.00 1.53 27.09 304.75 0.00 0.00 0.00 7.57 134.36 331.25 0.00 0,00 0.00 Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Wood Beam Lic. # : KW-06001611. Description : Floor Beam Load Combination Segment Length Span # Max Stress Ratios M V Cd CFN Ci Cr Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Cm Ct Printed: 26 OCT 2018, 3:O8PM File = PAENERCALC15.1809109.ec6 pyright ENERGALC, INC.1983-2018, Build:10,18,8.25 Licensee : plump engineering inc.: Moment Values M fb F'b Shear Values V fv F'v Length =11.0 ft +0+0,60W+H Length =11.0 ft +D+0.70E+H Length = 11.0 ft 1 +D+0.750Lr+0.750L+0.450W+H Length =11.0 ft 1 +0+0.750L+0.7509+0.450W+H Length = 11.0 ft 1 +D+0.750L+0.750S+0.5250E+H Length =11.0 ft 1 +0.60D+0.60W+0.60H Length = 11.0 ft 40.60D+0.70E+0.60H Length =11.0 ft 1 0.045 0.038 Overall Maximum Deflections 1 0.518 0.075 0.075 0.372 0.372 0.372 0.045 0.441 0.064 0.064 0.317 0.317 0.317 0.038 1.15 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 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 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 27.71 1,429.71 5.59 288.25 5.59 288.25 27.71 1,429.71 27.71 1,429.71 27.71 1,429.71 3.35 172.95 3.35 172.95 Load Combination Span Max. ' " Defl Location in Span Load Combination 2760.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 7.57 134.36 304.75 0.00 0.00 0.00 1.53 27.09 424.00 0.00 0.00 0.00 1.53 27.09 424.00 0.00 0.00 0.00 7.57 134.36 424.00 0.00 0,00 0.00 7.57 134.36 424.00 0.00 0.00 0.00 7.57 134.36 424.00 0.00 0.00 0.00 0.92 16.25 424.00 0.00 0.00 0.00 0.92 16.25 424.00 Max. °+" Dell Location in Span Vertical Reactions Load Combination 0.2225 5.540 Support notation : Far left is #1 Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +O+0.750Lr+0.750L+41 +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E+H +0,60D+0.60W+0.60H +0.60D+0.70E+0.60H 0 Only Lr Only L Only S Only W Only E Only H Only 12.756 10.725 2.031 12.756 2.031 2.031 10.075 10.075 2.031 2.031 10.075 10.075 10.075 1.219 1.219 2.031 12.756 10.725 2.031 12.756 2.031 2.031 10.075 10.075 2.031 2.031 10.075 10.075 10.075 1.219 1.219 2.031 10.725 10.725 Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Description : FI Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 26 OCT 2018. 3:08PM File = P:IENERCALC\S.1809109,ec6 . ftwarecopyri tit ENERCALC, INC. 1983-2018, Build:10.18.8.2 Licensee : plump engineering inc.. 36 27 MEMBER..•» +D+H +D+6,6DW+H 1 +8.64D+6,14E+6,66H 13 7 1,04 1 +D+L+H 1 +6+6.IDE+11 2,13 321 430 538 6,46 155 8.63 9,12 Distance (ft) 1 +D+U+H 1 +D+S+H 0 +D+D,1Sf '+D.ISDI+H +D+6,1S41+6.1505+H 1 +D+D.IS6L14.156L+DAS6W+H 1 +D+6.150l+D,IS6S+6,4S6W+H 1 +D+6.1S6L+D.ISDS+6,S2SDE+H 1 +6.6DD+4.64W+0.66H 10,80 MEMBER••» f .13 +D+H +D+D,661i/+11 1 +6.64D+6.1DE+6.6DH 1,04 1 +D+L+H C +D+D,IDE+H 2,13 321 430 538 6,46 755 8,63 9,72 Distance (ft) 1 +D+I'+H 1 +D+S+H +6+6,1SDU+D,ISDL+H +D+0,1S61+DJSDS+H 1 +D+D,IS611+6.15lL+DAS6W+H 1 +D+6.1S61+4,IS65+0AS6W+H 1 +D+6JS6L+DJSDS+D.SZSDE+H 1 4.66D+0,66W+6.64H 10.88 Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Wood Beam Description : Flooreeam Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 26 OCT 2018, 3:O8PM File = P:IENERCALCIS.1809109.eo Yri9 ENERCAI.C, INC.1983-2018, Build:10.18.8.2 Licensee : plump engineering inc. MEMBER•-� 4 06 .0,11 .0,11 •023 +D+H +D+6.66W+H 1 +6,60D+6,76E+6.66H EOnty 144 2.13 321 430 538 +D+1+N 0 +6476E+H DOPIy HOoly 6,46 155 8.63 9,72 Distance (ft) 1 +D+1'+H 1 +D+S+H 0 +D+D,J561.1+6.1S61+H 3 +6+6,791+6,756S+11 1 +6+6.7M+6.7561+6.456W+H 1 +6+6,1561+6,7565+6,456W+H 1 +0+67561+6.1565+6,5Z56E+H 1 +6,66D+6.66W+6,66H lionly lOgly SOnIy iWOply 10,80 Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr:Shasta Beverages Printed: 19 MAR 2019, 9:15AM Wood Column Lic. # : KW-06001611 Description : Post Code References File = PAENERCALCIS.1809109.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7- 0 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.1 Fb + 1,200.0 psi Fv Fb - 1,200.0 psi Ft Fc - PrII 1,000.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity... Basic Minimum 12.0 ft 170,0 psi 825.0 psi 31.20 pcf x-x Bending y-y Bending Axial 1,600.0 580.0 Wood Section Name Wood Grading/Manuf, Wood Member Type Exact Width Exact Depth Area Ix ly 1,600.0 1,600.0 ksi 580.0 Applied Loads Column self weight included : 78.650 Ibs * Dead Load Factor AXIAL LOADS ... floor beam: Axial Load at 12.0 ft, D = 2.031, L = 10.725 k DESIGN SUMMARY 6x6 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 5:50 in 30.250 inA2 /6.255 inA4 76.255 inM _ . • , • Brace condition for deflection (buckling) along columns : X-X (width) axis Fully braced against buckling about X-X Axis Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 12.0 ft, K = 1.0 Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns USe Cr : Repetitive ? 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 1532 No Service loads entered. Load Factors will be applied for calculations, Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming 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 Load Combination +0+H +1D+L+H +0+S+H +0+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.60W+H +0+0.70E+H +0+0.750Lr+0.750L+0,450W+H +01-0,750L+0.750S+0.450W+H +0+0,750L+0.750S+0,5250E+H +0.60D+0.60W+0,60H 0.7629 : 1 +0+L+H Comp Only, fc/Fc' 0.0 ft 12.835k 0.0 k-ft 0.0 k-ft 556.14 psi 0.0 : 1 +0.600+0.70E+0,60H 12.0 ft 0.0 psi 272.0 psi Co C 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 0.596 0.556 0.472 0.503 0.472 0.503 0.386 0.386 0.386 0.386 0.386 0.386 Maximum SERVICE Lateral Load Reactions . Top along Y-Y 0.0 k Bottom along Y-y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections Along Y-Y 0.0 in at 0.0 ft above base for load combination: nia 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 Compression Tension Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.1299 PASS 0.0 ft 0.7629 PASS 0.0ft 0.1182 PASS 0.0 ft 0.1206 PASS 0.0ft" 0.5689 PASS 0.0 ft 0.5803 PASS 0.011 0.1129 PASS .0.0 ft 0.1129 PASS 0.0ft 0.5433 PASS 0.0 ft 0.5433 PASS • 0.0ft 0.5433 PASS 0.0 ft 0.06773 PASS -0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft 0.0 ' PASS 12.0 ft 0.0 PASS 12.0 ft Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Iri e PIM ENSINEEEIN11 111, Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:15AM Wood Column Lic. # : KW-06001611 Description : Post Load Combination Results File = P:IENERCALClS.1809109.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. Load Combination +0.60D+0.70E+0,60H Maximum Reactions Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C p Stress Ratio Status Location Stress Ratio Status Location 1.600 0.386 0.06773 PASS OOft 0.0 PASS 12.0 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction -. My - End Moments k•ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 2.110 +0+L+H 12.835' +O+Lr+H 2.110 +0+S+H 2.110 +D+0.750Lr+0.750L+H 10.153 +D+0.750L+0.750S+H 10.153' +D+0.60W+H 2.110 +0+0.70E+11 2.110 +0+0.750Lr+0.750L+0.450W+H 10.153- +0+0.750L+0.750S+0.450W+H 10.153 -,1- +0+0.750L+0,750S+0,5250E41 10.153. +0.60D+0.60W+0,60H 1.266 t +0.60D+0.70E+0,60H 1.266 D Only 2,110 Lr Only L Only 10.725 S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection , Distance +0+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +O+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in . 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+11 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in J 0.000 ft +D+0.750L+0.750S+0,450W+H 0.0000 In 0.000 ft 0.000 in ., 0.000 ft +D+0.750L+0.750S+0.5250E+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +0,60D+0.60W+0,60H 0.0000 in 0.000 ft 0,000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft 0 Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0,0000 in 0.000 ft 0.000 in 0.000 ft Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 gni PLUMP ellOINEERINO INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr:Shasta Beverages Printed: 19 MAR 2019, 9:15AM Wood Column Lic. # : KW-06001611 escription Sketches Post File = NENERCALC\S.1809109.ec6 . Software yright ENERCALC, INC. 1983-2018, Build:10.18,8,25 . Licensee : PLUMP ENGINEERING INC. tri Load 1 6 6 5.50 in +X 12.756k 12.7561 # Bars required within zone # Bars required on each side of zone Applied Loads Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 III graft= JMP INGINIFIting tee. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 11:32AM General F • oti Lic. #: KW-06001611 Description 1 Sthp Wall Footing Code References = RIENERCALCIS.1809109.ec6 . Software copyrigt ENERCALC. INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min. Overturning Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 • 0.00090 • 1.50 :1 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press, increase Per foot of depth • when footing base is below Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes No No when max. length or width is greater than 1.50 ksf Yes 100.0 pcf 0.20 • 1.50 ft ksf ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete.,. at Bottom of footing Reinforcing 2.0 ft 1.0 ft 18.0 in 6.0 in 12.0 in 0.010 in 3.0 in Bars parallel to X-X Axis Number of Bars 2 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars 2 Reinforcing Bar Size # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis 66.7 % 33.3 % X•X Section Looking to +Z 4. P : Column Load OB : Overburden M-xx M-zz V-x V-z Lr L S E H 0.3520 2.150 k ksf PL. bps x -z- L., L. :•-• 00(fc( t forf x z I .31)_, • 41 2 41 k-ft k-ft Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Pracon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 11:32AM General Footing Lic. # : KW-06001611 Description ; 1' Strip Wall Footin DESIGN SUMMARY Rio = P:IENERCALCIS.1809109.ec6 . Software copyright ENERCALC, INC,1983.2018, Build:10.18.8.25 Licensee : PLUMP ENGINEERING INC. Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS PASS PASS 0.8553 n/a nla PASS n/a PASS 0.01352 PASS 0.01352 PASS 0.0 PASS 0.0 PASS nla PASS n/a PASS n/a PASS n/a PASS n/a Detailed Results Soil Bearing Overturning - X-X Overturning - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure(+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching 1.469 ksf 0.0 k-ft 0,0 k-ft 0.0 k 0.5431 k-ft/ft 0.5431 k-ft/ft 0.0 k-ft/ft 0.0 k-ft/ft 0.0 psi 0.0 psi 0,0 psi 0.0 psi 0.0 psi 1.718 ksf (0.0 k-ft 0.t)` k-ft 0.0 k 40.154 k-ft/ft 40'.'15'4` k-ft/ft 0;0 k-ft/ft )4.0, k-ft/ft 82.158 psi 82.158 psi 82,158 psi 82.158 psi 82,158 psi +D+L+H about Z-Z axis No Overturning No Overturning No Uplift +1.20D+0.50Lr+1.60L+1.60H +1.20D+0,50Lr+1.60L+1.60H No Moment No Moment n/a n/a n/a n/a n/a Soil Bearing Rotation Axis & Xecc Zecc Load Combination... Gross Allowable (in) Actual Soil Bearing Stress Location Actual / Allow Bottom, -Z Top, +Z Le , -X Right, +X Ratio X-X, +D+H X-X,+D+L+H X-X, +D+Lr+H X-X. +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.7505+H X-X, +D+0.60W+H X-X, +0+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H X-X. +D+0,750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X. +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z. +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0,750L+0.450W+H Z-Z, +D+0.750L+0,750S+0.450W+H Z-Z, +D+0.750L+0.7505+0.5250E+H Z-Z, +0.60D+0,60W+0.60H Z-Z. +0.60D+0.70E+0.60H Overturning Stability 1.718 nla 0.0 0.3935 1.718 n/a 0.0 1.469 1.718 nla 0.0 0.3935 1.718 n/a 0.0 0.3935 1.718 n/a 0.0 1,20 1.718 n/a 0,0 1.20 1,718 n/a 0.0 0.3935 1.718 n/a 0.0 0.3935 1.718 n/a 0.0 1.20 1.718 n/a 0.0 1.20 1.718 n/a 0.0 1.20 1.718 n/a 0.0 0.2361 1.718 n/a 0.0 0.2361 1.718 0.0 n/a nla 1,718 0.0 n/a n/a 1,718 0.0 n/a n/a 1.718 0.0 n/a n/a 1.718 0.0 n/a n/a 1.718 0.0 n/a n/a 1.718 0.0 n/a n/a 1.718 0.0 n/a n/a 1.718 0.0 n/a nla 1,718 0.0 n/a n/a 1.718 0.0 n/a n/a 1,718 0,0 n/a n/a 1.718 0.0 n/a n/a 0.3935 1 M69 0.3935 0.3935 1.20 1.20 0.3935 0.3935 .1.20 1:20 1`.20 0.2361 0.2361 .n/a :n/a :n/a n/a • 'n/a n/a n/a n/a nla nla 'n/a nla n/a 0.229 n/a n/a 0.855 nla nla 0.229 nla n/a 0.229 n/a n/a 0.699 n/a n/a 0.699 n/a n/a 0.229 n/a nla 0.229 n/a n/a 0.699 n/a n/a 0.699 n/a n/a 0.699 n/a n/a 0.138 n/a n/a 0.138 0.3935 0.3935 0.229 1.469 1,469 0.855 0.3935 0.3935 0.229 0.3935 0.3935 0.229 1,20 1.20 0.699 1.20 1.20 0.699 0.3935 0,3935 0.229 0.3935 0.3935 0.229 1.20 1.20 0.699 1.20 1.20 0.699 1,20 1.20 0.699 0,2361 0.2361 0.138 0.2361 0.2361 0.138 Rotation Axis & Load Combination... Footing Has NO Overtuming Footing Flexure Flexure Axis & Load Combination k-ft Overturning Moment Resisting Moment Stability Ratio Status ide Tension As Req'd Surface 102 Gvm. As •, inA2 Actual As in^2 Phi*Mn k-ft Status X-X, +1.40D+1.60H X-X. +1.40D+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H 0.0 0.0 0.0 0.0 +Z -Z +Z -Z Too Top TOD Too 0.1944 0.1944 0.1944 0.1944 Min Temp %, Min Temp % Min Temp % Min Temp % 0.310 0.310 0.310 0.310 20.501 20.501 20.501 • 20.501 OK OK OK OK Plump Engineering, Inc. 914EKatollaAvenue Anaheim, CA92805 IQ* """ IN to ~° to "� Project Title: Pmuon xiK. Project ID: S1809100 Project DeoocShasta Beverages Printed: 1MAR cm9,1,:3x*w General Footin Description: 1 Strip Wall Footh Footing Flexure I Licensee : PLUMP ENGINEERING INC. Flexure Axis uLoad Combination wm Side Tension As ReqV Gvrn. As' Actual As PhrMn X-X+12OD+.6OL+0.5US+8OM 0.0 +Z Tom 0.1944 Min ' 0.310 20.501 OK X-X.+1200+1f0L+O.5OS+1.6OH 08 'Z Too 0]944 MinTumAcr 0310, 20.501 OK X-X.+1.2UD+ 8Db^0.50L+ f0M 0.0 +Z Tow 0.1944 Min Temn% 0.310 20.501 OK X'X.+1.2UO+1.G0Lr+0.60L4.80H 08 'Z Ton 0.1944 MinTomo%0.310 20.501 OK X-X,+1.2OD+1.8OLr~8.50W+1.G0H 08 +Z Too 8.1844 MinTomo6�6 0310 K501 OK X-X,+1.20O+1.60Lr+O.50N+18OH 08 'Z Tun 0.1944 Min Tomn% 0310 20.501 OK X'X.+1.2OD~B.5OL+1�8O8+1.6OH OO +Z Tom 0.1944 Min Tomn% 0.310 20.501 OK X'X.+1.2OD+O.5OL+1.U08+1.80M 0.0 '2 Ton O.1944 Min Tomo% 0.310 20,501 OK X-X,~1.2OD+1.G0S~O.5OW+ .60H 0.0 +2 Ton O.1944 Min Tomo% 0310 20,581 QM X'X.+12UO+1.0OS~O.5OW~1.6UM 08 'Z Too 0.1944 MinTam . ` U.31U 28.501 OK �X.+1.2OD~O.5OL�V5UL~W+ �0H 0.0 +Z Too O1�4 MinTemo�� 0.310 20.501 OK X-X.+1,20D+000 -Z Too 0.1944 Min Tmn '% 0.310 20,501 OK X-X.+12UO~8.50L+0,50S+W+ f0H OD +Z Too 0.1944 Min Temo% 0.310 30.501 OK X'K.+1.2OO~O.50L~U.50S+N~1.GUH 0.0 -Z Too 0.1944 MinTo 0.310 20.501 OK X'X.+120D+0.50L+0.20S+E+1.60H 0.0 +Z Too 0.1944 Min Tom ``' 0.310 20.501 OK X-X.+1.20O~Q.60L+0.2OS~E+ �60H 0.0 'Z Tow 0,1944 MinTo �,0310 �. 2O�01 OK �X.+O.BOD+W+O�UH 8D +Z �m 0.1�4 MinTamn��0.310 20.501 OK X-X,+O.0JD+W+8f0H 08 'Z Tom O�iWW Min Tnmn% 0.318 20,501 OK X-X.+O.SOO+E+Og8H 0.0 +Z TOm 0.1944 MinTwmA 0.310 20.501 0K X-X,~O.S0O+E~O.O0H 0.0 'Z Tor) 0.1944 Min Tomo% 0.310 20.581 UK Z-2.+14OO+1RH H6920 -X Bottom 0.1044 MinTum 0.60 40.154 OK Z-Z.+1.4UO+1.60H 0.06829 +X 8u8mn 0.1944 WinTamm& 0.82V40.154 O% Z-Z-12VO~V,5OLr+1.6OL~1.OVH 0.5431 'X Bottom 0.1944 Min Tmmo% 0.620 40.154 OK Z-Z.+1.20D+O.5OLr+1.60L+1.00H 0.5431 +X Bottom 0.1944 Min Tema% 0.620 40.154 OK Z-Z.+1.20D~1.8OL~0.5DS~1,G0H 0.5431 'X guUum 0.1944 Min TemuO& U�28 40154 DK �Z.+120D+1.0OL+O.S0G+1.GOH O.5431 +X Bottom 0.1�� 4 Min 0.620 40.154 OK 2Z+1.2OD`4.SULr+0.50L+1.G0H 0.2105 'X Bottom 0.1944 MinTnmo H2O 40J54 OK Z-Z.+1.2OO+1.0OLr+0.5UL+1.G0M 02105 +X Bottom 0.1044 MinTamo 0.620 40J54 UK ZZ+1 .20D+1.60Lp9.50W+180H 0.05930 -X Bottom O.1044 Min Tumn�/b 0.820 40.154 OK Z-Z.+1.20O+1,60Ln0.6QVY~1GOH H5930 +X Bottom 0.1944 Min Tnmo% 0.620 40.154 UK Z-I.+1.2OD+0.50L+1.0OS+1.60H 0.2105 'X Bottom 0.1944 Min Tnmn% 0.620 40.154 OM Z'Z.+1.2OO~0.5OL+1.8OS-1.GOH 0.2105 +X 8oUom 0.1944 Min Tomo% 0.020 40,154 OK ZZ+1.20O+1.0OS+0.50W+1.VOH 0,05939 'X Bottom 0.1844 Min Tomn% 0.820 40.154 OK Z'Z.-i.2UD+i.00S~O.SUW+1.G0H 0.05939 +X Bottom 0.1844 MinTomm% 0.020 40.154 OK Z-Z.+1.2UD~O,5OLn8.5OL+V+1.80H 0.2105 -X Bottom 0.1844 Min Tomo% 0D20 40,154 OK Z-Z.+1.2OD+O.5Qb~O.5OL+m+1.50H 02105 +X Bottom 8.1944 MinTomV ' 0.00 40.154 U# Z'Z.+1.2UO~Q.5OL~O.5DG+W+1.80H 0.2105 'X Bottom 0,1944 M|nTomo 0.820 40.154 UN Z'Z.+1.2OO+O.5UL~O.50C+W+1.UVH 0.2185 +X Bottom 0.1844 MinTomo 0,620 40,154 OK Z'Z.+1.2OD~0.5OL~0.208~E+1.60H 0.2105 'X Bottom 0.1944 MinTnmo � 0.620 40,154 ON Z-Z+1.20D+050S~E+1.0OH Bottom +XBottom� m 1944 Min Tmmo ' 0,620 40.154 OK Z-Z.+O.OVD+W+O.A8H 884454 'X Bottom 0.1944 Min Temo% 0.620 40.154 OK Z-Z.~0.SOD+N~O.Q0H 0.04454 +X Bottom 8.1044 MinTnmb`% 0.620 40.154 OK Z-I.~U.Q0D+E+O.90H 0.04454 'X Bottom 0.1844 Min Tomo% 0.020 40]54 OK Z-Z.~0.8OO~E+O,9OH 0.04454 ~X Bottom 0.1044 Min Temo% 0.820 40.154 UK One Way Shear r Load Cnmbnation- +1,40D+.60H +1,2QU+0.50Lr+1,60L4.60H ~1.20D+1.60L+H0S+1.60H +1.20~1.801-n8.501-+1.60H +1.20O+1.00Lr-+0-50WN,60H ~1.20D~0.50L+1.80S+1.60H +1.200+1.60S~0-50YV+1.80H +1.20D~8.5ULn8.50L+W~.60H +1.20D+0.50L+0.50G+N+1.60H ~1.20D~0.50L+0.20S~=-~1.6QH ~8.90D+N+0.90H ~8.90D+E~0.90H Vu@ -X Vu@+X Vu@ -Z Vu@+I PhiVn Vu I PhI*Vn Status 00osi 00md 00osi 00 00od 82.16osi 00 OK 00ud 00cs! m0ms! 00 0.00psi ^ 8216osi 0.00 OK 0J0oui 0.00nni 0I0nsi 080 HOooi 8216md 0.00 OK 0l0od 0.00oSi 080od UDO Dsr 0I0osi 82.16od 0{0 OK 0l00ui D{@n$! OINosi 0l0 0I0noi 02.16pd 010 OK 0,00osi 0.00ooi 8.00osi 0.00 0.00oo| 82.16noi 0l0 OK D.00oui 0.00oy| 0,00md 0{0msi. 0.00nni 8216pd 0.00 OK 0,80noi 0.00os| UlNosi 0.00osi 0.00ooi 02.1600i 0.00 OK 080oxi V.00osi U.UUooi 0.00oui UOnsi 82.16oni 0.00 0K 0,00osi 0.00noi 0.00oui U,OOooi U.OUosi 82.15mi 0.08 OK O.00osi 0.00ooi U.00ooi V�00omi 0.00oni 82.18nmi 0.00 UK 0.00ooi O.00osi 0.00omi DUOoa| 0.00oai 82.18oai 0.08 OK ` ' Plump Engineering, Inc. 4 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 1 MAR 2019, 11:32AM Genera Footing Lic. fF : KW-06001611 Description : 1' Strip Wall Footing Two -Way "Punching" Shear Load Combination... +1.40D+1.60H +1.20 D+0.5 0 Lr+1.6 0 L+1.60 H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1,60H +1.20D+1.60Lr+0.50W+1.60H +1.20 D+0.50 L+1.60S+1.60 H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20 D+0.50 L+0.50 S+W+1.60 H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Vu 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 osi 0.00 osi 0.00 osi 0.00 psi 0.00 psi 0,00 osi 0.00 osi 0.00 osi Phi*Vn 164.32 DSi 164.32 Dsi 164.32Dsi 164.32psi 164.32osi 164.32osi 164.32 osi 164.32 osi 164.32 psi 164.32osi 164.32 psi 164.32 psi a yri ht ENER File- P:IENERCALC\S.1809109.ec6 . ALC, I 2018, Buihf:10.18,8.2 Licensee : PLUMP ENGINEERING INC. Vu1Phi*Vn 0 0 0 0 0 0 0 0 0 0 0 0 Ail units k Status OK OK OK OK OK OK OK OK OK OK OK OK Plump Engineering, Inc. 914 E, Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 mire PtM1 [MOIME PRIMP IMO. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:25AM Wood Beam Lic. # : KW-06001611 Description : Beam 1 Stair Landing CODE REFERENCES File = P:IENERCALC\S.1809109.ec6 ght ENERCALC, INC. 1983-2018, Build:10.18.8.25 . 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 : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + Fb - Fc - Prll Fc - Perp Fv Ft 1,000.0 psi E : Modulus of Elasficity 1,000.0psi Ebend-xx 1,700.0ksi 1,500.0 psi Eminbend - xx 620.0ksi 625.0 psi 180.0 psi 675.0.psi Density 31.20pcf D(0.0217L(0.217) 4x12 Span = 9.830 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.010, L = 0.10 ksf, Tributary Width = 2,170 ft, (stair loading) DESIGN SUMMARY Service Toads entered. Load Factors will be applied for calculations. 1; Design OK Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 0.451: 1 4x12 485.38 psi 1,076.88 psi Load Combination +D+L+H Location of maximum on span = 4.915ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.065 in Ratio = 0.000 in Ratio = 0.074 in Ratio = 0.000 in Ratio = 1816 >=360 0 <360 1594 >=240 0 <240 0.208 : 1 4x12 37.51 psi 180.00 psi +0+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL Moment Values fb F'b Shear Values V fv F'v +0+H Length = 9.830 ft +0+L+t1 Length = 9,830 ft +D+Lr+H Length = 9.830 ft +D+S+H Length = 9.830 ft +D+0.750Lr+0.750L+H Length = 9.830 ft +D+0.750L+0.750S+H 1 0.061 0.028 0.90 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1 0.451 0,208 1.00 1.100 1.00 1.00 1.00 1,100 1.00 1.00 1.00 1 0.044 0.020 1.25 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1 0.048 0.022 1.15 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1 0.284 0.130 1.25 1.100 1.00 1.00 1.00 1.100 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 0.98 0.98 0.98 0.98 0.97 0.97 0.97 0.97 0.97 0.97 0.37 '2.99 ' 0.37 0,37 59.35 485.38 59.35 59.35 378.87 0.00 971.92 0.00 1076.88 0,00 1335.35 0.00 1232.69 0.00 1335.35 0.00 0.00 0.00 0.00 0.12 4.59 162.00 0.00 0.00 0.00 0.98 37.51 180.00 0,00 0.00 0.00 0.12 4.59 225.00 0.00 0.00 0.00 0.12 4.59 207.00 0.00 0.00 0.00 0.77 29.28 225.00 0.00 0.00 0.00 Plump Engineering, Inc, 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 tVIjr1111:11t111111110, Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 19 MAR 2019, 9:25AM Wood Beam Lic. # : KW-06001611 Description : Load Combination Beam @ Stair Landing Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm Ct et. File = P:IENERCALCIS.1809109.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. Moment Values M fb Shear Values F'b V fv F'v Length = 9.830 ft 1 0.307 0.141 +D+0.60W+H Length = 9.830 ft 1 0.035 0.016 +0+0,70E+H Length = 9.830 ft 1 0.035 0.016 +D+0.750Lr+0.750L+0.450W+H Length = 9.830 ft 1 0.225 0.102 +D+0.750L+0.750S+0.450W+H Length = 9.830 ft 1 0.225 0.102 40+0.750L+0.7508+0.5250E+H Length = 9.830 ft 1 0.225 0.102 40.60D+0.60W+0.60H Length = 9.830 ft 1 0.021 0.010 +0.60D+0.70E+0.60H Length = 9.830 ft 1 0.021 0.010 Overall Maximum Deflections Load Combination Span 1.15 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 1.100 1.60 1.100 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 Max. ''-'' Defl Location in Span 1.00 1.00 2.33 378.87 1232.69 1.00 1.00 0.00 1.00 1.00 9.37 59.35 1685.23 1.00 1.00 0.00 1.00 1.00 0.37 59.35 1685.23 1.00 1.00 0.00 1.00 1.00 2.33. 378.87 1685.23 1.00 1.00 0.00 1.00 1.00 .233 378,87 1685.23 1.00 1.00 0.00 1.00 1.00 ,243„. 378.87 1685.23 1.00 1.00 .1 0.00 1.00 1.00 0.22 35.61 1685.23 1.00 1.00 0.00 1.00 1.00 35.61 . 1685.23 •.;J Load Combination , 0.97 0.97 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.77 0.00 0.12 0.00 0.12 0.00 0.77 0.00 0.77 0.00 0.77 0.00 0.07 0.00 0.07 29.28 207.00 0.00 0.00 4.59 288.00 0.00 0.00 4.59 288.00 0.00 0.00 29.28 288.00 0.00 0.00 29.28 288.00 0.00 0.00 29.28 288.00 0.00 0.00 2.75 288.00 0.00 0.00 2.75 288.00 Max. "+' Defl Location in Span 0.0740 Vertical Reactions 4.951 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+I-1 +D+L+H +D+Lr+H +D+S+H 1040.750Lr+0.750L+4-1 +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr40.750L+0.450W+H +0+0.750L+0.750S+0,450W+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 1.215 1.215 1.067 1.067 0.149 0.149 1.215 1.215 0.149 0.149 0.149 0.149 0.949 0.949 0.949 0.949 0.149 0.149 0.149 0.149 0.949 0.949 0.949 0.949 0.949 0.949 0.089 0.089 0.089 0.089 0.149 0.149 1.067 1.067 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:25AM Wood Beam Lic. # : KW-06001611 Description : Beam @ Stair Landing File = P:IENERCALCIS.1809109.ec6 . e copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. 3,0 23 c 0 E 0 E 0.8 MEMBER•-» +D+H +D+6,66W+H 1 +6,66D+6.16E+6,66H 0,93 1 +D+I+H I +D+6.76E+H 1,90 2,91 3,87 4098 Distance (ft) 1 +D+L +H 1 +D+S+H 0 +D+6.7S61 +6.7S61+H 0 +D+6.1S6t+6,7S6S+H 1 +D+6.1SDL46.7SbL+6,4S8W+H I +D+6.7S61+6.1S6S+6.456W+H I +D+D.151)1.+D:7SbS+6.525DE+H 1 +1166D+6.66W+D.66H 6.85 7,82 833 9,79 1,2 0,6 fi MEMBER•••y� t •0,6 •1,2 +D+H . +D4661114 +6.66D+6.1DE+6.66H 0,93 1,90 2,91 3,87 4,88 1 +D+1+H I +6+6.76E+H 5,85 • 6,85 7,82 8 83 Distance (ft) 1 +D+S+H 11 +D+6.1S6L1+6,I5DL+H a +D+6,lib1+6.1S6S+11 1 +D+6,7S1)b+6,1S1)1+6,4S6W+H 1 +D+6.1S61+6.7SIIS+6,4S6W+H 1 +D+6.1561+6.1S6S+D.S2SDE+H 1 +6.66D+6.66W+6.66H 9,79 Plump Engineering, Inc, 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 bni = IIUMI IRYINIERINN lNC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:25AM Wood Beam Lic. # : KW-06001611 Description : Beam @ Stair Landing File = P:ENERCALCIS.1809109,e6 yright ENERCALC, INC. 1983-2018, 8ulld:10.18,8,25 Licensee : PLUMP ENGINEERING INC. v 0 MEMBER•-» •0,019 44038 •0,057 •0.075 +6+H +D+6.66W+H I +6166+6,76E+6.66H LD EOnIy 0193 +D+L+H I +D+6.76E+H DORIy I H00y 1,90 7,87 3.84 4.81 Distance (ft) 1 +D+U+H 1 +6+5+H D +D+6.15611+6,7S6L+11 3 4+6.1561+6.7565+H 1 +D+6.IS6L +6,1561+6,4S61V+H 1 +6+6.IS6L+6.7565+6.4S6W+H 1 +6+6.IS61+6.7565+6.51S6E+H 1 +6.666+6.6614+6.66H I L ORIy LORly M SOnIy IWOnIy 5.78 634 7.71 868 9.65 PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 inc ?MP AGIlltIllf ille. WWW.PeiCa.COM LATERAL ANALYSIS: Site Seismic Design SOS le Wall Information 0.95 1.00 SECTION 11.5.1 ASCE 7-10 Thickness = 8.00 in Weight = 100.00 psf Ledger Height (avg.) = 22.50 ft Parapet Height (avg.) = 0.00 ft STRUCUTRAL WALLS OUT -OF -PLANE FORCES Fp = 0.4Sosl,W, 38.16 psf Fp = 0.10W, = 10.00 psf Fp = 38.16 psf New Door Opening Ledger Height = 22.50 ft. Opening Height = 10.00 ft. Opening Width = 3.00 ft. Horizontal Member Length of Member Unit Lateral Force 5.00 ft. 239 plf SECTION 12.11.1 ASCE 7.10 SECTION 12.11.1 ASCE 7-10 (NOT LESS THAN) Envelope Only Solution Plump Engineering, Inc. CA Enlarged Wall Opening Oct 26, 2018 at 3:32 PM S.1809109 S.1809109.r3d X Loads. BLC 1, DEAD LOAD Envelope Only Solution Plump Engineering, Inc. CA Enlarged Wall Opening Oct 26, 2018 at 3:33 PM S.1809109 S.1809109.r3d Loads: BLC 2, OUT OF PLANE Envelope Only Solution Plump Engineering, Inc. CA Enlarged Wall Opening Oct 26, 2018 at 3:34 PM S.1809109 S.1809109. rid Column: MI Shape: HSS4X4X4 Material: A500 Gr.46 Length: 22 ft I Joint: N2 J Joint: N4 LC 1: DL + OUT OF PLANE Code Check: 0.300 (bending) Report Based On 191 Sections Dy -.975 at 11.579 ft in Dz 0 at 7.526 ft 0 at 16.789 ft in .281 a 0 ft Vy .246 a 0 ft -.355 at 13.084 ft 0 at 0 ft Vz 0 at 13.084 ft .054 at 0 ft T k-ft -3.184 at 12.968 ft k-ft My .008 at 13.084 ft k-ft -.006 at 12.968 ft fa 083 atOft ksi 9.816 at 12.968 ft Aliglik fc ksi -9.816 at 12.968 ft ksi AISC 14th(360-10): ASD Code Check Max Bending Check 0.300 Max Shear Check Location 12.968 ft Location Equation H1-1b Max Defl Ratio Bending Flange Bending Web Fy Pnc/om Pnt/om Mny/om Mnz/om Vny/om Vnz/om Tn/om Cb 46 ksi 16.622 k 92.826 k 10.765 k-ft 10.765 k-ft 25.423 k 25.423 k 9.04 k-ft 1.388 Compact Compact Lb KUr 0.016 (y) oft L/270 Compression Flange Non -Slender Compression Web Non -Slender y-y 22 ft 173.529 L Comp Flange 22 ft L-torque 22 ft z-z 22 ft 173.529 Column: M2 Shape: HSS4X4X4 Material: A500 Gr.46 Length: 22 ft I Joint: N1 J Joint: N3 LC 1: DL + OUT OF PLANE Code Check: 0.300 (bending) Report Based On 191 Sections Dy -.975 at 11.579 ft in Dz 0 at 16.789 ft 0 at 7.526 ft in .281 at 0 ft Vy .246 at 0 ft -.355 at 13.084 ft 0 at 13.084 ft Vz OatOft k-ft -.054 at 0 ft Mz k-ft -3.184 at 12.968 ft My 7.06 at 12.968 ft -.008 at 13.084 ft k-ft fa .083 atO ft ksi 9.816 at 12.968 ft ksi -9.816 at 12.968 ft ksi AISC 14th(360-10): ASD Code Check Max Bending Check 0.300 Max Shear Check 0.016 (y) Location 12.968 ft Location 0 ft Equation H1-1b Max Dell Ratio L/270 Bending Flange Compact Bending Web Compact Fy Pnc/om Pnt/om Mny/om Mnz/om Vny/om Vnz/om Tn/om Cb 46 ksi 16.822 k 92.826 k 10.765 k-ft 10.765 k-ft 25.423 k 25.423 k 9.04 k-ft 1.388 Lb KUr Compression Flange Non -Slender Compression Web Non -Slender y-y 22 ft 173.529 L Comp Flange 22 ft L-torque 22 ft z-z 22 ft 173.529 beam: M3 Shape: HSS4X4X4 Material: A500 Gr.46 Length: 5ft I Joint: N5 J Joint: N6 LC 1: DL + OUT OF PLANE Code Check: 0.066 (bending) Report Based On 191 Sections Dy -.953 at 0 ft in , 0 at 2.5 ft Dz OatOft in -.967 at 2.5 ft 0at0ft Vy .598 at 0 ft .029 at 5 ft k A k -.597 at 5 ft Vz -.029 at 0 ft Mzk .054 at 0 ft -.693 at 2.5 ft Akft 014 at 5 ft k-ft T k-ft -.022 at 2.5 ft fa 0 at 0 ft ksi fc 2.2 at 2.5 ft .057 at .105 ft ksi 7.0,57 at .105 ft -2.2 at 2.5 ft ksi AISC 14th(360-10): ASD Code Check Max Bending Check 0.066 Max Shear Check 0.024 (y) Max Defl Ratio L/4421 Location 2.5 ft Location 0 ft Location 2.5 ft Equation H1 -1b Span 1 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 5ft 5ft Pnc/om 83.605 k KUr 39.438 39.438, , Pnt/om 92.826 k Mny/om 10.765 k-ft L Comp Flange 5 ft Mnz/om 10.765 k-ft L-torque 5 ft Vny/om 25.423 k Vnz/om 25.423 k Tn/om 9.04 k-ft Cb 1.149 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 12:49PM Wood Beam Lic. # : KW-06001611 Description : Sistered Beam CODE REFERENCES File = P:'ENERCALC1S.1809109.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . 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 : Trus Joist Fb + Fb - Fc - Pril Fc - Perp Wood Grade : MicroLam LVL 2.0 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,600.0 psi 2,600.0 psi 2,510.0 psi 750.0 psi 285.0 psi 1,555.0 psi Density E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend -xx 1,016.54ksi 42.0pcf ( 4) D(0.099, Lr(0.16) 2-1.75x14 Span = 21.250 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 8.0 ft, ((E) Roof) Point Load : D =1.40 k @ 7.0 ft, ((N) Unit (2800#/2)) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = 0.678 1 Section used for this span 2-1.75x14 fb : Actual = 2,156.87psi FB : Allowable = 3,182.57psi Load Combination +D+Lr+H Location of maximum on span - 8.919ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.461 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 1.037 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 552 >=360 0 <360 245 >=180 0 <180 Maximum Forces & Stresses for Load Combinations 0.300 : 1 2-1.75x14 107.03 psi 356.25 psi +O+t.r+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm Moment Values Shear Values C t CL M fb F'b V fv F'v +D+H Length = 21.250 ft 1 0.553 +D+I.+H Length = 21.250 ft 1 0.498 +D+Lr+H Length = 21.250 ft 1 0.678 +D+S+H Length = 21.250 ft 1 0.433 +D+0.750Lr+0.750L+H 0.237 0.90 0.979 0.979 0.213 1.00 0.979 0.979 0.300 1.25 0.979 0.979 0.185 1.15 0.979 0.979 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 12.07 1,266.70 12.07 1,266.70 20.55 2,156.87 12.07 1,266.70 it 0.00 2291.45 0.00 2546.06 0.00 3182.57 0.00 2927.97 0.00 0.00 0.00 0.00 1.98 60.68 256.50 0.00 0.00 0.00 1,98 60.68 285.00 0.00 0.00 0.00 3.50 107.03 356.25 0.00 0.00 0.00 1.98 60.68 327.75 0.00 0.00 0.00 Rump Engineering, Inc, 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 ilarM°= PLUMP 'FM01111[1111111 Ill,. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 12:49PM Wood B02111 : KW-06001611 Description : Sistered Beam Load Combination Segment Length Max Stress Ratios Span # M V Cd C FN Ci Cr File = PAENERCALCIS.1809108,ec6 yrlght ENERCALC, INC. 1983-2018, Build:10,18,8,25 , Licensee : PLUMP ENGINEERING INC. Moment Values Cm C t CL M fb F'b Shear Values V fv F'v Length = 21.250 ft +0+0.750L40.750S+H Length = 21.250 ft +0+0,60W+H Length = 21.250 ft +D+0.70E+H Length = 21.250 ft 1 +0+0.750Lr+0.750L+0.450W+H Length = 21.250 ft 1 +0+0.750L+0.750S+0.450W+H Length = 21.250 ft 1 +0+0.750L+0,750S+0.5250E+H Length = 21,250 ft 1 +0.60D+0.60W+0,60H Length = 21.250 ft +0.60D+0,70E+0.60H Length = 21.250 ft 1 0,187 0.080 Overall Maximum Deflections 1 1 0.606 0.433 0.311 0.311 0.473 0.311 0.311 0.187 0.268 0.185 0.133 0.133 0.209 0.133 0.133 0.080 1.25 0.979 0.979 1.15 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0,979 1.60 0.979 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 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 1.00 1.00 1.00 1.00 1.00 18.36 12.07 12.07 12.07 18.36 '12.07 12.07 7,24 7.24 1,927.06 1,266.70 1,266.70 1,266.70 1,927.06 1,266.70 1,266,70 760.02 760.02 3182.57 0.00 2927.97 0.00 4073.70 0.00 4073.70 0.00 4073.70 0.00 4073.70 0.00 4073.70 0.00 4073.70 0.00 4073.70 3.12 0.00 1.98 0.00 1.98 0.00 1.98 0,00 3.12 0.00 1.98 0.00 1.98 0.00 1.19 0.00 1.19 95.44 0.00 60.68 0.00 60.68 0.00 60.68 0.00 95.44 0.00 60.68 0.00 60.68 0.00 36,41 0.00 36.41 356.25 0.00 327.75 0.00 456.00 0.00 456,00 0.00 456.00 0.00 456.00 0,00 456.00 0,00 456,00 0,00 456,00 Load Combination Span Max. '-' Den Location in Span Load Combination Max. "+" Defl Location in Span +0+Lr+H 1 Vertical Reactions 1.0369 10.392 0.0000 Support notation : Far left is #1 - Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +0+H +D+L+H +D+Lr+H +0+S+H +0+0.750Lr+0.750L+1-1 +D+0.750L+0,750S41 +0+0.60W+H +D+0.70E+H +D+0.750Lr+0,750L+0.450W+H +0+0.750L+0.750S+0.450W+H +43+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 3.811 1.700 2,111 2.111 3.811 2.111 3.386 2,111 2.111 2,111 3,386 2,111 2,111 1.266 1.266 2,111 1.700 3.333 1.700 1.633 1.633 3.333 1.633 2.908 1.633 1.633 1.633 2.908 1.633 1.633 0.980 0.980 1.633 1.700 - Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 'ION, ER(1111E1411111 IRO. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 12:49PM Wood Beam Lic. # : KW-06001611 Description: Sstered Beam File P:\ENERCALC\S.1809109.ec6 . Softwareco9yr1ghtENERCAtC, INC. 1983-2018, Build:10.18.8.25 Licensee PLUMP ENGINEERING INC. 0 21 16 10 MEMBER...» I +DO 0+6,66W+ti 1 11)101)+0.76E+0,6611 2,02 4.11 620 830 1039 1 4+101 0+6.75E01 Distance (ft) • +D+li+11 1 +D+S+11 +D+6.75tLi+6.1S11L01 +0+0.7S6t+1).1S0S+11 I +0+1).7S0t1+13,7S01.44S6W+Ii 1 +D+6,1S6L+f).7SDS+0.4SIN+Ii 1 +D+0.75131+6.750S+63131)E+11 1 +6.60D+6,66141).6611 12,49 1458 16,67 18.77 MM 01 .0 VI 3.9 2,1 .3,4 Mem 0 +DO +D+0.61)141i 1 +0.60D+117DE+0,6611 202 4,11 620 830 1039 1 4+14 4416E4 2,49 - 14,59 16.67 18,77 Distance (ft) 1 0+14 1 +D+S+ D +D+1),ISD11+6.1S0101 r. +0+0.101+6.7i6S+11 1 0+6,756L1+6,7501.44511111+11 1 0+5.1S0l+6.1S6SIL6A50W+H 1 +0+61501+0,151)5+63236E+ti 1 4.60D+116D1413.6611 20,86 • Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 PICO/ CAN:141Na INC. Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 1 MAR 2019, 12:49PM Wood Beam Lic. # : KW-06001611 escription : Slstered Beam r— File = PAENERCALC1S.1809109.e6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. OBER...» .03 05 0 +PO +D+6.6DW+11 1 4660+616E466H EOnIy 202 4.11 620 830 1039 1 +6401 1 +D+0.76E41 I DOffly H011y 12,49 14,58 16.87 18,77 Distance (ft) 1 0+110 1 +0+5+11 S +D+0.1561.1+6,7S1101 +1413.1561+0.756S+K I +D+Digli+6,7SOl+0.4511N+H 1 +D+6.7S610.7S6S+6.6W+H 1 +D+D.1561+0.156;+6,566E+N 1 +6,66D+0.66W+6.66N I LiOnly lolly SOnly I WOOr 20.86 Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 tru ft= PLUMP ENGINEERING INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 1:01PM Wood Beam Lic. #: KW-06001611 Description : (E) 7 3/4"x30G B CODE REFERENCES File = PAENERCALMS.1809109.ec6 tore copyright ENERCALC, INC. 1983-2018, Build:10.18,8.25 . 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 Fb Fb - Fc - PI Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling DF/DF : 24F - V4 D(1.4) a 2,400.0 psi E: Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 950.0 ksi 650.0 psi Ebend- yy 1 ,600.0ksi 265.0 psi Eminbend - yy 850.0ksi 1,100.0 psi Density 31.20pd , . D(0.2975t Lr(0.425) 7,750 X 30.0 Span -••• 46.50 ft D(039)t Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 21.250 ft, ((E) Roof) Point Load : D = 1.40 k © 16,420 ft, ((N) Unit (2800#/2)) Point Load : D = 0.390 k @ 33.50 ft, ((N) Unit (780#/2)) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 0.94R 1 7.750 X 30.0 2,302.13psi 2,425.73ps1 Load Combination 40414-H Location of maximum on span 22.741ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1.433 in Ratio = 0.000 in Ratio = 2.783 in Ratio = 0.000 in Ratio = 389 >=360 0 <360 200 >=180 0<180 0.334 : 1 7.750 X 30.0 110.63 psi 331.25 psi +0411+11 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # M V Max Stress Ratios Cd C FN C i Cr CmC C t CL , Moment Values M fb Shear Values F'b V fv F'v +D+11 Length = 46.50 ft -104-L +Ft Length = 46.50 ft +D+Lr+H Length = 46.50 ft Length = 46.50 ft 1 0.640 0.224 0.90 0.809 0.809 1 0.576 0.201 1.00 0.809 0.809 1 0.949 0.334 1.25 0.809 0.809 1 0.501 0.175 1.15 0.809 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 1.00 108.27 10.27 22.02 108.27 . 0.00 1,117.58 1746,53 0.00 1,117.58 1940.59 0.00 2,302.13 2425.73 0.00 1,117.58 2231.67 0.00 0.00 8.28 53,40 0.00 0.00 8.28 53.40 0.00 0.00 17.15 110.63 0.00 0.00 8.28 53.40 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 b i+ Uw1 10I1"!l*IJY INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 1:01 PM Wood Beam File = P:IENERCALCIS.1809109,ec6 . Software cappright ENERCALC, INC. 1983-2018, Bulld:10.18.8.25 Lic. # : KW-06001611 Licensee : PLUMP ENGINEERING INC. Description : {E} 7 314"x30" GLB Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t CL nt Values Po F'b Shear Values V fv F'v +0+0.750Lr+0.750L+H 0.809 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 46.50 ft 1 0,827 0,291 1.25 0.809 1,00 1.00 1.00 1.00 1.00 19,4.32. 2,005.83 2425.73 14.93 96.32 331,25 +D+0.750L+0.750S+H 0.809 1.00 1.00 1.00 1.00 1,00 `"'' 0.00 0.00 0.00 0.00 Length = 46.50 ft 1 0.501 0.175 1.15 0.809 1.00 1.00 1.00 1.00 1.00 108.27 1,117.58 2231.67 8.28 53.40 304.75 +0+0.60W41 0.809 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length.= 46.50 ft 1 0.360 0.126 1.60 0.809 1.00 1.00 1.00 1.00 1,00 108.27 1,117.58 3104,94 8.28 53.40 424.00 +D+0.70E+H 0.809 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 46.50 ft 1 0.360 0.126 1.60 0.809 1.00 1.00 1.00 1.00 1.00 108.27 1,117,58 3104.94 8.28 53.40 424.00 +D+0.750Lr+0.750L+0.450W+H 0.809 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 46.50 ft 1 0.646 0.227 1.60 0.809 1.00 1.00 1.00 1.00 1.00 194.32 2,005.83 3104.94 14.93 96.32 424.00 +0+0.750L+0.750S+0.450W+H 0.809 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 46.50 ft 1 0.360 0.126 1.60 0.809 1.00 1.00 1.00 1.00 1.00 108.27 1,117.58 3104.94 8.28 53.40 424.00 +D+0.750L+0.750S+0.5250E+H 0.809 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 46.50 ft 1 0.360 0.126 1.60 0.809 1.00 1.00 1.00 1.00 1.00 108.27 1,117.58 3104.94 8.28 53.40 424.00 +0.60D+0,60W+0.60H 0.809 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 46,50 ft 1 0.216 0.076 1.60 0.809 1.00 1.00 1.00 1.00 1,00 64.96 670.55 3104.94 4.97 32.04 424.00 +0.60D+0.70E+0.60H 0.809 1.00 1.00 1.00 1.00 1.00 ; ;, _ r 0,00 0.00 0.00 0.00 Length = 46.50 ft . 1 0.216 0.076 1.60 0.809 1.00 1.00 1.00 1.00 1.00 64:96 670.55 3104.94 4,97 32.04 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. Dell Location in Span +D+Lr+H Vertical Reactions 1 2.7829 23.250 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.984 18.745 Overall MlNimum 9,881 9.881 +D+H 9.103 8.863 +D+L+H 9,103 8,863 +D+Lr+H 18.984 18.745 +0+S+H 9.103 8.863 +0+0.750Lr+0.750L+H 16.514 16.274 +D+0.750L+0.750S+H 9.103 8.863 +D+0.60W+11 9.103 8.863 +D+0.70E+H 9.103 8.863 +0+0.750Lr+0.750L+0.450W+H 16.514 16.274 +0+0.750L+0.750S+0.450W+H 9.103 8.863 +0+0.750L+0.750S+0.5250E+H 9.103 8.863 +0.60D+0.60W+0.60H 5.462 5.318 +0.600+0.70E+0.6011 5.462 5.318 D Only 9,103 8,863 Lr Only 9.881 9.881 L Only S Only W Only E Only H Only Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 1:01PM Wood Beam Lic # : KW-06001611 Description : E) 7 !4"x30" GLB Fie = P:IENERCALC1S.1809109.ec6 . Software copyright ENERCALC, INC.1983.2018, Buf d:10.18,8,25 . Licensee : PLUMP ENGINEERING INC. 227 111 114 C E 0 51 +D+H +D+0,60W+H 1 +0.660+6.16E+6.611 4,41 I +D+1+H 1 4+6.16E+H 8,99 13.58 18,16 22.74 Distance (ft) +D+L,+H 1 +D+S+H 21 31391 36,49 0 +D+6.1501'+6.1ti61+H +0+0.7561+6.1SDS+11 1 +0+6.1S611+6.1SDL+6.456W+H 1 +D+6.IS6L4158S+0,4S61411 1 +D+6.1501+6,I5DS+6.5ZS0E011 +6.66D+6.66W+6.66H 45.65 19 10 •19 1 +D+H +D+6.66W+H 1 +D,66D+6,I6E+6.6611 441 I +D+1+H +D+6.16E01 8,99 13,58 18.16 22J4 2132 31,91 36,49 4107 Distance (ft) 1 +D+L1+H 1 +D+S+H i] +D+6.1561'+6.1SD1+H +D+61S0141S6S+H 1 0+6JS611+6.150L+6.456W+H 1 +D+6JS6L+6.150S+6.4S8W+H 1 +D+6.1501+6.1566+6.SZS8E+11 1 +6.66D+0.66W+6.6611 45,65 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Engineer: Project ID: Project Descr: Procon K:K. S.1809109 Shasta Beverages Printed: 1 MAR 2019, 1:01 PM Wood Beam Lic. # : KW-06001611 Description : {E 7 14"x30" G File = P:IENERCALC1S.1809109,ec6 right ENERCALC, INC.198&2018 Build:10,18,8,25 Licensee : PLUMP ENGINEERING INC. •0,7 .1,4 •2,1 •2,8 +D+H +6+6,66W+H 1 +6,66D+6.76E+6.66I1 0 !Oily 4,41 1 +D+L+M I +D+6.16E+H DOnIy I HOI1Iy 8,99 1338 22.74 27.32 31,91 36,49 4147 Distance (ft) 1444,4 1 +D+S+H U +D+6.7561.1+6.ISDL+H 4 0+6.7561+6JSDS+II 1 +D+6,15614.1561+6.456W+11 1 +6+6,I561+D7SDS+D,45D +H 1 +D+6.756L+6.1565+D.5tSDE+H I +6.66D+6,6611+6.66H ['Only [Only C50nly IWOnly 45,65 Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 - Fax: (714) 385-1834 LUMP 11101MIIING INC. Project Title: Procon Engineer: K.K. Project ID: S,1809109 Project Descr: Shasta Beverages Printed: 3 SEP 2019, 5:10PM Wood Column qmiltwx0,19,9462gati, 4ra File = PAENERCALCIS.1809109.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.23 . DESCRIPTION: 2x6 Stud l6" O.C. Code References 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 - Pi1I 1,350.0 psi Fc - Perp 625.0 psi E : Modulus of Elasticity ... Basic Minimum Fv Ft Density 9.08 ft 180.0 psi 575.0 psi 31.210 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly x-x Bending y-y Bending Axial 1,600,0 1,600.0 1,600.0 ksi 580,0 580.0 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 inA4 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 ? 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 = 9.08 ft, K = 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.236 lbs *Dead Load Factor Ot.-= 1 geS( (2 !S 4 IC. Si (-1) = 469 lb t 2 AXIAL LOADS . . . z. Floor: Axial Load at 9.080 ft, D = 0.4690, L = 2.606 k Lt. 1; t74 t t Wall Above: Axial Load at 9.080 ft, D = 0.1610 k -.V bt..--• tet.i.f ( 2.31-o* BENDING LOADS . .. Interior Wind: Lat. Uniform Load creating Mx-x, W = 0,0110 k/ft Lb Six/ (1(2/11)%•11 IV) DESIGN SUMMARY 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 0.4295 : 1 4-D+L+H Comp Only, fc/Fc' 0.0 ft 3.252 k 0.0 k-ft 0.0 k-ft 917.77 psi 0.01892 : 1 +0+0,60W+H 0.0 ft 5.448 psi 288.0 psi IcA'-1,")(4Tri.):- 161 Ito Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.04994 k Bottom along Y-Y 0.04994 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... inat Along Y-Y 0.051114.570 ft above base for load combination: : Wonly Along X-X for load combination°:.°n/ain at 0.0 ft above base Other Factors used to calculate allowable stresses ... Bending Compression Tension Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0,750Lr+0.750L+H +D+0,750L+0,750S+H +D+0.60W+H +D+0.70E+H Maximum Axial + Bending Stress Ratios C D C p Stress Ratio Status Location 0.900 0.657 0.08920 PASS 0.0 ft 1.000 0.618 0.4295 PASS 0.0 ft 1.250 0.533 0.07919 PASS 0.0ft 1.150 0.565 0.08122 PASS 0.0 ft 1.250 0.533 0.3187 PASS 0.0ft 1.150 0.565 0.3269 PASS 0.0 ft 1.600 0.441 0.07468 PASS 0.06094 ft 1.600 0.441 0,07468 PASS 0.0ft Maximum Shear Ratios Stress Ratio Status Location 0.0 0.0 0.0 0.0 0.0 0.0 0.01892 0.0 PASS 9.080 ft PASS 9.080 ft PASS 9.080 ft PASS 9.080 ft PASS 9.080 ft PASS 9.080 ft PASS 0.0 ft PASS 9.080 ft Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 /LUMPIUINUIII INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 3 SEP 2019, 5:10PM Wood Column pc. # fSVV-0600161.1 DESCRIPTION: 2x6 Stud 16 O.C. Load Combination Results are co File = PAENERCALC18.1809109.ec6 right ENERCALC, INC. 1983-2019, Build:12,19.8.23 . Load Combination +D+0,750Lr+0.750L+0,450W+H 404-0.750L+0,750S+0,450*41 +D+0,750L+0,750S+0,5250E+H +0.60D+0.60W+0.60H +0,60D+0.70E+0.60H Maximum Reactions Load Combination Maximum Axial + Bending Stress Ratios C D C p Stress Ratio Status Location 1.600 0.441 0.3005 PASS 0.06094 ft 1.600 0.441 0.3005 PASS 0.06094 ft 1.600 0.441 0.3005 PASS 0.0 ft 1.600 0.441 0.06198 PASS 4.510 ft 1,600 0.441 0.04481 PASS 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.01419 0.01419 0.0 0.01892 0.0 PASS PASS PASS PASS PASS 9.080 ft 9.080 ft 9.080 ft 0.0 ft 9.080 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+I-1 +04i.+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L4l +D+0.750L+0,750S+11 +D40.60W+H +D+0.70E+H +D+0.7501,r+0.750L+0,450W+11 +0+0.750L+0.750S+0.450W+1-1 40+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 Maximum Deflections for Load Combinations 0.030 0.030 0.022 0,022 0.022 0.022 0.030 0.030 0.050 0.050 0.646 3.252 0.646 0.646 2.601 2,601 0.646 0.646 2.601 2.601 2.601 0.388 0.388 0.646 2.606 Load Combination Max, X-X Deflection Distance Max. Y-Y Deflection Distance +0+11 +D+L+1-1 +D+Lr+H +0+5+H +D+0.750Lr+0.750L+H + 040.750L+0.750S+H +0+0.60W+H +0+0.70E+H +D+0.750Lr+0.750L+0,450W+H + 0+0.750L+0,750S+0.450W4+1 +0+0.750L+0.750S+43.5250E+H 40.60D+0.60VV+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 0.000ft 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 0.031 in 0.000 in 0.023 in 0.023 in 0.000 in 0.031 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.051 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 4,570 ft 0.000 ft 4.570 ft 4.570 ft 0.000 ft 4.570 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 4.570 ft 0.000 ft 0,000 ft Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 6 re c= Fax: (714) 385-1834 PLUMP 1111111111NC INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 3 SEP 2019, 5:10PM Wood Column -Lic. NW-06001611 ' • - • right EN File = PAENERCALCAS,1809109.ec6 ALC, INC, 1983-2019, Build:12.19,8,2 DESCRIPTION: 2x6 Stud @ 16" O.C. Sketches 1.50 in 0.01%1f Plump Engineering, Inc. 4 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 j ILfe= Fax: (714) 385-1834 1.12.1P 11101111111t114 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 3 SEP 2019, 3:59PM Wood Beam DESCRIPTION: (N) 4X6 @ RTU CODE REFERENCES File = RIENERCALCIS,1809109.ec6 . Software copyright ENERCALC, INC, 1983-2919, BM:12.19.8.23 . 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 Beam Bracing : Beam is Fully Fb + Fb- Fc-PI : Douglas Fir - Larch Fc - Perp : No.2 Fv Ft ed against lateral -torsional buckling 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600ksi Eminbend - xx 580 ksi Density 31,21 pcf D(0.7) 4x6 Span = 8,0 ft Applied Loads Beam self weight calculated and added to loads Point Load : D = 0,70 k @ 4.0 ft, ((N) Unit (2800#/4)) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK 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 0.926 1 Ma 4x6 974.76psi 1,053.00psi +D+H 4.000ft Span # 1 0.000 in Ratio = 0.000 in Ratio = 0.172 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 0 <360 0 <360 557 >=180 0 <180 0.175 :1 4x6 28.43 psi 162.00 psi +D+H 7.562 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V c d c Fiv Ci C C CL Moment Values Shear Values M fb F`b V fv F'y +D+H Length = 8.0 ft +D+L+H Length = 8,0 ft +D+Lr+H Length = 8.0 ft +D+S+H Length = 8.0 ft +D+0.750Lr+0.750L+H Length = 8.0 ft +D+0.750L+0.750S+H Length = 8,0 ft +0+0.60W+H 1 0,926 0.175 0.90 1 0.833 0.158 1.00 1 0.667 0.126 1.25 1 0.724 0.137 1.15 1 0.667 0.126 1.25 1 0,724 0,137 1.15 1,300 1,300 1.300 1,300 1.300 1.300 1,300 1.300 1.300 1.300 1.300 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 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 1.43 974.76 1,43 974,76 1.43 974.76 1.43 974.76 1.43 974,76 1,43 974.76 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 0.00 0.00 0.36 28.43 162.00 0.00 0.00 0.00 0.36 28.43 180,00 0.00 0,00 0,00 0.36 28.43 225.00 0.00 0.00 0.00 0.36 28.43 207.00 0.00 0,00 0,00 0.36 28.43 225.00 0.00 0.00 0.00 0.36 28.43 207.00 0.00 0.00 0.00 Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 Wood Beam W.-'0600161 DESCRIPTION: (N) 4X6 @ RTU Load Combination Max Stress Ratios Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 3 SEP 2019, 3:59PM File = P.IENERCALC\S.1809109,ec5 are cop ri.ht ENERCALC, INC .1983-2019. Build:12.19.8.23 . NC,,, Moment Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb Pb PLUMP ENGINEERIN Shear Values V fv F'v Length = 8.0 ft 1 0.521 0.099 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1,43 974.76 1872.00 0.36 28.43 288.00 +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 = 8.0 ft 1 0.521 0,099 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.43 974.76 1872.00 0.36 28,43 288.00 +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 = 8.0 ft 1 0.521 0.099 1.60 1.300 1.00 1,00 1.00 1,00 1.00 1.43 974.76 1872.00 0.36 28.43 288.00 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.521 0.099 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.43 974.76 1872.00 0.36 28.43 288.00 +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 = 8,0 ft 1 0.521 0.099 1.60 1,300 1.00 1.00 1.00 1,00 1.00 1,43 974.76 1872.00 0.36 28,43 288.00 +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 = 8,0 ft 1 0,312 0.059 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.86 584,86 1872.00 0.22 17.06 288.00 +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 = 8.0 ft 1 0.312 0,059 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0.86 584.86 1872,00 0.22 17.06 288.00 Overall Maximum Deflections Load Combination Span Max.." Deft Location in Span Load Combination Max. '+' Detl Location in Span D Only 1 0.1721 4,029 0,0000 0,000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.367 0,367 Overall MINimum 0.367 0,367 +0+H 0.367 0,367 +D+L+H 0.367 0,367 +D+Lr+H 0.367 0,367 +D+S+H 0.367 0.367 +0+0.750Lr+0.750L+H 0.367 0.367 +0+0.750L+0,750S+41 0.367 0,367 +0+0.60W+H 0.367 0,367 +0+0.70E+H 0.367 0.367 +0+0.750Lr+0,750L+0.450W41 0.367 0,367 +0+0.750L+0,750S+0,450W+H 0.367 0,367 +0+0.750L+0,750S+0,5250E+11 0.367 0.367 +0.600+0,60W+0.60H 0.220 0.220 +0.60D+0,70E+0,60H 0.220 0.220 D Only 0.367 0.367 Lr Only 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: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 3 SEP 2019, 3:59PM Wood Beam C 0 DESCRIPTION: (N) 4X6 a RTU 15 OJ 0.4 MEMBER +D+H +D+0.60W+H 1 +6.60D+D.1DE+0.60H 0,37 0,19 4,19 -037 +D+H +D+0.60W+H 1 +6.613D+D.1DE+0.60H 0�6 1,58 236 3,18 337 1 +D+I+H 8 +D+D,1DE+H 1 +D+I+H +D+A7DE+H 4/9 5,58 File = P:IENERCALC1S.1809109.ec6 a. ri. ht ENERCALC, INC.1983-2019, Build:12,19.8.23 . .r PL.UMP:ENGINEERING;INC.;° 639 7.18 8A0 Distance (ft) 1 +D+II+H 1 +D+S+H G +D+D.ISDU+D,1SDl+H C. +D+0.1551+0.ISDS+H 1 +D+D.15D11+0.1501+0.45DW+H 1 +D+0.ISOI+D.I565+0,45DW+11 1 +D+D.7501+6.7SDS+0.SISDE+H 1 +6.66D+D.60W+0.6DH 158 2,36 3,18 3.97 439 5.58 6,39 7,18 8,00 Distance (ft) 1 +D+Ii+H 1 +D+5+H C +6+O.15011+0,1561+H f, +D+0JSDI+D,IS05+H 1 +D+0,1S011+0.7SDl+DASOW+H 1 +D+0.1S01+0,1505+0,4SDW+H 1 +1)+0,1SD1+6.7SDS+D.SZSDE+11 1 +0,60D+D.60W+D.6DH Plump Engineering, Inc. 914 E. Katella Ave, Anaheim, CA 92805 Phone: (714) 385-1835 6 Fax: (714) 385-1834 E EXOI NE ERiRII IRE, Wood Beam DESCRIPTION: (N) 4X6 @ RTU Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 3 SEP 2019, 3:59PM File = P:IENERCALCIS.1809109.ec6 . Safiwarecopy rilht ENERCALC, INC, 1983-2019, Build:12.19.8.23 PLUMP ENGINEERING ING' a; MEMBER•» -0.04 •0.09 .0,13 .0.18 040 +D+6,66W+H 1 +6.66D+DJDE+6,6611 :: EOnly 0J6 L55 234 3,11 3,91 4J0 5,49 628 Distance (ft) 1 +D+II+H 1 +D+S+H © +D+6,15D1'+6.1561+H C +D+6,15D1+6.156S+H 1 +D+D.15D11+6.1561+0,4S6W01 1 +6+6.15D1+6.15D5+6.456W+H 1 +6+6.1561+6J56S+6,5Z56E+11 1 +6,666+6.66w+6.6611 11r0fiIy lcNy . SONy 1WOXIy # Bars required within zone # Bars required on each side of zone Applied Loads Plump Engineering, Inc. 14 E. KateIla Ave, Anaheim, CA 92805 Phone:. (714) 385-1835 ., „ITT:RR. Fax: (714) 385-1834 pi Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr:Shasta Beverages Printed: 25 SEP 2019, 8:29AM General Footing Fp!e= NENERCALCIS.1809109.ec6 Software .•yright ENERCALC, INC. 1983-2019, Build:12.19.8.30 DESCRIPTION: 1' Strip Offset Wall Footing Code References .‘7 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density r.p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safely Factor Add Ftg Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions 3.0 ksi 60.0 ksi 3,122.0 ksi • 145.0 pcf 0.90 0.750 0.00090 1.50 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below when max. length or width is greater than • 1.50 ksf • Yes • 100.0 pcf • 0.20 1,50 ft ksf ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness 2.0 ft 1.0 ft 18.0 in Load location offset from footing center_ ex : PrIl to X-X Axis = -3,25 in in Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing Reinforcing 6.0 in 12.0 in 0.010 in 3.0 in Bars parallel to X-X Axis Number of Bars 2.0 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis 66.7 % 33.3 % • x 414" X-X Section Looking To 7; P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S E 14 0.1880 1.151 k ksf k-ft k-ft pL I Lt. k Plump Engineering, Inc. 014E.KutelbAve. Anaheim, CA028O5 Plump '='"""'",INC. Project Title: Mocon Engineer: K.xL Project ID: S.1809100 Project Descr: Shasta Beverages Printed; 25usp2019, 8:29Aw He~ . General Footing Software copyright ��INC. 19D2019, BuM:12.19.8.30 . � 'PL.��.�!e~�rc�,^�8DESCRIPTION: 1'Strip Offset Wall Footing DESIGN SUMMARY Min. Ratio Item Capacity Governing Load Combination PASS 0.8303 Soil Bearing 1,426 kd 1J18ksf ~G+L+Hahoo Z-Z axis PASS m1a Overturning 'X-X O�k-ft &Uk-ft No Overturning PASS ma Uplift 0.0k OD No Uplift PASS 0.006224 ZFlexure (+X) 0.2499 lk-ftift 40154 k-ft/ft �.20D+O.5OLr+1.60L+1.60H PASS 0.004972 ZFlexure (-X) 81997 k-ft1ft 40.154 k-ft/h �.20D+0.5OLr+1.60L+1.60H PASS 0.0 XFlexure (+Z) 0.0 k-tyfi KOk-ft/ft No Moment PASS 0.0 XFlexure (-D 08k-ft/ft O8k-ftJft No Moment p«$S n1a 1-way Shear (+0 0.0poi 02.158po| n/a PASS n/a 1-way Shear ('X) O.Opoi 82.158 psi n/a PASS n/a 1*myShear (+Z) 0.0 psi 82.158 psi n/a PASS ma 1-way Shear ('Z) DOpei 82.150poi n1a PASS n/a 2-way Punching 08poi 82.158 psi n/a Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio Xecc Zecc Actual Soil Bearing Stress Location Actual /Allow XX~D~H 1,718 n/a O8 03115 03115 n/a n/a 0181 X-X.~8~L+H 1.718 m1a 0.0 0.8870 0,8870 ma n/a 0�516 X'X.~Q~Lr+H 1.718 ma 0.0 0.3115 0.3115 ob m1a 0181 X-X.~D+S~H 1.718 n/a 0�0 0,3115 0,3115 n/a n/a 0.181 X-X,+D+O750Lr+8.75QL+H 1.718 n/a 0.0 07431 07431 n/a n/a 0A33 X-X.+D+O.750L~OJ5OS+H 1,718 n/o 0.0 07431 0,7431 n/a n/a 0.433 X'X.+D+O.hOW+H 1718 n/a 0.0 0.3115 0.3115 n/a n/a 0181 X'X,+D~8.78E~H 1J18 n/a 0.0 0.3115 0.3115 n/a o1a 0181 XX+D+0.75OLn0J5OL+0.45OW~H 1.718 n1a 08 0.7431 0J431 n/a n/a 0.433 X-X.~D+OJ5OL+8J58S+O.45OW+H 1.718 n/a 0.0 0.7401 0J431 ma n/a 0.433 X'X.+D+UJ6VL~U.75OS+0.525OE+H 1.718 n/a 0.0 0.7431 0.7431 o1a n1a 0433 X-X.~8.0OD~O.60\m~O.0OH 1718 o1a 0�0 01868 0.1869 n/a n/a 0,108 %'X.~O.6OD~U.7OE+O.0OH 1.718 n/a 0.0 0.1868 0,1860 n/a n/a 0.109 Z'Z.4]+H 1.718 -0.8807 n1a n/a n/a 0.3871 02358 0225 Z'Z.+D+L+M 1.718 '2.453 n/a n/a n/a 1.420 0,3485 0.830 Z-Z.+D+Lr~H 1.718 �.0807 mb n/a n/a 0.3871 0.2359 0225 Z'Z.+D+S+H 1.718 -0.9807 n/a ob n/a 0,3871 0.2350 0225 Z'Z.~D+U75OLn8J5VL~H 1.718 -2.239 n/a n/a n/a 1,160 O3203 0.879 Z'Z.~D+O750L+0J5OS+H 1718 -2.299 n/a n1a n/a 1.108 0.3283 0�870 ZZ~D~0.8UW~H 1718 '0.9807 n/a n/a n/a 0,3871 0.2359 0225 Z-Z.+O~OJOE+H 1.718 -0,9807 o1a n/a n/a 0.3871 02250 0225 Z'Z.+D~O.75OLr+OJ5OL+O.450VV+H 1718 -2.289 n1a n/a n/a 1.168 0.3203 0,870 Z'Z.~D^OJ5OL~0J5US~O.450N+H 1.718 -2299 n/a n/a n1a 1.166 0.8203 0878 Z-Z.~D~O.75OL~OJ5OS~0.525OE+M 1.718 -2.299 n/a ma n1a 1.166 0,3203 0.670 Z-Z.~O,0OD~0.V0W~0.W3H 1.718 -0.9807 n/o n/a n/a 0.2323 0.1415 0,135 Z-Z.~8.8OD~OJ0E+O.G0H 1718 -0,9807 n1a n/a ma 0.2323 01415 0.135 Overturning Stability Rotation Axis & Load Combination... Footing Has NOOverturning Footing Flexure Overturning Moment Resisting Moment Stability Ratio Status Flexure Axis & Load :vmmomm" Mu Side Tension As Req'd k-ft Surface in A2 Gvrn. As Actual As PhI*Mn in`2 k-ft X-X+1,4OD+.6OH &O +Z Tom 0.1944 MinTmn % 0.00 20.501 OK &X.~1,40Q+6OH &O 'Z Tom 0.1944 Min Tomn% 0,310 20.501 OK X-X~1.2UD+0.SOLr+1,6OL+ .60H 08 ~Z Too 0.1944 Min Tomo% 0.310 20.501 OK X'X+1.2OD+O.5Ub+1.0OL~1£0H 0.0 'Z Too 0.1944 Min Tomu% 0.310 20.501 OK Plump Engineering, Inc. 04E�Metel|uAve. Anaheim, CA028OS "'"""'""'"""'".INC. Project Title: Pmcon Engineer: K.K. Project 0: S]809108 Project DaoucShastaBuvermqoo General Footing n*~ . Software copyright eenoALcINC. 1om201unmm11x1o�3�g ��9r . DESCRIPTION: l'Strip Offset Wall Footin Footing Flexure n-! � ~ Flexure Axis & Load Combination Mu Side Tension As Reqd Gvrn. As Actual As PhrMn k-ft Surface kn'12 in12 In A 2 k-ft X-X~4.2OD+f@L+0.5OS+.60H 0.0 +Z Tom 0,1944 Min Tnmv% 0.310 20.501 OK X-X,+120D~.6UL4).5OS+1J0H 0.0 -2 Too 01944 Min Tomo% 0.310 20,501 OK X'X+1.28D+1.80Lp8.SOL~1,6OH 0.0 +Z Tom 0.1944 Min Tnmu% 0.318 20,501 OK X'X+1.20D+1.8OLr+O.5OL~1.O0H 0.0 'Z Tno 01944 Min Tomu% O.310 20.501 UK X-X.+1.2OO+1.60Lr~0.SOVV~1.6VH 8.0 +Z Tno 8.1944 Min Tomo% 0.310 20.501 UR X'X.+12OO+1.03L/+UDW+1.80H OD -2 Too 8,1044 Min Tnmo% 0.310 20.501 0K X'X.+12OD+8.5OL+1.688+1.GOH 08 ~Z Too 0.1944 Min Tomo% 0310 20.501 OK X'X.+1.2OD+O.5OL4.60S+1.8OH 0.0 'Z Too 0.1044 Min Temn% 0.310 20.501 OK X-X.+1.2OO+1.0OS+O.6OW+1.80H 0.0 +Z Tor) 0.1944 Min Tomo% 0310 20,501 OK X'X.+1.20D+1.G0S+0.5UVV+1.GOH 8.0 'Z Too 0.1044 Min Tomn% 0.310 K501 OK X-X.~1.2OD~O.50LpW.S0L+VV+1.60H 8.0 +Z Too 0.1044 Min Tomo% 0,310 20.501 OK X'X. +1.20D+0.5OLr+0.50L+VV~1.60H 0.0 -Z Too OA044 Min Tomo% 0.310 20.501 $K X'X.+1.2OD+U.50L+O,5OS+W+ 80H 0.0 +Z Ton 01044 Min Tnmn% 0.310 20.501 ON X'X.+12OO+O.5OL+U.50S+N+1.6UH 0.0 'Z Tor) 0.1044 Min Tamo% 0.310 20.501 OK X'X.+1.20D+8.5UL~8.208+E+1.88H 08 +Z Ton 0,1944 Min TomnIN, 8.310 20.501 OK X'X.+1.28D+8.50L+O.20S+E+1.80H 8.O 'Z Too 0.1044 Min TomP% 0.310 28,501 0K X'K.+8.0OD+W+O.0UH 0.0 +3 Ton 0,1844 Min Tomn% 0.310 20.581 OK X'X.+O.8OD4V+O.00H &0 'Z Too 8.1944 Min Temo% 0310 20.501 OK X'X.~O.00D+E~O.00H 0.0 +Z Too 0.1944 MinTomo% 0310 20.501 8K X'X.+0.O0D~E+O.9OH 0.0 'Z Tuo 0.1044 Min Tomo% 0.310 20.501 0K Z-Z.+1.4OO+1.SOH 0,02542 -X Bottom 01844 Min Tomo% 0.628 40.154 OK Z'Z.~1.40O+1,UOH 0,03182 +X Bottom 0.1944 Min Temo% 0.020 40.154 0K Z-Z.+1.20D~8.5Ob+ .00L+1.80H 01997 -X Bottom 0.1944 Min Tamu% 0.628 40154 OK Z-Z.+1.2OD+O.5Ob+1.6OL+1k&H 0.009 +X Bottom 01944 Min Temo% 0.620 40.154 OK Z-Z.+1.2OD+1.6UL+O,58S+1.60H 0.1907 'X Bottom 0.1944 Min Tomn% U20 40154 OK Z-Z.+12OD+1.6OL+85OS+1.GOH 0.2409 +X Bottom 0.1944 Min Tomo% 0.620 40154 OK Z-Z.+12OO+1.GOb+O.SOL+1.8UH 0.07737 'X Bottom 0.1944 Min Tomo% H2O 40.154 OK Z'Z.+12OO~1.GDLn0.5UL+1.6OH 0.80685 +X Bottom 01944 Min Tomo% O.020 40154 UK Z-I+12OD+1.0OLr~U.5OW+1.S0H 0.02179 'X Bottom 0.1944 Min Tomu% U20 40.154 OK Z-l.+12OD+1.O0Lr~O.5VW+1.VOH 0.0727 +X Bottom 0.1044 Min Temu% 8.620 40,154 OK Z'Z.+120D~O.5OL+1.GOS+1.GOH 0.07737 'X Bottom 0.1944 Min Tamu% U20 40154 OK Z-Z.+1.2UD+O.5DL+1.80S+1.8OH 0.09685 +X Bottom 0.1044 Min Tomo% 0.630 40.154 OK Z'Z.+1.20D+1.80S+O.5OVV+1.8OH 0.0179 'X Bottom 0.1044 Min Temo% 0.620 40.154 OK Z-Z.+1ZD+1.GUS~8�50N+1.8OH 0.02727 +X Bottom 0.1944 Min Temo% 0,620 48,154 OR Z'Z.+1.2OD~O.5OLr+0.50L+N+1.60H 0.07737 'X Bottom 0.1944 Min Tomo% 0.620 40,154 OK Z-Z.~1.20D~O,5OLr+0.SUL+N~1.60H 0.09885 ~X Bottom 0.1844 Min Temo% 0.620 40154 OK Z-Z.+1.20D~0,5O�0.5OS+N+i.G8H 0.07737 'X Bottom 0.1044 Min Tenm% 0.820 40154 OK Z-Z.~1.20D+O.58L+O,5U8+VV+1.80H 0.O8685 +X Bottom 0.1944 Min Tnmn% 0G20 48.154 OK Z'Z.+1.20O~U.50L~O.2US+E+1.GOM 0.0737 'X Bottom 0.1944 Min Temo% O.G%O 40154 UK Z'Z.+1.2OD~0.5DL+02US~E+1.GOH 0.08685 +X Bottom 0,1944 Min Tomo% 0,820 40.154 0N Z-Z.~8,SOD+W~03UH 0D1634 'X Bottom 0.1044 Min Tamo% 0.620 40154 OK Z'Z.+0.SOD+N~0.QOH 0,02046 +X Bottom 0.1044 Min Teno% 0.620 40154 OK Z'Z.+0.9VO+E+OgOH 081034 'X Bottom 0.1044 Min Tomm% 0.820 40.154 OK Z'Z.~O.VOO~E+O.0OH 0.02046 ~X Bottom 0.1044 Min Twmn% 0.82V 40.154 OK One Way Shear Load Cnmbinu8on- +140D-1.60H +1.20D+0.5Ob��L+1.60H +1.20D+U0L+0,50G+RH +1.20D+1.6OLr+0.50L+1.60H +120D+1.60Ln0.50#+1.60H ~120D450L+1K0S+1.G0M +1.20D+1.60$450N41.60H ~1.20D~0.50Lr+0.50L+N+1501-1 +1.20D+0.50L+0.50S4W+1.60H +1.20D~0.50L~020S+E+1.60H ~H0D+N~0.90H -490D+E+0,90H Vu@ -X Vu@+X Vu@ -Z Vu@+z Vu:Max PNVn Vu/PN'Vn Status 00osi 00od 00mA 00nSi 00nd 02.10mi 800 OK 000usi 0.00md 010psi 00mJ 00usi 82.16osi 00 OK 0l0oo| K0Onxi U.OUosi 0.00osi 0l0nsi 82.10osi 0l0 OK 0.00oyi 0.00mi O.00uoi 080oxi O.00noi 82.16om| 0.00 OK UOm| 080nui O.00oxi O.00ooi 0.00nui 82.16oai 0.00 UK 080osi OINooi 0.00ooi 0.00oai 080oo| 821600i 0.00 DN 0,00oai 0.00cmi 0.00ooi 0.00uoi 0,00uoi 82.1600i 8.00 OK U.00ooi 0.80ooi 0.00nxi 0.00nui 0{0uoi 82.10nm| HO OK 0.00oxi 0.00no| 0.00od 080nsi D.00ooi 8216uoi HO 0K 0.00ooi O.00oui 0.00ooi 0.00nxi 0.00ooi 8210oy| OZ 0K O.UUpa| 0.00ooi 0,00oai 088noi 0.00ooi 82.16oai 0.00 OK 0,80ooi O.00mi 0.00uoi Ho Ds! 8.00uoi 82.18mi 0.00 OK Plump Engineering, Inc. 014EKotel|oAve. Anaheim, CAO2805 ,."",'."��{��n� Fax: � `-- —' Project Title: Pmcoo K.K. Project |D: S.1809109 Project DouocShasta Beverages General Footing nm^ , omm~re copyright cmsnoxLC.INC, mm-2019,umm12.19u�. DESCRIPTION: 'I'Strip Offset Wall Footing Two -Way ^Punching^Shear All units k Load Combination... +1A00+1.60H +120D+0.5OLr+1.60L4.60H +1.20D+1.60LW.508+110H ~1.20D~1.60L�0.50L~1£0H ~1.20O+1.80Lr+0.50N+1.60H +1.20D450L+1,60S+1.60H +110D+1.60S+0.50W+.80H +1,20D+0.50Ln0.50L+W+180H +120D~0.50L+0.50S+N+1.60H +1,20D~0.50L+0,20S+E+1.60H ~490D+W+0.90M 490D+E+0.90H Vv Phi"Vn 16432nd 1G422nsi 1V4.32md 164.32uoi 1G4.32ooi 1W4J2mi 164.32nsi 1G432osi 104.32cs| 1G4.32od 1G432cmi Status OK OK OK 0K OK OK OK 0K OK OK OK OK Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 gj Fax: (714) 385-1834 PLUMP Ilf W111111110 Project Title: Procon Engineer: K.K. Project ID: S,1809109 Project Descr: Shasta Beverages Printed: 25 SEP 2019, 8:37AM General Footing rtiv DESCRIPT ON: 1' Strip Offset Wall Footing Along Grid Line 2 & 3.5 Code References Software File = PAENERCALDS,11309109.ec6 ' fit ENERCALC, INC.1983-2019, Build:12.19.8.30 . Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc Concrete 28 day strength fy Rebar Yield Ec : Concrete Elastic Modulus Concrete Density y Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Add Ftg WI for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions 3.0 ksi 60.0 ksi • 3,122.0 ksi • 145.0 pcf 0.90 • 0.750 • 0.00090 • 1.50 1 Soil Design Values Allowable Soil Beang Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes No No when max. length or width is greater than 1.50 ksf Yes 100.0 pcf 0.20 1.50 ft ksf ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Load location offset from footing center... ex : PrIl to X-X Axis Pedestal dimensions... px : parallel to X-X Axis pz parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing Reinforcing 2,0 ft 1.0 ft 18.0 in -8.25 in in 6.0 in 12.0 in 0.010 in 3.0 in Bars parallel to X-X Axis Number of Bars 2.0 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 66.7 % # Bars required on each side of zone 33.3 % Applied Loads x I t t 1 j 1 L tt XiX Section Looking to +Z ta,111.1.144.1. 0 P : Column Load OB : Overburden M-xx M-zz Lr L S E 0.2540 0.1470 k ksf k-ft k-ft V-x V-z =, It f pi (rIttiv) LI- 004 Neff -" (Vali) LIutni '10 PIC• Plump Engineering, Inc. 914E.xatalla Ave. Anaheim, CAO28U5 PLUMP '=""°'".~"� Project Title: Pmmn E �K, Project |O: S.1809108 Project DomccShoota8ovemgau General Footin DESIGN SUMMARY Min. Ratio Item / Footing Along Grid nm^pEnEmCAu I.C.INC. 19a2019, xoy� 6 .5 Capacity Governing Load Combination PASS PASS PASS O/017 nb Soil Bearing Ovor1uminU'X-X PASS m/a Uplift PASS 0100514 ZFlexure (+X PASS .000040 ZFlexure (-X) PASS 0.0 XFlexure (+D PASS 0�0 XFlexure ('Z) PASS 0.002853 1-way Shear (+X) PASS n/w 1-way Shear (-X) pxaS n1a 1-way Shear (~Z) PASS n1a 1-way Shear ('Z) PASS ma 2-way Punching Detailed Results 0,8274 ksf O�k-ft K0k-fl UOk 082004 k-ft/ft 0.001590k-ft/ft O0k'ft/ft 88k4Wk 0,2344 psi O.Opoi O.Opsi 8.Ops| OO psi 1J18hsf 08Wt (0Wt U0k 40.154W/ft 40[154 k-ft/ft ODk-ft/ft O�Ok-ft1ft 82.158pd 82.1S8pni 82.158poi 82.158md 82,158 psi +D+L+H about Z-Zuxis No Overturning No Overturning No Uplift +1.20D+110L~0.50S+110H +1.20D+0.50Lr+1.60L+1.60H No Moment No Moment +1.20D+0.50Lr~1.00L~1.80H mo mb m1a o1a Soil Bearing Rotation Axis & Load Combination... X-X. +D+H X-X +D+L+ X-X +D+Lr~H X'X.~D~S~H X'X.+O+875OLr+U75OL~H X'X.~D+8.75OL+O.75WG+M X-X+D+O.8OW+H X'X.+D~OJOE+H X'X.+D~875OLp0J5OL~O.4S0VY+H X'X.+D~0.7SOL~O.75OG~O460VV+H XX~Q+O.750L~OJ5OS~0.525UE~H X'X,~8.60D~O.8OW~8.6OH X'X,+O.6OD~O7VE+O.0OH ZI.+D+M Z'Z.~D~L~H Z'Z.~Q~LpH Z'Z.+D~S~H Z'Z.+D~OJSOLr-8J5OL+H Z'Z.+D~OJ5OL+075OS+H ZZ.+D+O.8OW+H Z'Z.~D~O.7OE~M Z'Z.+D~O.75OLr+O75OL~0.45OW+H Z'Z.+D+OJ50L~8J5OS~0.45UVV+H Z'Z.+D~O750L+OJS0G~0525OE+H Z-Z.+0.60D�.60W+0.00H Z-Z.*].GOD+O.7OE+U.80H Overturning Stability Xecc Zecc Gross Allowable (in) 1.718 ma 1718 m/a 1718 w/a 1.718 m1a 1.718 m/a 1.718 m1a 1.718 m/a 1118 m/a 1718 m/a 1.718 m1a 1.718 m/a 1.718 m1a 1718 m/a 1.718 -3.04 1.718 -3.957 1.718 -3.04 1.718 -3.04 1,718 -3J0U 1.718 -1J6O 1.718 -3841 1J18 -3.041 1,718 -37GO 1,718 -3J0O 1718 -3J8O 1.718 -104 1.718 -3841 0.0 88 &O &O <0 KO KO 08 KO OD <0 OO OO mb mh m1a m1a m1a m1a m/a m/a m/a m1a m/a m/a nb Actual Soil Bearing Stress @ Location Bottom, -Z Top, +Z Left, -X Right, +X 0.3445 0.4180 &3445 0,3445 0,3996 0.3996 0.3445 0.3445 0,3086 0,3996 0,3996 01067 0,2067 o/a »1a »/a »/a m/a m/a n/o n/o n/a n/a m/a »1a n/a 0445 84180 0.3445 0.3445 0.3996 0,3996 0.3445 0,3445 0.3996 0.3996 0.3000 O.2V07 02067 n/a n/a ng nb »/a m1a n1a n1a »1a »/a n/a m/a n/a m/a m/a m/a m/a m/a m/a m1a m/a m/a m/a m/a m1a m/a 0.6038 0.6038 0,6038 0.7715 &771S 0.6038 0.6038 0.7715 0,7715 0.7715 0,3623 0.3623 m/a nb m/a m/a ma ob m/a m/a m1a w/a m/a m/a m/a 0.08518 0,008604 0�08518 088518 0,02775 08277 0,[0510 0.08518 0,02775 0,02775 0D2775 0,05111 0.05111 Actual /Allow Ratio 0.201 0.243 0.201 0.201 0.233 0.233 0.201 0201 0.233 033 0,233 0120 &10 0.352 0,352 0.352 0,449 0.449 0352 0,352 0.449 0.440 0.449 0211 0.211 Rotation Axis & Load C*mbination- Footing Has NOOverturning Footing Flexure Overturning Moment Resisting Moment Stability Ratio Status Flexure Axis & Load Combination �&+1.40D+1,60H X-&+1.40D+1.60H X'X.+1.2OD+85Ob+ .60L4.00H (0 &O 0.0 0.0 ~Z _Z +Z _Z Tension As Req'o Gvm. As Actual As Phi'm Surface 102 in'2 in'12 k-ft Tom 0,1944 MinTmn % 0.310 TOw 0,1944 Min Tomn% 0310 TOw 01944 Min Tomo% 0.310 Tow 0.1944 Min Tomo% 0.310 20.501 20.501 20.501 20.501 Plump Engineering, Inc. 914 E. Katella Ave, Anaheim, CA 92805 Phone: --^714) `---35 - Faz(714)385404 "^"""'°^'"""�"°`� Project Title: Pmcon E K'K. Project |D: S.1808109 Project DmxocShasta Beverages General Footing DESCRIPTION: 1'GNpOffon Footing Flexure Footing am .' Re^p'AEwsmCAuCQ.1B0mD9.eco. Flexure Axis uLoad Combination MU Side Tension As Rqu Gvrn. As Actual As Phi'Mn k-w Surface in'12 in12 in'12 k-4 X-X.��.60L+0,50S+1]60H 0.0 +Z Tm 0944 Min TemD % 0,310 20.501 OK X-X.~1.2OD+1f0L+8.5QS~1.60H 08 'Z Tun 01944 Min Tamn% 0,310 20.501 0K X-X,+1.20D+ .60L�0.50L+1,00H 0.0 +Z Tom 0.1944 Min Tomp% 0.310 20,501 0K X'X.+1.2OD+1�GOLr~O.5VL+1.h0H 0.0 -Z Too 0.1944 Min Tomo% 0.310 20.501 OK X'X.+1.2DD+1.GOb+O.5UYY+1.8OH 0.0 ~2 Too 0.1944 Min Tnmo% 0.310 20.501 OK X'X.+1.2UD+1.0OL,+0.SOW+.GOH 08 'Z Too 0.1044 Min Temo% 0.310 20.501 OK X-X.+1.2OO+U.SOL+1.0US+1�GOH 0.0 +Z Too 0.1944 Min Two % 0.310 20.501 8K X'X.+12OD45OL+1.8OS+1,0OH 0.0 'Z Too 0.1844 Min Tomo% 0310 2U01 OK X'X.+1.2OD+1.80S+8,50VV+1.80H 0.0 +Z Too 0.1044 Min Tamo% 0,310 2HO1 0K K-X,+1.2OD+1.8OS+0.5OW+1.6OM OD -Z Tuo 0.1944 Min Temv% 0310 20.501 OK X-X,+1,2OO~8.6OLr+O.5OL+W+1.6OH 08 +Z Ton 0.1944 Min Tamo% 0,310 20.501 OK X'K.+1.2OD+O.5OLr~0.5OL+W+1.GUM 0.0 -Z Too 0.1344 Min Temo% 0310 20.501 OK X'X.+1.2OD+O.5OL+0.50G+N+1.00H 0.0 +Z Tun 01844 Min Tnmo% 0.310 20.501 OK X'X.+1.2OD+0.50L+O,5VS+W+1,6OH 0.0 'Z Too 0.1944 Min Tnmo% 0.310 2H01 8K X'X.+1.2OO+0.50L+O.20G+E+1.80H 08 +I Tuo O1844 Min Tomn% 0.310 X501 OK X'X.+1.2OD~0.50L+O.20S+E+1.G0H 0.0 -Z Too 81944 Min Tnmn% 0J10 20.501 OK X'X.+O.00D~W-4O0H 0.0 +Z Tuu 8.1944 Min Tamo% 0310 20.501 OK X'X.+O.00D~VY+0.00H 08 'Z Ton 01944 Min Tomu% 0.310 20.501 OK X'X.~0.00D+E+O.8OH U8 ~Z Tor) 0.1844 Min Tomo% 0310 20.601 OK X-X.~0.8OO+E~A.00H O.O -Z Too O�1944 Min Twmo% 0.310 28.801 OK Z-Z.+1.4OD+1.8UH 0.001046 'X Bottom 0.1944 Min Temo% 0.620 40]54 UK Z-Z.+140D+1.UUH 0.01302 +X Too 0,1044 Min Tmmo% 0,620 40.154 OK Z'Z.+1.20D+8.50b+1.60L+1,OOH 0.001590 `X Bottom 0j944 Min Tamm% 0.620 40.154 OK Z'Z.+1.2OD~0.50Lr~1.6VL~ .80H 0.02064 ~X Tor) 0.1944 Min Tomo% 0.620 40154 OK ZI.+1.20D~1.50L~8.5OS+1.6OH U01500 'X Bottom 0.1044 Min Tomo% 0.820 40.154 0K Z'Z.~1.2UO~1.GOL+0.5OS+1f0H 0.02064 ~K Too 0.1944 Min Tnmo% 0.820 40.154 O% Z'Z.+120D+1.8OLp0.5UL+1f0H 0.001113 `X 8uVum 0.1044 Min Tomo% 0820 40j54 OK Z'Z.+1.2OD+1.6OLr+0.5OL+1.8OH 081449 +X Too 0,1844 Min Tomu% 0820 40.154 OK ZZ+1.20D+1.80b450N+1.G0H 0.000887 `X Bottom 0.1844 Min'Tnmo% 0.620 40.154 OM Z'Z.+12OD+1.6VLr~0.5OVY+1,O0H 081107 +X Tun 0.1844 Min Tomo% 8.820 40J54 0K Z'Z.+1.2OD~0.5OL+1.8OS+1.00H O.O01113 `% Bottom 0.1044 Min Two % 0.620 40.154 OK Z-Z.+1.2OD+O.5OL+1,8US+1.O0H 0.01440 +X Too 0.1044 Min Temn% 0.620 40.154 OK Z'Z.+1.2OD+1.6OS~0.5OYY+1.8OM 0O00897 -X Bottom 0.1844 Min Tomo% 0.020 40.154 OK Z-Z.~12OD~i.6OS+0.5NN+1.00H U1107 +X Too 01944 Min Tomo% 0.620 40154 ON Z-Z.+12OD+U.5OL�0,5OL+W+ .60H 0.001113 'X Bottom 0,1944 Min Temo% 0.620 40,154 OK ZZ.+1.2OD+0.SOLn0.50L+m+18DH O.01449 +X Too 0.1944 Min Temo% 0.620 40,154 OK Z'Z.+i.2DD~O.5UL4S0S+W+ .68H 0.001113 'X Bottom 0.1944 Min Tomu% 0.820 40.154 8K Z'Z.~1.20D~8.50L450S+W+ .68H 0.01449 +X Too 0.1944 Min Temo% 0.620 40.154 OK Z'Z.+1.2OD+O.S0L~O.20S~E+Y.80H 0.001113 -X Bottom 01044 Min Tumn% 0820 40.154 OK Z-Z.+1.20D~0.5OL+0.2US~E~1.8OH 0.01448 +X Tuo O.1844 Min Temo% 0.620 40154 OK Z'Z.+O.0OD+N+O.90H 0,000673 -X Bottom 0.1944 Min Tomo% 0.620 48154 OK ZZ+O.00D+N~O.80H 0.008754 +X Too 01944 Min Temn% 0.620 40J54 ON Z-Z.~0.S0D+E~O.0OH 0.000673 -X QuUom 0.1944 Min Tomu% 0.620 40.154 0K Z'Z.40UD+E-4Q0H 0.008754 ~X Too 0.1944 Min Tomo% 0.820 40154 OK One Way Shear Load Combontinn.. +1.40D+1.60H +1.20D+0.50Lr+160LA.60H +1,20D~1.80L+0.50S+1.60H +1.20O+1.6OLr+0.50L+l�601-1 +1.200+180b^().50W~80H +1.20O+0.50L+1.00S+1.80H +1.20D~1.80S~0.50VY+1.60H ~1.20D~0.50Lr~8.50L+W+1�001-1 +1.20U*0.50L�.50S+W+1.60H +1.20D+0.0L+0.20S~E+110H +0f0D+W+0.90H ~+0,90D~E+0I0H Vu@ -X Vu@ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu/Phi'Vn Status 00od 06ud 00od 000d 0.160si 82.16Ds! 00 OK OINnsi 0I3nsi 0.00osi 0l0md 0,23oSi 8218md 0]0 ¢& 0.00oui 0.23md 0.00od 0.00usi 023cwi 82.16m| VUO OK O.00omi 017ooi O.00oa| O.00osi 0. 17oai 8210oni O.00 OK O.00od 013ud 0{0usi O.00mA 013nsi 82.10ud 010 OK 0.00ooi 0.17oui 0.00nni O.UUnxi 0]7uoi 82.1800i 080 OK 0.00ooi 0.13oui 0.00uoi O.UOuai 013oxi 821600| 0.00 OK 0{0oui 0.17osi 0.00od 0.00ooi 017osi 82,16oai 0.80 OK 010uoi 0.17oo| 0.00oyi 0.00od 0.17nxi 821600| 0.00 OK 0.00nsi 017msi O.00mi 0.00mi 017ooi 82.10ooi 0.00 OK 000md 010md 0.00rmi 0I0ooi 8.10od 8216nd 0l0 0K Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 25 SEP 2019, 8:37AM General Footing Flle = P:IENERCALC1S.1809109.ec6 ERCALC, INC. 1983-2019, 8u"dd:12.19.8.30 :UMP_ENG#NEERING$NC DESCRIPTION: 1' Strip Offset Wall Footing Along Grid Line 2 & 3,5 Two -Way "Punching" Shear All units k Load Combination... +1.40D+1.60H +1,20D+0.50Lr+1.60L+1,60H +1.20D+1.60L+0.50S+1.60H +1,20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20 D+0.50 L+1.60 S+1.60 H +1.20D+1.60S+0, 50W+1.60H +1,20D+0.50Lr+0.50L+W+1.60H +1.20D+0,50L+0.50S+W+1,60H +1,20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0,90D+E+0,90H Vu 0.00 osi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 0.00 psi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 0.00 osi Phi*Vn 164,32 osi 164.32 osi 164.32osi 164.32 osi 164.32osi 164.32osi 164,32osi 164.32osi 164.32 osi 164.32osi 164.32osi 164.32osi Vu 1 Phi*Vn 0 0 0 0 0 0 0 0 0 0 0 0 Status OK OK OK OK OK OK OK OK OK OK OK OK \I \ 'car 7 ! \IN!! v.‘NJ/0 . it —Nei 64 3424 a Bel Bsettu company Shasta Beverages INC., 415 1st 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 Balfour Beatty company 0: . C: 253-350-7542 I E. davisc@hswc_corn 415 1st Avenue North, Suite 400, Seattle, WA 98109 WWW. b a Ifourbeatty us.co m ? 7 fl J:7-ro a Batt= Beath company T 206-447-7654 F 206-447-7727 howardswright.com HOWARSW960R2 bout 50% of the field nailing is \vithin 1'?" (lc. per - 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 fiend, boundary and edge nailing requirements. entire East sfn of building has trim o\ ei- ed`es' t - 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. I 1 tructural enlineer. so upon hole approval it is to be entirely within 1 sheet th apropriate blockinLg and nailing per note 2, detail 10 S301. Butt joint goes through pipe�et, local& No visible nailing. - 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. \k''est side of the building on the North end. Panel appears to be 19//32" duck T1-1 1 per Alternate under Shear wall schedule Detail 10 on S301. No blocking, or shear wall ,aailiza-4..papel • oes per Note 1 Detail 10 on S301 - 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. product stamp visible. [Unable to verify 15/ .32 structural 1 ply per Shear wall schedule detail I on S 301. Unable to verify sill bolts and \vashers per detail, tan S400. insufficient nailing Agit& to meet 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 S 100 HDU2 has been verified by removing a portion of the interior drywall. 6x6 column is in place. Unable to verily sill xvith bolts per schec{ altil - .A35' have not been installed on each side of post per Detail 4/S400 and will need to be installed. 1 plan S100. 40 - 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. - Sheathing must be installed with proper blccking 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. No 6x6 post in this location. Sate to assume C'BSQ is also not in place ho\Nn i Foundation plan S 1 QQ - 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. 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. - Simpson 'LPT5' to be installed per Detail 6/S500 and Detail 10/S301 for proper shear transfer. b liiiiiinirpson ANNFOnlirp of the ply over the Beam. There is strap but its under the plywoodAil apis - See revised Detail 8/S301 for additional framing cl ps and strap required. 1111111111111111111111111111 - Simpson 'LPT5' to be installed per Detail 6/S500 for proper shear transfer. - Sheathing rust be installed per Detail 10 on Sheet S301 as noted on Foundation Plan on Sheet S100. Existing 2x6 @ 16" O.C. spanning from 4x12 to 4x12 shown on S 102, are actually 2x4 - Call out on Sheet S102 has been revised to 2x4 @ 16" O.C. r /41 11 2 is in the vv'rongIocation. This unit has not been engineered!) for this location. Unit v:as Onglneered t0 be partially hearing; on the 7 3/4" x 30" existigg lu�lam beams„, iis., - See revised location of RTU2 and RTU1 on the Roof Framing Plan on Sheet S102. - Required strengthening has been referenced. x We .e not been engthened per 11 on S400. 4x6 eking was used instead o.18 eking shown on S102. NO inection detail: th - 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. R-I'U 1 also n- rrectly. Wrong siz qfirnber. No connecti tails in the dra«vin`' - Structural calcs have been revised for 4x6 D.F. #2 and is acceptable to support RTU1/ - See revised Sheet S102 and Detail 12/S500. • Lab Unable to verify Anchor bolts in wall per detail 1 & 6411.1 - 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.G. are acceptable. - Note #2 under Framing Lumber on Sheet S001 has been updated. Visible lumber grades. 5 select, 8 #2 Select and #2 are acceptable lumber grades for 2x6 studs. Roof framing ler nat per detail 10 on S300. - Roof framing to be demoed and built per Detail 10/S300. - Header to be demoed and built per Detail 5/S200. UNDERGROUND UTILITY DETECTION & INSPECTION SERVICES LO CATESLTD Ground Penetrating Radar Report Project: 1227 Andover Park E Tukwila, WA, 98188 Prepared. For: Plump Engineering Prepared By: C-N-I Locates Ltd. EM & GPR Technicians PO Box 7740 Bonney Lake, WA 98391 Ph: 253-826-1177 Fax: 253-826-2232 Playback Mode - PRO.ECT001 - PRO.ECT001 259 ft0 1 2 3 4 in *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 scanner's imagery range. Field work performed by Kevin Morgan C-N-I Locates Ltd. Certified GPR & EM Technician PO BOX 7740 • BONNEY LAKE, WA 98391 TOLL FREE: 1-877-826-1177 • PHONE: 253-826-1177 • FAX: 253-826-2232 VISIT OUR WEBSITE AT: WWW.CNILOCATES.COM OR E-MAIL US AT: INFO@CNILOCATES.COM GPR • METALIC UNE DETECTION • NON-METALUC PIPE DETECTION • VIDEO PIPE INSPECTION • ELECTRICAL FAULT DETECTION LEAK DETECTION • MAGNETIC DETECTION • UTILITY DESIGN SURVEYS • CONTRACT LOCATING • STRURCTURAL & CONCRETE IMAGING IT'S A JUNGLE OUT THERE." n PLUMPENGINEERING INC. STRUCTURAL CALCULATIONS ::::PROCON DEVELOPMENT INC Client: Project: Location: Shasta Beverages Inc. — Breakroom, Locker Room, Restrooms and Second Floor Conference Room 1227 Andover Park East, Tukwila, WA 98188 Building Code: 2015 IBC Plump File No: Revisions: 03/19/19 These calculations no si ned and sealed in s'9 S.1809109 By: K.K./O.J. Date: Client Revisions — 03/16/19 03/19/20 valid unless above. October 26, 2018 t-- FI:VIL.:‘' 1, 1D FOR CODE C07..2LIANCE APPkOVED MAY 17 2019 City of Tukwila BUILDING DIVISION '1-010 0 RECEIVED CITY OF TUKWILA MAR 2 9 2019 PERMIT CENTER 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 Inc IN P fliCillICINC INC. PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com 0 inc MINIUM INC. PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.pelca.com LATERAL ANALYSIS: SEISMIC BASE SHEAR 2015 PBC Seismic Coefficients Fe = F, = Ss = Si = 1.000 1.500 1.431 0.533 Sms = F. X Ss = 1.431 Smi = F X S1 = 0.800 Sos = 0.67 X Sms = 0.954 Sol = 0.67 x SM1 = 0.533 Is = 1.00 R = 4.00 (Governs) H = 22.50 ft C 0.02 T= 0.21 sec x = 0.75 Design Base Shear Cs=SD51(R/1.) = 0.24 EQ. 12.8-2 ASCE 7-10 Cs=SE1I(TT/10) = 0.64 EQ. 12.8-3 ASCE 7-10 (NOT GREATER THAN) Cs=0.044SDsle = 0.04 EQ. 12.8-5 ASCE 7-10 (NOT LESS THAN) Cs=0.5S1/(R/le) = 0.07 EQ. 12.8-6 ASCE 7-10 (NOT LESS THAN) V=CsW = 0.24 W EQ. 12.8-1 ASCE 7-10 Seismic Base Shear Design Load DEAD LOAD 2ND FLOOR FLOORING 3/4" PLYWOOD TRUSSES INSULATION MECHANICAL SPRINKLERS CEILING MIS°, TOTAL Live Load Floor Partition 5.00 psf 2.25 psf 3.50 psf 1.50 psf 1.00 psf 1.00 psf 2.20 psf 1.55 psf 18.00 psf 100.00 psf 10.00 psf Design Maps Summary Report Page 1 of 2 USGS Design Maps Summary Report User -Specified Input Report Title 1227 Andover Park E, Tukwila, WA 98188 Tue October 16, 2018 1931:16 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.44307°N, 122.25115°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III , ,At(09 Burien :Renton 5.EATTIE1' 1-47.01,44 AO;POrIT Des Moines* Vashon1 USGS-Provided Output Ss = 1.431 g Si = 0.533 g Sms = 1.431 g = 0.800 g I Issaquah Maple Valley 'Kent • .Covington 4UtPJ cot*. a S,„ = 0.954 g So, = 0.533 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 1.50 IA 1.3) IP 5 0,75 0.00 045 0.30 0..1.5 MCER Response Spectrum 0,33 'Ito:, 0:4.71 IL' I,) 1.40 ISO Ufl Period, T (mei 1.10 I fir) Ok 0.70 o r2 0 030 0.3) 0.10 3)14) 000 Design Response Spectrum 0,20 4,40 (kW; 1 1,) 1.3 , I 40 1 IX, Period. T frierl https://prod02-earthquake.cr.usgs.govidesignmaps/us/summary.php?template=minimal&l... 10/16/2018 ` Design Maps Detailed Report Page 2mf4 , Section 1613.3.3 -- Site coefficients and adjusted mnamirnurn considered earthquake spectral response acceleration parameters TABLE 161].3.](l) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration atShort Period A 8 C D E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.0 1.6 1.4 1.2 1.1 2.5 1.7 1.2 1.0 0.9 0.9 Note: Use straight-line interpolation for intermediate values of Ss TABLE uaza.s.y(u) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period & B C D E F 3.5 3.3 2.8 1.5 2/4 2.4 Note; Use straight-line interpolation for intermediate values ofS, PLOY, EN4INIENIM4 !MC. BUILDING DATA: cn F1 PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com Weight of Wall Floor Height Roof Height Length of Building Distance to Resisting F2 Length of Building Distance to Resisting F3 Length of Building Distance to Resisting F4 Length of Building Distance to Resisting Lateral Forces for Roof Diaphragm Fl F2 F3 F4 PSF Floor 18.00 Partition 10.00 Walls 10.00 Conc. Wall 96.67 Floor Partition Walls Floor Partition Walls Floor Partition Walls Wind (Indoors) Fx = x x x x FT 60.00 60.00 21.42 11.25 • 10.00 psf 10.17 ft 12.33 ft AVG AVG 60.00 ft LONGITUDINAL 32.25 ft TRANSVERSE • 32.25 ft 60.00 ft LONGITUDINAL TRANSVERSE 0.00 ft LONGITUDINAL 0.00 ft TRANSVERSE • 0.00 ft LONGITUDINAL 0.00 ft TRANSVERSE x F1 18.00 x 32.25 = 10.00 x 32.25 = 10.00 x 22.50 = 0.00 x 0.00 x 0.00 x 0.00 x 0.00 x 0.00 x 5.00 x - SEISMIC Govems in F1 - 4 SEISMIC Govems in F2 x F2 0.00 = 0.00 = 0.00 = x F3 0.00 = 0.00 = 0.00 = x F4 1080 plf 600 plf 214 pif 1088 plf 2982 plf 0.24 ASD 711 plf x 0.70 x 1.30 = 647 plf (Aso) 581 323 225 1128 0.24 269 pif pif pif plf pif x 0 plf 0 pif 0 pif 0 plf 0.24 0 pif x 0 pif 0 plf 0 plf 0 pif 0.24 0 pif x 11.25 = 56 PLF 0.70 x 1.30 = 245 pif (ASD) 0.70 x 1.30 z 0 plf (ASD) 0.70 x 1.30 = 0 plf (ASD) Inc ENOINEININI PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com LATERAL FORCES ALONG LINES Line 2 F1 = 647 x 32.25 x 0.50 = 10435 lb 20.17 + 12.33 + 0.00 = 32.50 ft 10435 / 32.50 = 321 pif <- GOVERNS Line 3.5 F1 = 647 x 32.25 x 0.50 = 10435 lb L = 60.00 + 0.00 + 0.00 = 60.00 ft v = 10435 / 60.00 = 174 pif Line A F2 = 245 x 60.00 x 0.20 = 2907 lb 32.25 + 0.00 + 0.00 = 32.25 ft 2907 / 32.25 = 90 pif Line A.5 F2 = 245 x 60.00 x 0.33 = 4784 lb L = 20.67 + 0.00 + 0.00 = 20.67 ft v = 4784 / 20.67 = 231 pif Line A.9 F2 = 245 x 60.00 x 0.30 = 4437 lb 32.17 + 0.00 + 0.00 = 32.17 ft 4437 / 32.17 = 138 pif Line B.3 F2 = 245 x 60.00 x 0.17 = 2561 lb L = 8.58 + 8.58 + 0.00 = 17.16 ft v = 2561 / 17.16 = 149 plf F1= 100% F2 = 100% Inc !MI itilAl[IIII IIG PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com DIAPHRAGM SHEAR VF1 vF1 VF2 VF2 = 10435 Ib = 10435 Ib / 60.00 ft = 174 pif < 320 pif -. OKI, Use 10d @ 6, 6, 12 O.C. = 4784 Ib = 4784 Ib / 32.25 ft = 148 pif < 320 pif - . OKI, Use 10d @ 6, 6, 12 O.C. Diaphragm Nailing Gr. Nail Thk Blkg Nailing 6, 6, 12 4, 6, 12 212, 4, 12 2, 3, 12 WIND SEISMIC Struc 1 10d 15/32 2 320 425 640 730 3 360 480 720 820 Struc 1 10d 15/32 2 448 595 895 1023 3 505 673 1008 1148 CHORDS Line A VF1 - 647 Of L - 32.25 ft D - 21.92 ft T = 3839 lb CsPLICE = 4061 Ib > 3839 Ib -. OK! HSPLICE = 4585 Ib > 3839 Ib -I OKI Line 3.5 VFI = 245 plf L = 60.00 ft D = 32.25 ft T = 3416 Ib CsPLICE = 4061 Ib > 3416 Ib -. OK! HsPUCE = 4585 Ib > 3416 Ib --. OK! Splice Type Nails ea. Side Plate Size Value 2A 6-16d Nails 2-2x 1354 m a B 12-16d Nails 2-2x 2707 o C 18-16d Nails 2-2x 4061 i— 0 24-16d Nails 2-2x 5414 E 36-16d Nails 2-2x 8122 Ledgerlfop Plate Type Strap Nails End Length Value F CS14 30-10d 18" 2490 G ST6236 40-16d 18" 3845 H CMSTC16 50-16d 24" 4585 I CMST14 66-10d 36" 6490 J CMST12 86-10d 48" 9215 HOLD DOWNS Line 283.5 Uplift - 2762 Ib Post = 6x6 THDu2 = 3075 Ib > 2762 Ib —+ OK! Line A.5 Uplift = 1422 Ib Post = 6x6 THpu2 = 3075 Ib > 1422 Ib -. OK! HDU HD w/ 1/4" x2.5" SDS Screws (ICC #2330) 4x4 6x6 POST = 2-2x6 THouz = 3075 3075 3075 THou4 = 4565 4565 4565 Tim, = 5645 5670 5670 THa,1 = 5980 6970 7870 THov„ = - - 11175 THtro,4 = - - 14390 Line B Uplift = 1203 Ib Post = 6x6 THDuz = 3075 Ib > 1203 Ib -+ OK! Line A.9 Uplift - 0lb Post = 6x6 TryDu2 3075 Ib > 0 Ib -. OKI Inc 94111,1$4,AffIlli IT{ Description Line 2 & 3.5 Plump Engineering, Inc. 914 E. Katelia Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title Dsgnr: Description: Scope Plywood Shear Wall & Footing Job # Date: 8:50AM, 19 MAR 19 Page 1 s.1809109.ecw:Calcvlations General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 12.330 ft 10.170 ft 10.000 psf 0.825 End Post Dimension Seismic Factor Nominal Sill Thick. 5.50 In 0.240 2.00 Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 lbs 0.00 lbs 0.00 lbs 0.00 Nit 0.00 #/ft at at at 321.00 #/ft 0.00 #/ft 0.00 Ibs 0.00 lbs 0.00 ft-# * 12.330ft 0.00 ft 0.00 ft ft 0.00 ft to 0,00 ft 0.00 ft to 0,00 ft 12.330ft 3,957.93 Ibs 0.00 lbs kl• • Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness Summary 1.500 ft 12.330 ft 24.500 ft 38.330 ft 2.00 ft 18.00 in Concrete Weight Rebar Cover fc Fy Min. Steel As °A 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Wall Summary... SW4 Using 15/32" Thick Structural 1 on 1 side/s, Nailing is 10d at 4 in @ Edges, 10d at 2 in @ Field Applied Shear = 345.4#/ft, Capacity = 510.000#/ft - Wall Overturning = 41,782.5ft-#, Resisting Moment = 7,730.7ft Max. Soil Pressures: @ Left = 361.7psf, @ Right = 302.8 Sill Bolting: 1/2" Bolts @ 29.34in, 5/8" Bolts @ 45.74in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 6.93psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 1.44in2" a , Minimum Overtuming Stability Ratio = 6.833 : 1 Design OK Simpson Hold Down Options Choices for LEFT Side of Wall to Footing__ HD2, Capacity = 2800Ibs PHD2, Capacity = 36101bs HD5A, Capacity = 39801bs HD5, Capacity = 40401bs Choices for RIGHT Side of Wall to Footing HD2, Capacity = 2800Ibs PHD2, Capacity = 36101bs HD5A, Capacity = 39801bs HD5, Capacity = 40401bs Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 0.11110.. filC !Alitirt Title: Dsgnr: Description: Scope : Job # Date: 8:50AM, 19 MAR 19 Plywood Shear Wall & Footing Page 2 8.1809109.ecw:Calculations Description Line 2 & 3.5 Footing Analysis 1 Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'dfrom Left Wall Edge vu/.85 @ from Right Wall Edge Allowable Vn Overturning... Overtuming Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 3.491 ft 361.67 psf 106.05 psf 332,71 ft-# 92,771.60 ft-# 0.000 psi 5.557 psi 109.545 psi 48,170.80 ft-# 329,160,20 ft-# 6.833 :1 1.883 ft 164.94 psf 302.77 psf 484,71 ft-# 119.92 ft-# 0.000 psi 6,927 psi 109.545 psi 48,170.80 ft-# 358,001.30 ft-# 7.432 :1 4 Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 INC. Title : Dsgnr: Description : Scope : Job # Date: 8:51AM, 19 MAR 19 Plywood Shear Wall & Footing Page 1 $.1809109.ecw:Calculations Description Line A.5 General Information # Plywood layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 20.670 ft 10.170 ft 10.000 psf 0.492 End Post Dimension Seismic Factor Nominal Sill Thick, 5.50 in 0.240 2.00 Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniforrn Load # 1 Uniform Load # 2 Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 Ibs 0.00 lbs 0.00 lbs 0.00 #/ft 0.00 #/ft at at at 231.00 #/ft 0.00 #/ft 0.00 Ibs 0.00 lbs 0.00 ft-# 0.00 ft 0.00 ft ft 0.00 ft to 0.00 ft 0.00 ft to 0.00 ft • 20.670 ft • 20.670 ft 4,774.77 lbs 0.00 lbs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness Summa 0.000 ft 20.670 ft 11.500 ft 32.170 ft 2.00 ft 18.00 in Concrete Weight Rebar Cover Pc Fy Min. Steel As % 145.00 pcf 3.00 In 3,000.00 psi 60,000.00 psi 0.00140 Design OK Wall u ary... SW6 Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 6 in Edges, 10d at 12 in @ Field Applied Shear = 255.4#/ft, Capacity = 340.000#/ft -> 0 Wall Overturning = 51,124.9ft-#, Resisting Moment = 21,725.6ft Max. Soil Pressures: @ Left = 456.4psf, @ Right = 386.3p Sill Bolting: 1/2" Bolts @ 39.68in, 5/8" Bolts @ 48.O0in, 3/4" Bolts' 48.00in Footing Summary... Max. Footing Shear = 8.53psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50In2 Minimum Overturning Stability Ratio = 4.180 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing__ HD2A, Capacity = 27601bs HD2, Capacity = 28001bs PHD2, Capacity = 3610Ibs HD5A, Capacity 39801bs Choices for RIGHT Side of Wall to Footing__ HD2A, Capacity = 2760Ibs HD2, Capacity = 2800Ibs PHD2, Capacity = 3610Ibs HD5A, Capacity = 3980Ibs 00, 010#11 #119.1110 lat. Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description : Scope: Job # Date: 8:51AM, 19 MAR 19 Plywood Shear Wall & Footing Page 2 5.1809109.ecw:Calculations Description Line A.5 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/,85 l 'dfrom Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left.,. 4.419 ft 456.37 psf 43.98 psf 0.00 ft-# 12,930.46 ft-# 0.000 psi 7.429 psi 109.545 psi 59,043.79 ft-# 246,818.29 ft-# 4.180 :1 To Right... 2.917 ft 114.05 psf 386.29 psf 9,924.85 ft-# 0.00 ft-# 0,000 psi 8.534 psi 109.545 psi 59,043.79 ft-# 270,992.89 ft-# 4.590 :1 inc tVOI fIIII Plump Engineering, Inc. 914 E. Katelia Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title: Dsgnr: Description: Scope: Job # Date: 8:54AM, 19 MAR 19 Plywood Shear Wall & Footing Page 1 s.1809109.ecw:Calculations Description Line A.9 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 32.170 ft 10.170 ft 10.000 psf 0.316 End Post Dimension Seismic Factor Nominal Sill Thick. 5.50 in 0.240 2.00 Loads Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 Ibs at 0.00 ft 0.00 lbs at 0.00 ft 0.00 lbs at ft 0.00 #/ft 0.00 ftlft 138.00 #/ft 0.00 #/ft 0.00 Ibs 0.00 Ibs 0.00 ft-# 0.00 ft to 0.00 ft to 0.00 ft 0.00 ft 32.170 ft = 4,439.46 lbs 32.170 ft 0.00 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness Summary Wall Summary... SW6 Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 6 in @ Edges, 10d at 12 in @ Field Applied Shear = 162.4#/ft, Capacity = 340.000#/ft -> 0 Wall Overturning = 49,142.1ft-tt, Resisting Moment = 52,625.1ft Max. Soil Pressures: @ Left = 433.5psf, @ Right = 433.5p Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Boltg 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 109.54psi -> OK - Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 4.874 : 1 0.000 ft Concrete Weight 32.170 ft Reber Cover 0.000 ft fc 32.170 ft Fy 2.00 ft Min. Steel As % 18.00 in 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Design OK Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description : Scope: Job # Date: 8:54AM, 19 MAR 19 Plywood Shear Wall & Footing Page 2 s.1809109.ecw:Calculations Description Line A.9 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'dfrom Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 3.300 ft 3.300 ft 433.52 psf 103.18 psf 0.00 ft-# 0.00 ft-# 0.000 psi 0.000 psi 109.545 psi 56,979.08 ft-# 277,717.80 ft-# 4.874 :1 'ft 103.18 psf 433.52 psf 0.00 ft-# 0.00 ft-# 0.000 psi 0.000 psi 109.545 psi 56,979.08 ft-# 277,717.80 ft-# 4.874 :1 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr. Description Scope : Job # Date: 8:53AM, 19 MAR 19 Plywood Shear Wall & Footing Page 1 s.1609109.ecw:Calculation s Description Line B.3 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 8.580 ft 10.170 ft 10.000 psf 1.185 End Post Dimension Seismic Factor Nominal Sill Thick. 5.50 in 0.240 2.00 1 Loads 1 Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 Ibs 0.00 Ibs 0.00 Ibs 0.00 #/ft 0.00 #/ft at at at 149.00 #/ft 0.00 #/ft 0.00 Ibs 0.00 Ibs 0.00 ft-# 0.00 ft 0.00 ft ft 0.00 ft to 0.00 ft to * 8.580 ft * 8.580 ft 0.00 ft 0.00 ft ,278.42 Ibs 0.00 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness Su a 0.000 ft 8.580 ft 7.500 ft 16.080 ft 2.00 ft 18.00 in Concrete Weight Rebar Cover fc Fy Min. Steel As 70 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0,00140 Summary... SW6 Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 6 in @ Edges, 10d at 12 in @ Field Applied Shear = 173.4#/ft, Capacity = 340.000#/ft -> Wall Overturning = 14,066.4ft-#, Resisting Moment = 3,743.4ft Max. Soil Pressures: @ Left = 471.7psf, @ Right = 395.8 Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Design OK Max. Footing Shear = 4.90psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 3.680 : 1 Simpson Hold Down Options 1 Choices for LEFT Side of Wall to Footing HD2A, Capacity = 27601bs HD2, Capacity = 28001bs PHD2, Capacity = 36101bs HD5A, Capacity = 39801bs Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 27601bs HD2, Capacity = 2800Ibs PHD2, Capacity = 3610Ibs HD5A, Capacity = 39801bs Plump Engineering, Inc. 914 E. Kateila Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Title : Dsgnr: Description : Scope: Job # Date: 8:53AM, 19 MAR 19 Plywood Shear Wall & Footing Page 2 5.1809109.ecw:Calculations Description Line B.3 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overtuming Stability Ratio Lateral Forces Acting in Direction To Left... 2.488 ft 471.70 psf 17.57 psf 0,00 ft-# 5,207.72 ft-# 0.000 psi 4.685 psi 109.545 psi 16,298.20 ft-# 59,981.59 ft-# 3.680 :1 To Right... 1.656 ft 93.50 psf 395.77 psf 2,202.05 ft-# 0.00 ft-# 0,000 psi 4,902 psi 109.545 psl 16,298.20 ft-# 66,525.98 ft-# 4.082 :1 Inc ;11/11INO 14C, PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com --- r 04,1 . " - i 7 • 40. &SPEC- RedSpec.'" by RedBuHtTM v7.1.6 Project: Project Location: Tukwila, WA - TI Folder: Folder Date: 3/19/19 9:05 AM Designer: 0.1 Comment: Type: Type 22" Red-I9OTM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS wo Design Allow. DOL Combination Pattern Pass/Fail Shear (Ib) 51% 1849 3615 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment (ft-Ib) 60% 10861 18075 Floor(100%) 1.0D+1.0L All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fall Span Live 52% 0.408 0.783 L / 691 L / 360 1.0D+1.0L All Spans PASS Span Total 41% 0,481 1.175 L / 586 L / 240 1.0D+1.0L All Spans PASS FloorChoicen• Rating: Performance rating is based on: 24 oc (23/32", 3/4") sheathing, nailed only, simple span, flexible support. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (Ib) (DOL%) 1567 (100) 1567 (100) Dead Reaction (Ib) 282 282 Total Reaction (Ib) (DOL%) 1849 (100) 1849 (100) Bearing Flush Flush Support Wall Beam Req'd Bearing, No Stiffeners (in) Req'd Bearing, Stiffeners (in) 1.75 1.75 HANGERS Model Left None Selected Right None Selected Top Face Member Header Size SPANS AND LOADS Dimensions represent horizontal design spans. 23'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Floor(100%) 100 18 0 A Tributary Member Type 16" Floor Joist 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. J:\Pi-ocon Development\Shasta Tukwila WA\A.1809109 Shasta - Tukwila, WA - Break Room, Restrooms, Conference Room - TI\Engineering \2nd Floor Joist.red 3/19/2019 9:05:53 AM Project : Folder : Type 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,"ond 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 -I", Red-I45", Red-I45LTM, Red-I58", Red-I65", Red-I65T", Red-I90TM, Red-I90H", Red-I90HSTM, Red-LTM, Red -LT", Red- W", Red-S", Red-M", Red-H", RedLamT", FloorChoice" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright @ 2010-2017 RedBuilt LLC. All rights reserved. Plump Engineering, Inc, 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 W IM111 CNOINWERIIII Project Title: Procon Engineer: K.K. Project ID: 5.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:13AM Wood Beam Lic. #: KW-06001611 Description : Header CODE REFERENCES Software File = P:IENERCALCIS.1809109.ec6 . ydght ENERCALC, INC.1983-2018, Build:10.18,8,25 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 : Douglas Fir -Larch WoodGrade : No.1 Beam Bracing Completely Unbraced Fb + Fb - Fc - Prll Fc - Perp Fv Ft 0(0.15) 0(0.181 L(1.05) 1,350.0 psi E: Modulus of Elasticity 1,350.0 psi Ebend- xx 1,600.0 ksi 925.0 psi' Eminbend 580.0 ksi 650 psi 1-70.0 psi 67i6.0 psi Density • 31.20pcf 6x8 Span = 5.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0180, L = 0.10 ksf, Tributary Width = 10.50 ft, (floor loading) Uniform Load : D = 0.010 ksf, Tributary Width = 15.0 ft, (wall loading) 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 ertteed. Load Factors will be applied ximum Shear Stress Ratio Section used for this span fv: Actual. Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.914 1 Ma 6x8 1,230.19 psi 1,345.53 psi +D+1.+H 2.750ft Span # 1 0.070 in Ratio = 0.000 in Ratio = 0.094 in Ratio = 0.000 in Ratio = 939 >=360 0 <360 705 >=180 0 <180 r calculations. 0.636 : 1 6x8 108.16 psi 170.00 psi +D+L+FI 4.878ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Ci Moment Values C t CLM fb Fb Shear Values V fv Fv +D+H Length '5.50 ft +D+L+H Length = 5.50 ft +D+Lr+H Length = 5.50 ft Length = 5.50 ft +0+0.750Lr+0.750L+H 0.253 0.176 0.90 0,914 0.636 1.00 0.182 0.127 1.25 0.198 0.138 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 '.1.12 306.19 . . t'.5.29 1,230.19 .1.32 306.19 1.32 306.19 0.00 1211.40 0,00 ' 1345.53 0.00 1680.41 0.00 1546.53 0.00 0.00 0.00 0.00 0.74 26.92 153.00 0.00 0.00 0.00 2.97 108.16 170.00 0.00 0.00 0.00 0.74 26.92 212.50 0.00 0.00 0.00 0.74 26.92 195.50 0.00 0,00 0.00 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr:Shasta Beverages Printed: 19 MAR 2019, 9:13AM Wood Beam Lic. # : KW-06001611 Description : Header Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL File = P:IENERCALCIS.1809109.e6 . Software copyright EFIERCALC, INC.1983-2018, Build:10.18.8.25 Licensee : PLUMP ENGINEERING INC. Moment Values Shear Values M fb Pb V Pv Length = 5.50 ft 1 0.595 0.413 1.25 1.000 1.00 1.00 1.00 1,00 1.00 4.29' 999,19 1680.41 2.42 87.85 212,50 +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 = 5.50 ft 1 0.646 0.449 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.29 999.19 1546.53 2.42 87.85 195.50 +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 = 5.50 ft 1 0.143 0.099 1.60 1.000 1.00 1.00 1.00 1.00 0.99 ,1.32 306.19 2148.13 0.74 26.92 272.00 +D+0.70E+H 1,000 1.00 1.00 1.00 1,00 0.99 0.00 0.00 0,00 0.00 Length = 5.50 ft 1 0.143 0.099 1,60 1.000 1.00 1.00 1.00 1.00 0.99 1.32 306.19 2148.13 0.74 26,92 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 • 0.00 Length = 5.50 ft 1 0.465 0.323 1.60 1,000 1.00 1.00 1.00 1.00 0.99 .4.29 999.19 2148.13 2.42 87.85 272.00 +0+0.750L+0.750S+0.450W41 1,000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.465 0.323 1.60 1.000 1.00 1.00 1.00 1,00 0.99 ;.4,29 . 999.19 2148.13 2.42 87,85 272.00 +0+0,750L+0,750S+0.5250E+11 1.000 1.00 1,00 1.00 1.00 0.99 ,I, -, 0.00 0,00 0.00 0.00 Length = 5.50 ft 1 0.465 0.323 1.60 1,000 1.00 1.€ 0 1.00 1.00 0.99 4.29 999.19 2148.13 2.42 87.85 272.00 +0.60D+0.60W+0.60H 1,000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.086 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 .0.79 183,71 2148.13 0.44 16.15 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1,00 0.99 0.00 0.00 0.00 0,00 Length = 5,50 ft 1 0.086 0.059 1.60 1.000 1.00 1,00 1.00 _ 1.00 0.99 4:79-, _ 183.71 - 2148.13 0.44 16.15 272.00 Overall Maximum Deflections et Load Combination Span Max.' " Dell Location in Span Load Combination Max. Defl Location in Span +D+L+H Vertical Reactions Load Combination 1 0.0936 2.770 Support notation : Far le Support 1 Support 2 0.0000 0.000 Values in KIPS Overall MAXimum Overall MINimum +0+H +O+L+H +O+Lr+H +D+S+H +0+0.750Lr+0,750L+1-1 +D+0,750L+0,750S+H +0+0.60W+H +D+0.70E+H +0+0.750Lr+0,750L+0.450W+H +0+0.750L+0.750S+0.450W++I +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 3.844 2.888 0.957 3,844 0.957 0.957 3.122 3.122 0,957 0.957 3.122 3.122 3.122 0,574 0.574 0.957 3.844 2.888 0.957 3.844 0.957 0.957 3.122 3.122 0.957 0.957 3.122 3.122 3.122 0.574 0,574 0.957 2,888 2.888 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:13AM Wood Beam Lic, # : KW-06001611 Description : Header File = P:IENERCALCIS.1809109,ec6 . Software copyright ENERCALC, INC,1983.2018, Build:10,18.8.25 . Licensee : PLUMP ENGINEERING INC. 5,4 4,0 2,7 JJ C E 0 13 MEMBER•••» +D4H D+6.66W+H 1 +0.666+0,16E+6,66H 052 1 +D+L+H 1 +D+D,1DE+1i lib L61 2,17 231 Distance (ft) 1 +D+1u+11 1 +D+S+H 43 41 +D+6,15611+6,J561+H 0 +D+6.IS014.7S65+11 1 +D+6,1561J+0.1561+DASIN+H 1 0+6J501+6J565+6.4SDW+iI" :i +D+D.1561+DJ365+0,525DE+H 1 +0,66D+D.66W+11,66H 5,44 v In 3,9 2,0 ER—» •1,9 .3,9 9 +D+H +D+6.66W+H 1 +6.66D+6.16E+6,66H 052 1 +D+1+H 1 +D+0.16E+H L61 2,17 231 Distance (ft) 1 +1)+1'+H 1 +D+S+H 1 +D+6.1561 +0.156L+6,456W+H 1 +D+DJSDL+6,156S+0.4SOW+ 436 4X D+5,7S611+6.1561+H D +D+6.1S61+6.156501 +D+6.1561+6.1565+0,52S0E+H 1 +0.66D+D.66W+6,66H 5,44 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr:Shasta Beverages Printed: 19 MAR 2019, 9:13AM Wood Be Lic. # : KW-06001611 0 Description : MEMBER•-�� •0,024 •0,072 •OA95 He der File = P:IENERCALC'S.1809109.ec6 . ERCALC, INC. 1983-2018, Build:10.18,8.2 Licensee : PLUMP ENGINEERING INC. +D+H +D+6,66W+H 1 +6,66D+6J6E+6.66H E0Aly 0.50 1 +D+I+H 1 +6+6, TE+H DOnly 1H0'ly 1.02 1.55 2,01 259 Distan e(ft) 3.11 4,16 4.68 520 1 +D+I001 1 +D+S+H 6 +D+6.156t4+6.756t+H 0 +D+6.1561+6.156S+H 1+D+5.756L'+.7S6L+6.4S6W+H 1+0+6J56L+6.1S65+6,45bW+H 1+D+6,156L+6.1S65+6.SZ56E+H1+0.666+6.66W+6,66H UOnly L0�ly ,. E150R1y I WOO! Plump Engineering, Inc, 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Wood Beam Lic. #‘: KW-06001611 "1, • Description: Floor Beam CODE REFERENCES Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages yright ENER Printed, 26 OCT 2018, 3:08PM File = RIENERCALC19.1809109.ed LC, INC. 1983-2018, Build10.18.8.25 . 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 : DF/DF Wood Grade 24F-V4 Fb + 2,400.0 psi Fb 1,850.0 psi Fc - Pill 1,650.0 psi Fc - Perp 650.0 psi Fv 265.0 psi Ft 1,100.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.351) L(1.95) E: Modulus of Elasticity Ebend- xx 1 ,800.0ksi Eminbend - xx 950.0ksi Ebend- yy 1 ,800.0 ksi Eminbend yy 850.0 ksi Density 31.20 pcf F Applied Loads 5.125x16.5 Span = 11.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, L = 0.10 ksf, Tributary Width = 1950,ft, (Floor Load) 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 0.754 1 5.125x16.5 1,810.20psi 2,400.00 psi +D+L+H 5.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.187 in Ratio = 0.000 in Ratio = 0.223 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 705 >=360 0 <360 593 >=180 0 <180 Design OK 0.642 : 1 5.125x16.5 170.12 psi 265.00 psi +D+L+H 9.635ft Span # 1 Load Combination Segment Length +D+H Length = 11.0 ft +D+L+H Length = 11.0 ft +D+Lr+H Length = 11.0 ft +D+S+H Length = 11.0 ft +D+0.750Lr+0.750L+H Length = 11.0 ft +D+0.750L+0.750S+H Max Stress Ratios Span # M V Cd C FN Ci C Moment Values M fb Shear Values Fb V fv Fv 1 0.133 0.114 0.90 1 0.754 0.642 1.00 1 0.096 0.082 1.25 1 0.104 0.089 1.15 1 0.477 0.406 1.25 1.000 1.000 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.59 288.25 35.08 1,810.20 5.59 288.25 5.59 288.25 27.71 1,429.71 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 0.00 0.00 0.00 1.53 27.09 238.50 0.00 0.00 0.00 9.59 170.12 265.00 0.00 0.00 0.00 1.53 27.09 331.25 0.00 0.00 0.00 1.53 27.09 304.75 0.00 0.00 0.00 7.57 134.36 331.25 0.00 0.00 0.00 Plump Engineering, Inc. 914 E. KateIla Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 26 OCT 2018, 3:08PM Wood Beam Lie. # KW-06001611 Description : Floor Beam Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t CL File = RIENERCALOS.1809109,ec6 , , INC. 1983-2018, Build:10.18.8,25 Licensee: plump engineering inc. Moment Values Shear Values M tb Fb V fv F'v Length = 11.0 ft 1 0.518 0.441 +10+0.60W+H Length = 11.0 ft 1 0.075 0.064 +D40.70E+11 Length = 11,0 ft 1 0,075 0.064 4D+0,750Lr+0.750L+0.450W+H Length = 11.0 ft 1 0.372 0,317 +0+0.750L+0.750S+0,450W+11 Length = 11.0 ft 1 0.372 0.317 +0+0.750L+0.7505+0.5250E+H Length = 11.0 ft 1 0.372 0.317 +0.60D+0.60W+0.60H Length = 11.0 ft 1 0.045 0.038 +0.60D+0.70E+0.60H Length = 11,0 ft 1 0.045 0,038 Overall Maximum Deflections Load Combination Span 1.15 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 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.N 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 1.00 1,00 1,00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 Max. Dell Location in Span Load Combination 27.71 1,429.71 5,59 288.25 5.59 288.25 27.71 1,429.71 27.71 1,429.71 27.71 1,429.71 3.35 172.95 3.35 172.95 2760,00 0.00 3840,00 0.00 3840.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 0.00 3840.00 7.57 0,00 1.53 0.00 1.53 0.00 7.57 0.00 7.57 0.00 7.57 0.00 0.92 0,00 0.92 134.36 0.00 27.09 0.00 27.09 0.00 134.36 0.00 134.36 0.00 134.36 0.00 16.25 0.00 16.25 304,75 0,00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424,00 0.00 424,00 Max. '+" Dell Location in Span 40+0+1 Vertical Reactions 0.2225 5.540 Support notation : Far left is #1 0.0000 0,000 Values in KIPS Load Combination Support1 Support2 Overall MAXimum Overall MlNimum +D+H +D+L+H +0+Lr+1-1 +D+S+H +0+0.750Lr+0.750L+H +0+0.750L+0,750S+H +D+0.60W+H +0+0.70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0,750S+0.450W+H 40+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 12.756 12.756 10,725 10.725 2.031 2.031 12,756 12.756 2.031 2.031 2.031 2.031 10.075 10.075 10.075 10.075 2.031 2.031 2.031 2.031 10.075 10.075 10.075 10.075 10.075 10.075 1.219 1.219 1.219 1.219 2.031 2.031 10.725 10.725 Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 Phone: (714) 385-1835 Wood Beam L4iCWKW=06801611 Description : Floor Beam Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 26 OCT 2018, 3:08PM File = P:IENERCALC\S.1809109.ec6 Software cot ENERCALC, INC. 1983-2018, Build:10.18.8.2 Licensee : plump engineering inc 27 v 18 C 8) E 0 9 MEMBER- 0 +D+H +D+0.66W+H 1 +D,6D6+0.76E+6.6DH es 104 2,13 3,21 430 5,38 1 +6+1+H 0 +D+6.16E4 6,46 755 8,63 912 Distance (ft) 1 +D+1 +H 1 +D+S+H G +D+6.7561+6.1S6101 G +D+6J561+6JS6S+H 1 +1)+6.7S6L'+6,75 1+6.4SDW+H 1 +D+6JSD1+6,1S6S+6,49111+H 1 +D+6,1561+6.1S6S+D.SZS8E01 1 +6.66D+6.66W+6.66H 10,80 13 MB •13 104 2,13 321 4,30 538 6,46 755 8,63 9.72 astarue (ft) +6+11 1 +D+I+H 1 +D+ti+H 1 +D+S+H 0 +D+D,1SD1.1+D.7S6lt8 i? +D+6,7S61+6JS6S01 +6400 0 +0+6,76E+H 1 +6+67S61'+6.IS01+6,456W+H 1 +6+6.1561+6.15 S+6.4S6W+H 1 +D+6,1S61+6.I5S+6.SZSDE01 1 +6,66D+6,66W+6.6611 1 +6.6D6+6.16E+6.66H 10,80 Plump Engineering, Inc. 914 E. KateIla Ave, Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 26 OCT 2018, 3:08PM Wood Beam File = P:ENERCALCIS.1809109.ec5 Softwarecopyright ENERCALC, INC. 1983-2018, Build:10.18.8,25 . plump 'engineering Description Floor Beam 0 0 MEMBER .0,D6 .0,11 .0,17 .023 0 +Dtil +6400 I +6,606+6.10E+6.60111 EOEly 1,04 2,13 321 430 538 I +D+t+0 0 +6+6.10E+0 1 DOnly HOilly 6,46 755 8.63 9,72 Distar(e (ft) 1 +6+1.4i1 1 +D+S+11 0+D+6.150l1+0.156t+11 +6+0.1561.+6.150S+11 1 +6+0.15611+6,150l+6.450111+11 1 +6+0.15Dt+0.1$05+6.45111+H 1 +6+6.1501+6.1565+0.51,56E+0 1 +0.660+6.66W+0.660 I tiOilly lOnly SOfill 10,80 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr:Shasta Beverages Printed: 19 MAR 2019, 9:15AM Wood Column Lic. # : KW-06001611 ription : Post Code References cop File = P:IENERCALC1S.1809109.ec6 ERCALC, INC. 1983-2018, BuOId:10,18.8.25 . Licensee : PLUMP ENGINEERING INC. 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.1 Fb + 1,200.0 psi Fv Fb- 1,200.0psi Ft Fc - PrII 1,000.0 psi Density Fc Perp 625.0 psi E : Modulus of Elasticity ... Basic Minimum x-x Bending 1,600.0 580.0 12.0 ft 170.0 psi 825.0 psi 31.20 pcf y-y Bending Axial 1,600.0 1,600 580.0 Applied Loads Column self weight included : 78.650 Ibs * Dead Load Factor AXIAL LOADS... floor beam: Axial Load at 12.0 ft, D = 2.031, L= 10.725 k DESIGN SUMMARY Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly .0 ksi Brace condition for defl X-X (width) axis : Y-Y (depth) axis : 6x6 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 30.250 in"2 75.255 in^4 76.255 in"4 Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? ion (buckling) along columns : Fully braced against buckling about X-X Axis Unbraced Length for Y-Y Axis buckling = 12.0 ft, K =1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 No Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming 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 0.7629 :1 +D+L+H Comp Only, fc/Fc' 0.oft 12.835 k 0.0 k-ft 0.0 k-ft 556.14 psi 0.0:1 +0.60D+0.70E+0,60H 12.0 ft 0.0 psi 272.0 psi Maximum SERVICE Lateral Load Reactions . . Top along Y-Y -•.0,0 k Bottom along Y .Y 0,0 k Top along X-X -:•, Q.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : nla 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 Compression Tension Load Combination + D+H +D+L+H +0+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +040.60W+H +D+0,70E+H +D+0.750 Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H + 0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H CD Cp 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 0.596 0.556 0.472 0.503 0.472 0.503 0,386 0.386 0.386 0.386 0.386 0.386 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.1299 0.7629 0.1182 0.1206 0.5689 0.5803 0.1129 0.1129 0.5433 0.5433 0.5433 0.06773 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.oft 0.0 ft 0.0 ft '0.0ft 0.0ft 0.0ft .0.oft 0.0ft 0.0 ft 0.0ft '0.0 ft o0.0ft Maximum Shear Ratios Stress Ratio Status Location 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 12.0 ft 12.0 ft 12.0 ft 12.0 ft 12.0 ft 12.0 ft 12.0ft 12.0ft 12.0ft 12.0 ft 12.0ft 12.0ft - - Plump Engineering, Inc. 4 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 III Ira le= /LUMP tkilINMINO Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:15AM Wood Column ic. # KW-06001611 Description : Pos Load Combination Results ;". File = RIENERCALC1S.1809109.ec6 hIENERCALC, INC. 1983-2018, Build:10,18,8,25 . Licensee : PLUMP ENGINEERING INC. Load Combination +0.600+0.70E+0.60H Maximum Reactions Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C C P Stress Ratio Status Location Stress Ratio • Status Location 1.600 0.386 0.06773 PASS 110ft 0.0 PASS 12.0 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments @Base @Top @Base @ Top @ Base • @ Base @ Top @ Base @ Top +D+H 2.110-. +0+L+H 12,835' +1)+Lr+H 2,110 +D+S+H 2.110 +D+0.750Lr+0,750L+H 10.153' +0+0,750L+0.750S+H 10.153' +0+0.60W+H 2.110 +D+0,70E+H 2.110, +0+0,750Lr40.750L+0.450W+H 10„153- +0+0,750L+0.750S+0.450W+H 10,153 +0+0,750L+0.750S+0.5250E41 10.153.• +0.60D+0.60W+0.60H 1.266 40.60D+0.70E+0,60H 1.266 D Only 2.110 Lr Only L Only 10.725, S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection , Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0,0000 in 0.000 ft 0.000 in ,. „!,, 0,000 ft in +D+Lr+I-1 0.0000 in 0.000 It 0.000 0.000 ft +0+S+H 0.0000 in 0,000 ft 0.000 in ,, 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in : '', 0.000 ft +0+0,750L+0.750S+11 0.0000 in 0.000 ft 0.000 in „, 0.000 ft +0+0.60W+H 0.0000 in 0.000 ft 0.000 in „, 0.000 ft +0+0,70E+H 0.0000 in 0,000 ft 0,000 in . -, 0.000 ft +0+0.750Lr+0,750L+0.450W+H 0.0000 in 0.000 ft ., 0.000 in .0.000 ft +0+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in - 0.000 ft +0+0.750L+0.750S+0.000 ft .5250E+H 0.0000 in 0.000 ft 0.000 in ‘ +0.600+0.60W0,000 in +0.60H 0.0000 in 0.000 ft C'; 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in - 0.000 ft L Only 0.0000 in 0.000 ft 0,000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0,000 ft 0.000 in 0.000 ft E Only 0.0000 in 0,000 ft 0,000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 in 0.000 ft Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:15AM Wood Column Lic. # : KW-06001611 Description Sketches 0 Ln Lri Post 6 6 5.50 in File = RIENERCALMS.1809109.06 . Software copynght ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. # Bars required within zone # Bars required on each side of zone Applied Loads Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 I IIIf 11II1V III C, Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 11:32AM General F • otin Lie. # : KW-06001611 Description : 1' strip Wall Footing Code References ecop File = PAENERCALCIS.1809109.ec6 ENERCALC, INC.1983-2018, 8u9d:10.18.8.25 Licensee : PLUMP ENGINEERING INC. Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Add Ftg Wt for. Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions 3.0 ksi = 60.0 ksi 3,122.0 ksi 145.0 pcf = 0.90 0.750 0.00090 1,50:1 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth beloW soil surface Allow press. increase` per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.50 ksf Yes 100.0 pcf 0.20 1.50 ft ksf ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing 2.0 ft 1.0 ft 18.0 in 6.0 in 12.0 in 0.010 in 3.0 in Bars parallel to X-X Axis Number of Bars — 2 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 2 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis 66.7 % 33.3 % X-X Section Looking to +Z z 5" P : Column Load 0B : Overburden M-xx M-zz V-x V-z = Lr L S E 0.3520 2.150 k ksf k-ft k-ft s Ibpi(x 2� („., .`too(FsE t torfE) 352 4�=; 2150f4 k k Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 W E.101,11Eg11.9 IPC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 11:32AM General Footing Lic. # : KW-06001611 Description : Strip Wall Footing DESIGN SUMMARY File = PENERCALMS.1809109.ec6 . Softwecopynght ENERCALC, INC. 1983-2018, Build:10.18.8,25 Licensee : PLUMP ENGINEERING INC. Min. Ratio Item Applied Capacity Design OK Governing Load Combination PASS PASS PASS 0.8553 n/a nla Soil Bearing Overturning - X-X Overturning - Z-Z PASS nla Uplift PASS 0.01352 Z Flexure (+X) PASS 0.01352 Z Flexure (-X) PASS 0.0 X Flexure (+Z) PASS 0.0 X Flexure (-Z) PASS n/a 1-way Shear (+X) PASS n/a 1-way Shear (-X) PASS n/a 1-way Shear (+Z) PASS n/a 1-way Shear (-Z) PASS n/a 2-way Punching Detailed Results 1.469 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0,5431 k-ft/ft 0.5431 k-ft/fl 0.0 k-ft/ft 0.0 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 1.718 ksf k-ft :0.0k-ft 0.0 k 40.154 k-ftlft 40.15'4'kjftift q:a k-ftift ;.:0.0.k-ft/ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 82468 psi +D+L+FI about Z-Z axis No Overturning No Overturning No Uplift +1 .20D+0.50Lr+1,60L+1 60H +1.20D+0.50Lr+1.60L+1.60H No Moment No Moment n/a nla n/a n/a n/a Soil Bearing Rotation Axis & Load Combination... X-X, +D4 X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X. +D+0.750Lr+0.750L+H X-X. +D+0.750L+0.750S+H X-X. +0+0.60W+H X-X. +D+0.70E+H X-X. +0+0.7501_r+0.750L+0.450W+41 X-X. +D+0.750L+0,750S+0.450W+H X-X, +D+0,750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.601-1 X-X. +0.60D+0.70E+0.60H Z-Z, +0+H Z-Z. -4-D+L+H Z-Z. +D+Lr+H Z-Z, +D+S+H Z-Z. +D+0.750Lr+0.750L+H Z-Z. +D+0.750L+0.750S+H Z-Z, +D+0.60VV+11 Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Z-Z, +0+0.750L+0.750S+0.450W+H Z-Z. +D+0.750L+0.750S+0.5250E+H Z-Z. +0.60D+0.60W+0.60H Z-Z. +0.60D+0.70E+0.60H Overtuming Stability Xecc Zec,c Actual Soil Bearing Stress @ Location Actual 1 Allow Gross Allowable (in) Bottom, -Z To, :4-Z Left, -X Right, -+X Ratio 1.718 n/a 0.0 0.3935 0.3935 n/a n/a 0.229 1.718 n/a 0.0 1.469 1469 n/a n/a 0,855 1.718 n/a 0.0 0.3935 0.3935 n/a n/a 0.229 1.718 n/a 0.0 0.3935 0.3935 n/a n/a 0.229 1.718 n/a 0.0 1.20 1.20 n/a n/a 0.699 1.718 n/a 0.0 1.20 1.20 n/a n/a 0.699 1.718 n/a 0.0 0,3935 0.3935 n/a n/a 0.229 1.718 n/a 0.0 0.3935 0.3935 n/a n/a 0.229 1.718 n/a 0.0 1.20 ..., .'1.20 nla n/a 0.699 1.718 n/a 0.0 1.20 '.'1.20 n/a nia 0.699 1.718 n/a 0.0 1.20 1.20 nla nla 0.699 1.718 n/a 0.0 0.2361 0.2361 n/a n/a 0.138 1.718 n/a 0.0 0.2361 0.2361 n/a n/a 0.138 1.718 0.0 nla n/a •. ., .n/a 0.3935 0.3935 0.229 1.718 0.0 n/a n/a , : n/a 1.469 1.469 0.855 1.718 0.0 n/a nla ' :n/a 0.3935 0.3935 0.229 1.718 0.0 n/a n/a ' nla 0.3935 0.3935 0.229 1.718 0.0 nla n/a ; - ii/a. 1.20 1.20 0.699 1.718 0.0 n/a n/a nla 1.20 1.20 0.699 1.718 0.0 n/a n/a n/a 0.3935 0.3935 0.229 1.718 0.0 nia n/a n/a 0.3935 0.3935 0,229 1.718 0.0 n/a n/a 7-: nla 1.20 1.20 0.699 1,718 0.0 n/a n/a , iila 1.20 .1.20 0.699 1.718 0.0 n/a n/a . n/a 1.20 1.20 0.699 1.718 0.0 n/a n/a '; r.n/a 0,2361 0.2361 0.138 1.718 0.0 n/a n/a '' Wa 0.2361 0.2361 0.138 Rotation Axis & Load Combination... Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination X-X. +1.40D+1 .60H X-X. +1.40D+1.60H X-X. +1,20D+0.50Lr+1,60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H Overturning Moment Resisting Moment Stability Ratio Status Mu k-ft 0.0 0.0 0.0 0.0 Side Tension Surface +Z -z +Z Too Too Too Too As Req'd Gvrn. As 102 inA2 0.1944 0.1944 0.1944 0.1944 Min Temo,%,. : Min Temo % Min Temp % Min Temo % Actual As inA2 0.310 0,310 0.310 0.310 PhrMn k-ft 20.501 20,501 20.501 • 20.501 Status OK OK OK OK , � | .~""'^°'""� Plump Engineering, Inc. 814EKutellaAvenue Anaheim, CA928U5 Project Title� Pmcon K. K. Project ID: S1809109 ProjectDeso Shasta Beverages pdnteo 1MAR un9,noaAw General Footing Description : Footing Flexure 'Strip Wall Footing SbUarecopynghtENERCALC, INC. omm10.18m�. Licensee: PLUMP ENGINEERING INC. Flexure Axis & Load Combination wh Side Tension As Req'd Gvm.xv' Actual As PhrMn X-X,+1,2OO+ .60L+0.50S+ f0H KO +Z TOm 0.1944 Min TemD` 0,310 20.501 OK X-X+1,2OO+1.60L+&50S+f0H 08 -Z TOm 0.1944 Min l&031D 20.501 OK X-X.+1.20D+1.6OLr+0.50L+1.O0H 0.0 +Z Ton 0.1944 Min TemD'% 0.310 20.501 OK X'X.+1.2OD+1.G0Lr~O.5OL+1.60H 0.0 'Z Too 0,1044 MinTnmo%' 0.310 20.01 OK X-X,+1.2OD+1.8OLr+0.50N+1.G0H 0.0 +Z Too 0.1944 MinTomn0�6 0.310' 20.501 OK X-X,+1.2OD+1.8OLr+0.5UVV+1.f0H 0.0 'Z Too 0.1844 Min Tumo% 0.310 20.501 OK X'X.~1.2OD+O.5UL+1.6OS+1.8OH H +Z Too 0.1944 Min Tomn% 0.310 20.501 DM X'K.+1.2UD+O.50L+1.0OS+1.8OH 0,0 'Z TOm 01944 M|nT 0.310 20.501 UK X-X,~1.20O+1.8OS~8.5ON41.8OH 0.0 +3 Tun 0.194 MinTom 0.310 28501 8& X'X.+1.20D+1.O0S~0.50VV+1.60H 0,0 'Z Too 0.1344 WinTo � ` 0.310 20.501 OK X. �+1.2UO+B�0L�8.5OL+�~fUO 0M ~Z Ton OJ�MinN �� 0,310 20.01 OK X-X,+1.20D+O.5OLr8.5OL+V+ .00H 08 'Z Too 01944 Min 6/o 0310 20501 OK X-X.~1.20O~0.50LW.50S+W+ .GUH 0.0 +Z Tuo 0.1944 Min Tomo% 0.310 20.501 OK X'X.+1.2OD~8.5OL~0.5O8~W+1.GOH 0,0 'Z Tun 0.1944 Min Tomo% 0.310 20,501 OK X'X.+i.2OD+O.50L°O.2OS+E+1.OVH 0.0 +Z Too 01944 Min Tem r 0.310 20.501 OK X-X,+1.2OD~0.5OL@.2UC~E+1.8OH 08 1 Too 0.1844 M|oTam 0.310 . 2I501 OK X-X.~O.00D~W*0.SOM 0.0 +Z Ton 01944 Min Twm»�'��c 0.310 20.501 UK X-X,~8DOD+N~0.O0H 0D I Tor) 01944 Min Tomo�� ' � 0.310 20.501 OK X-X. ~0.80O+E+0.90H 0,0 *Z Too 0.1944 WioTomn,% 0310 20.01 OK X'X.~O.0OD~E~0.Q0H OD 'Z Too 0,1944 Min Temn% 0.318 28.501 OK Z-2.+1.40D+1.G0H 0,06029 'X Buftom 0.1944 MinTomn 0.620 40.154 OK Z-Z.+1.4UD+1.6OH 0.06929 +X Bottom 01944 MinTema% 0.620. 40]54 OK Z-Z.+1.20O~V.5ULr+1.60L~ .GOH 0.5431 'X Bottom 0.1944 Min Temo% 0.620 40154 0K Z-Z.+1.2OO~0.50Lr+1,8OL+ .00H 0.5431 +X Bottom 0]944 WinTomu 0.620 40154 UN ZZ-120D+1f0L+0.60S+1.60H &5431 -X Bottom 0,1944 Min Temo�/oO�U 4&1� OK �Z.+1.2OD�@�OOL5OS+ O�081 +X Bottom O1WN �K�nTom6Yt- 0.00 40154 OK Z-Z.+1.2UO+.6OLr+Q.5OL~.6UH 02105 'X Bottom 0.1944 MinTomn 0.620 40.154 UK Z-Z.+1.2OD+110Lr+0.50L~.0OM 82105 +X Bottom 0.1944 MinTemo 016 H20 40.154 OK Z'Z.+1.20O+1.G0b+0.50W+ .GOH 0.05839 -X Bottom 0,1944 Min TomnIN, 0.620 40.154 OK ZZ~Y.20D+1.G0Ln0.5UVY+1.GOH 0.05839 +X Bottom 81944 Min Tnmo'& 0.820 40,154 OK Z'Z.+1.30O+O.5OL4,GUS~1.UUH 0.2105 -X Bottom 0.1944 Min Tnmn% 0.620 40.154 OK Z'Z.'4.2OD~8.50L4.GUS+1.GOH O.2105 ~X Bottom 0.1944 Min Tomo% 0.620 40.154 OK Z'Z.+1.20D+1.dO8~8.50W+ .80H 0.05859 -X Bottom 81944 Min Tomo% 0.620 40.154 OK Z-Z.~1.20D+1.GOG~O.5UW+1.UVH 0.05039 +X Bottom 0.1344 MinTomo-% 0.020 40.154 OK Z'Z.+1.2UD~8.50b~O.50L~W+1.GVH 02105 -X Bottom 0.1944 WinTamP% 0.820 40.154 OK J. Z+120D~0.50Lr+O,50L+N+1.O0H 0.2185 +X Bottom 01844 Min Tamo% 0,620 40.154 ON ZI.+12UD+U.5OL+O.5OG~W+i.0OH 0.2105 'X Bottom 0.1944 Min Tomo% 0.620 40.154 OK Z-.+1.20D+O.5OL+O.50S+W+ .60M O21O5 +X Bottom O.1�4 MinTomo O82O 4O1S4 OK ��Z. +1.20D~0.50L~020S+E+1.80H 0.2105 -X Bottom 0.1944 MinTomo 0.620 40154 UK Z-Z.+1.20D+O.5OL+02US+E+1.8OM 02105 +X Bottom O�1WN Min Temn ' 0f20 40.154 ON Z-Z.~0.00O+N+O.OUH 8,04454 'X Bottom 0.1044 Min Tomu% 0.620 40.154 ON Z'Z.~U.SUD+W~0.Q0H 0.04454 +X Bottom 0.1944 Min Tomo~/a 8.820 40154 0K Z-Z. ~8.90O~E~000H H4454 -X Bottom 0.1944 min Tnmo% 0.620 40.154 OK Z-Z.~O.3OD~E~0.SOH 0.04404 ~X Bottom 0.1944 Min Tnmp% . 0.620 40.154 OK One Way Shear Load ComhnoWnn- +1.40D+1.60H +1.20D-+0.5QU+1.60L+110M +1.20D+1.60L+0.50S+1.60H +1.0O+1.60Lr+0.50L+1.60H ~1.20D+1.60b~050VV+1.60H ~1�20D~0.501-+1.60S+1,60H +1.20O+1.80S+0.50W+1�80H ~1.20D~0.50Lr-0.50L~VY+ .8OH +1.20D~0.50L+0.508+N~1.60H +1.20D~8.50L+020S~E+1.80H ~8.90O+W~0.90H 40,80D~E~0.80H , Vu @ -X Vu @ +X Vu @ -Z Vu +z'-0�/:'Y'u:MaX.Phi Vn Vu/Phi*Vn Status 080oSi 0,001* 0.00osi 0.00 0,00osi 8216nsi 080 OK 00Osi 0{0md 00md 0.00 00os! ^ 82,16osi 00 OK 0,00osi 0{0osi O{Nusi 0.00 0.00nd 8216osi 0l0 OK U,OOooi 0D0omi 0f0oS1 0.00 0.00nxi82.10ooi UIN OK 0{0moi 0,00nsi 0l0osi 0.00 106f, O.00oSi 82.16od OlN OK 0.00noi 0.00noi 0.80mi 8.00 0.00oai 82.16mo/ 0.00 ON 0,80nui 0.00uoi 0.00osi 0l0mi U.00ooi 8216noi 0.00 OK 0I0nsi 0l0oo| 0I0osi 0D0osi 0I0osi 82.16md 0.00 OK O.00noi 0.00oxi 0.00oxi 0.80Psi O.OUnoi 8216ud 0.00 OK O,DOnoi 0.00oyi 8.08oyi 0,00oui U.00noi 8216md 0.00 OK 0l0uoi 0.00oui 010osi 080mst 080osi 8216osi 0l0 OK 0.00nni 0.80nsi 0.00ooi ODOnxi 0.00osi 821600i 0.00 OK + Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 11 MP= PLUMP EI1111111111110 INC ' Project Title: Procon Engineer: K.K. Project ID: S:1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 11:32AM General Footing Rle = RENERCALCA.S.18439109.06 ht ENERCALC, INC. 1983-2018, Bufid:10.18.8,25 Lic. # : KW-06001611 Licensee : PLUMP ENGINEERING INC. Description : 1Strip Wall Footing Two -Way "Punching" Shear All units k Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1,20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0,50Lr-450L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Vu 0.00 DSi 0.00 DSi 0.00 DSi 0.00 DSI 0.00 DSi 0.00 DSi 0.00 DSi 0.00 OSi 0.00 DSi 0.00 DSi 0.00 DSi 0.00 DSi Phi*Vn 164.32 osi 164.32 psi 164.32 osi 164.32 osi 164.32DSI 164.32 osi 164.32DSi 164.32 osi 164.32 osi 164.32 osi 164.32osi 164.32osi Vu 1 Phi*Vn 0 0 0 0 0 0 0 0 0 0 0 0 Status OK OK OK OK OK OK OK OK OK OK OK OK Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 PLUMP 11104KIERING Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19MAR 2019, 9:2 AM Wood Beam #:Lic. KW-06001611 Description : Beafl1 @ Stair Landing CODE REFERENCES Software ER File = P:1ENER LC, INC.1983- C1S.1809109.ed . ,Build:10.18.8.25 Licensee : PLUMP ENGINEERING INC. Calculations per NOS 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 + Fb - Fc - PrlI Fc - Perp Fv Ft 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi Density D(0.0217 L(0.217) E: Modulus ofEIasfic' Ebend- xx Eminbend - xx ,700.0ksi 620.0 ksi 31.20pcf 4x12 Span = 9.830 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.010, L = 0.10 ksf, Tributary Width = 2,170 ft, (stair loading) 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 0.451: 1 4x12 485.38 psi 1,076.88 psi +D+L+H 4.915ft Span # 1 0.065 in 0.000 in 0,074 in 0.000 in 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 Ratio = Ratio = Ratio = Ratio = 1816 >=360 0 <MO 1594 >=240 0 <240 0.208 : 4x12 37.51 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C Cr Moment Values C CL 'M fb Fb Shear Values V fv Fv +0+H Length = 9.830 ft +0+1.41 Length = 9.830 ft 40+Lr+H Length = 9.830 ft +0+S+H Length = 9.830 ft +0+0.750Lr+0.750L+H Length = 9.830 ft +0+0.750L+0,750S+H 1 0.061 1 0.451 1 0.044 1 0,048 1 0.284 0.00 0.00 0.00 0.00 0.028 0.90 1.100 1.00 1.00 1.00 1.00 0.98 -0.37 59.35 971.92 0.12 4.59 162.00 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0,00 0.00 0.00 0.208 1.00 1.100 1.00 1.00 1.00 1.00 0.98 - '2.99 485.38 1076.88 0.98 37.51 180.00 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 0.020 1.25 1.100 1.00 1.00 1.00 1.00 0.97 40.37 59.35 1335.35 0,12 4.59 225.00 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 0.022 1.15 1.100 1,00 1.00 1.00 1.00 0,97 0,..37 59.35 1232,69 0,12 4,59 207.00 1.100 1,00 1.00 1.00 1,00 0.97 0.00 0.00 0.00 0,00 0.130 1.25 1.100 1.00 1.00 1.00 1.00 0,97 378.87 1335,35 0,77 29.28 225.00 1.100 1.00 1.00 1,00 1.00 0.97 0,00 0.00 0,00 0.00 Plump Engineering, Inc, 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 WIMP 1.4111111111.• Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:25AM Wood Beam File = P:IENERCALCIS.1809109.ec6 SoftwarecopyrghtENERCALC, INC. 1983-2019, 8uild:10.18.8.25 Lic. # : KW-06001611 Licensee : PLUMP ENGINEERING INC. Description : a @ Stair nding Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C Cr Cm C t CL M Ib Ft V fir Fv Length = 9,830 ft 1 0.307 0141 1.15 1.100 1.00 1.00 1.00 1.00 0.97 2.33 378.87 1232.69 0.77 29.28 207.00 +0+0.60W+1 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 9.830 ft 1 0.035 0.016 1.60 1.100 1,00 1.00 1.00 1.00 0.96 0.37 59.35 1685.23 0.12 4.59 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 9.830 ft 1 0.035 0.016 1.60 1.100 1.00 1.00 1.00 1.00 0.96 Q,37 59.35 1685.23 0.12 4.59 288.00 +0+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.96 , 0,00 0.00 0.00 0.00 Length = 9.830 ft 1 0.225 0.102 1.60 1.100 1.00 1.00 1.00 1.00 0.96 2.33, 378.87 1685.23 0.77 29.28 288.00 +0+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 9.830 ft 1 0,225 0.102 1.60 1.100 1.00 1.00 1,00 1.00 0.96 )2,33 378.87 1685.23 0.77 29.28 288.00 +D+0.750L+0.750S+0.5250E+11 1.100 1.00 1.00 1.00 1.00 0,96 , 0.00 0.00 0.00 0.00 Length = 9.830 ft 1 0.225 0.102 1.60 1.100 1.00 1.00 1.00 1.00 0.96 ,Z.,33,... 378,87 1685.23 0.77 29.28 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.96 .,!. 0.00 0.00 0.00 0.00 Length = 9.830 ft 1 0.021 0.010 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.22 35.61 1685.23 0.07 2.75 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 9.830 ft 1 0.021 0.010 1.60 1.100 1.00 1.00 1.00 1.00 0.96 ,0.22 . 35.61 . 1685.23 0.07 2.75 288.00 t • Moment Values Shear V lu s Overall Maximum Deflections Load Combination Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +0+L+H Vertical Reactions 1 0.0740 4.951 0.0000 0.000 Support notation Far left is #1 , Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 1,215 1.215 Overall MINimum 1.067 1.067 +0+11 0.149 0.149 +D+L+H 1.215 1.215 +D+Lr+H 0.149 0.149 +D+S+H 0.149 0.149 +0+0,750Lr+0.750L+H 0.949 0.949 +0+0.750L+0.750S+H 0.949 0,949 40+0.60W+H 0.149 0.149 +0+0.70E+H 0.149 0.149 +040.750Lr40.750L+0.450W41 0.949 0.949 +0+0.750L+0.750S+0.450W+FI 0.949 0.949 +0+0.750L+0.750S+0.5250E+H 0,949 0.949 ‘`J +0.60D+0,60W+0.60H 0,089 0.089 +0.60D+0.70E+0.60H 0.089 0.089 D Only 0.149 0.149 Lr Only L Only 1.067 1.067 S Only W Only E Only • H Only • Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 P4431111 111111111itt3a• 11IC. Project Title: Procon Engineer: K.K. Project ID: S.1 809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:25AM Wood Beam Lc. # : KW-06001611 Description : Beam @ Stair Lanthng File = PAENERCAMS.1809109,ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Licensee : PLUMP ENGINEERING INC. C 3,0 2,3 15 0,8 +6+H +6+6,6614H 1 +6.606+6.76E40H 0,93 I +0+1+H 1 +6+6.76E+H 130 231 3,87 4,88 Distance (ft) 5,85 •i; 6,85 7,82 833 I +D4101 1 +D+S+11 V +6+6.75011+6.1SO1+H +6+6.751.+6.156S+H I +6+6.1561.t+6.756L+6AS611/+H I +6+6.1561.+6,156S+6.456W.+H I +D+6.750t+6.7565+6.SZ56E+11 I +6.606+6.6611+0,66H 2 0,6 MEMBER— .1,Z +6+H +6+6,66W+H 1 +6.6136+6.76E+D.6611 0,93 I +6+1+H 1 +6+6.16E+H 130 231 327 4,88 5,85 6,85 7,82 - 8,83 Distance (ft) • +D.p1i+0 1 +6+501 +6+6.7511l1+6.756l+H 0 +6+6.ISIII+6.156S+H I +6+6,1561.1+6.7561+6AS6W+H 1 +6+6.101.+6.7S0S+6,494F+H 1 +6+6.7561.+6.7565+6.5B6E+H 1 +6.66D+6.66W+0,6611 Rump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 net= PLUMP (11111•41Z11111. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 19 MAR 2019, 9:25AM Wood Beam Lic. # : KW-06001611 Description: Beam @ Stair Landing Fde = PAENERCALOS.1809109.ed Software ENERCALC, INC. 1983-2018, Build:10.18,8.25 . Licensee : PLUMP ENGINEERING INC. M 41,019 .0.057 -0,079 +DO +D+6,60W+11 1 +6.60+0.7DE+0,60h1 E Only 0.93 I 44101 I +D+D.IDE+Il I DOnly 2.87 324 4,81 9,78 — 6.74 121 822 Distance (ft) • +D+L+ 1 +D+S+ D+1)+DISDLi+DISOLfil 0 4+0.7561419SO 1 +D+DISDLi+DISDL+DAS6111+11 1 +D+DISDL+6,7SDS+6,45DW+11 1 +D+DISDL+117SD5+0.SZSDE+11 I +0.60D+DIDW+11.6DII 11441 10nly SOPly PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.18 4 www.peica.com LATERAL ANALYSIS: Site Seismic Design SDS 0.95 le 1.00 SECTION 11.5.1 ASCE 7-10 Wall Information Thickness = 8.00 in Weight = 100.00 psf Ledger Height (avg.) = 22.50 ft Parapet Height (avg.) = 0.00 ft STRUCUTRAL WALLS OUT -OF -PLANE FORCES Fp = 0.4Sosl,Wp F = 0.10Wp New Door Opening 38.16 psf SECTION 12.11.1 ASCE 7-10 10.00 psf 38.16 psf Ledger Height = 22.50 ft. Opening Height = 10.00 ft. Opening Width 3.00 ft. Horizontal Member Length of Member 5.00 ft. Unif. Lateral Force = 239 plf SECTION 12.11.1 ASCE 7-10 (NOT LESS THAN) Envelope Only Solution Plump Engineering, Inc. CA Enlarged Wall Opening Oct 26, 2018 at 3:32 PM S.1809109 5.1809109.r3d Y z x Loads: BLC 1, DEAD LOAD Envelope Only Solution Plump Engineering, Inc. CA Enlarged Wall Opening Oct 26, 2018 at 3:33 PM S.1809109 S.1809109.r3d Loads: 8LC 2, OUT OF PLANE Envelope Only Solution Plump Engineering, Inc. CA Enlarged Wall Opening Oct 26, 2018 at 3:34 PM S.1809109 S.1809109.r3d Column: MI Shape: HSS4X4X4 Material: A500 Gr.46 Length: 22 ft I Joint: N2 J Joint: N4 LC 1: DL + OUT OF PLANE Code Check: 0.300 (bending) Report Based On 191 Sections Dy -.975 at 11.579 ft in 0 at 7.526 ft Dz in 0 at 16.789 ft .281 at 0 ft Vy .246 at 0 ft -.355 at 13.084 ft 0 at 0 ft Vz 0 at 13.084 ft .054 at 0 ft T k-ft -3.184 at 12,968 ft k-ft ,008 at 13.084 ft My k-ft -.006 at 12.968 ft 9.816 at 12.968 ft .083 at 0 ft fa ksi ksi -9.816 at 12.968 ft ksi AISC 14th(360-10): ASD Code Check Max Bending Check 0.300 Max Shear Check 0.016 (y) Location 12.968 ft Location 0 ft Equation . H1-1b Max Defl Ratio L1270 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 22 ft 22ft Pnc/om 16.822 k KL/r 173.529 173.529 Pnt/om 92.826 k Mny/om 10.765 k-ft L Comp Flange 22 ft Mnz/om 10.765 k-ft L-torque 22 ft Vny/om 25.423 k Vnz/om 25.423 k Tn/om 9.04 k-ft Cb 1.388 Column: M2 Shape: HSS4X4X4 Material: A500 Gr.46 Length: 22 ft 1 Joint: N1 J Joint: N3 LC 1: DL + OUT OF PLANE Code Check: 0.300 (bending) Report Based On 191 Sections Dy -.975 at 11.579 ft in 0 at 16.789 ft Dz in 0 at 7.526 ft .281 at 0 ft A Vy .246 at 0 ft -.355 at 13.084 ft 0 at 13.084 ft Vz 0 at 0 ft T k-ft -.054 at 0 ft Nry Mz k-ft -3.184 at 12.968 ft '1606 at 12.968 ft My k-ft -.008 at 13,084 ft .083 at 0 ft fa ksi fc 9.816 at 12.968 ft ksi -9.816 at 12.968 ft ksi AISC 14th(360-10): ASD Code Check Max Bending Check 0.300 Max Shear Check' 0.016 (y) Location 12.968 ft Location 0 ft Equation H1-1b Max Defl Ratio L/270 Bending Flange Compact Compression Flange Non-Siender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 22 ft 22 Pnc/om 16.822 k KL/r 173.529 173.529: Pnt/om 92.826 k Mny/om 10.765 k-ft L Comp Flange 22 ft Mnz/om 10.765 k-ft L-torque 22 ft Vny/om 25.423 k Vnz/om 25.423 k Tn/om 9.04 k-ft Cb 1.388 Beam: M3 Shape: HSS4X4X4 Material: A500 Gr.46 Length: 5 ft I Joint: N5 J Joint: N6 LC 1: DL + OUT OF PLANE Code Check: 0.066 (bending) Report Based On 191 Sections Dy -.953 at 0 ft -.967 at 2.5 ft in 0 at 2.5 ft Dz 0 at 0 ft in 0 at 0 ft A Vy .598 at 0 ft -.597 at 5 ft Vz .029 at 5 ft -.029 at 0 ft T k-ft .054 at 0 ft -.693 at 2.5 ft k-ft My 1014 at 5 ft -.022 at 2.5 ft k-ft 0 at 0 ft fa ksi 2.2 at 2.5 ft fc 'ksi .057 at .105 ft 7.0,57 at .105 ft -2.2 at 2.5 ft ksi AISC 14th(360-10): ASD Code Check Max Bending Check 0.066 Location 2.5 ft Equation H1-1b Bending Flange Compact Bending Web Compact Fy 46 ksi Pnc/om 83.605 k Pnt/om 92.826 k Mny/om 10.765 k-ft Mnz/om 10.765 k-ft Vny/om 25.423 k Vnz/om 25.423 k Tn/om 9.04 k-ft Cb 1.149 Max Shear Check 0.024 (y) Max Defl Ratio L/4421 Location 0 ft Location 2.5 ft Span 1 Compression Flange Compression Web y-y Lb S ft air 39.438 L Comp Flange 5 ft L-torque 5 ft 5 ft Non -Slender Non -Slender Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 12:49PM Wood Beam Lic. # : KW-06001611 Description : Siste earn CODE REFERENCES Fie = P;IENERCALC1S.1809109.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10,18.8.25 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 Fb + Fb - Fc - Prll Fc - Perp MicroLam LVL 2.0 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Trus Joist 2,600.0 psi 2,600.0 psi 2,510.0 psi 750.0 psi 285.0 psi 1,555.0 psi Density E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend - xx 1,016.54ksi 42.0pcf D(".4) D(0.096) Lr(0,16) 2-1.75x14 Span = 21.250 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 8.0 ft, ((E) Roof) Point Load : D = 1.40 k @ 7.0 ft, ((N) Unit (2800#/2)) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK 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 0.678 1 2-1.75x14 2,156.87psi 3,182.57psi +D+Lr+H 8.919ft Span # 1 0.461 in 0.000 in 1.037 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 552 >=360 0 <360 245 >=180 0 <180 Maximum Forces & Stresses for Load Combinations 0.300 : 2-1.75x14 107.03 psi 356.25 psi +D+Lr+H 0.000 ft Span # 1 Load Combination Segment Length Max Stress Ratios Span # M V Cd CFN C i C Cm C t CL Moment Values fb F'b Shear Values V fv Fv +0+H Length = 21.250 ft +D+L+H Length = 21.250 ft +D+Lr+H Length = 21.250 ft +D+S+H Length = 21,250 ft +0+0.750Lr+0.750L+11 1 0.553 0.237 0.90 0.979 0.979 1 0.498 0.213 1.00 0.979 0.979 1 0.678 0.300 1.25 0.979 0.979 1 0.433 0.185 1.15 0.979 0.979 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 12.07 1,266.70 1.00 1.00 12,01 1,266.70 1.00 r .'. ; • 1.00 20.55 2,156.87 1.00 1.00 12.07 1,266.70 1.00 I:. :. . 0.00 2291.45 0.00 2546.06 0.00 3182.57 0.00 2927.97 0.00 0.00 0.00 1.98 60.68 0.00 0.00 1.98 60.68 0.00 0.00 3.50 107.03 0.00 0.00 1.98 60.68 0.00 0.00 0.00 256.50 0.00 285.00 0.00 356.25 0.00 327.75 0.00 Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 NNIIINNERINN INC. Project Title: Engineer: Project ID: Project Descr: Procon K.K. S.1809109 Shasta Beverages Printed: 1 MAR 2019, 12.49PM Wood Beam Lic. # : KW-06001 611 Description : Sis ered Beam Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C Cr Cm C t CL File =P:1ENERCALCIS.1809199.ec8 , SoftwecopynghtENERCALC, INC. 1983-2018, Build:10.18,8,25 . Licensee: PLUMP ENGINEERING INC. Moment Values fb F'b Shear Values V hi Fv Length = 21,250 tt 1 0.606 0.268 +D+0.750L+0.750S+H Length = 21.250 ft 1 0.433 0.185 +D+0.60W+H Length = 21.250 ft 1 0,311 0.133 +0+0.70E41 Length = 21.250 ft 1 0.311 0.133 +D+0,750Lr+0.750L+0.450W+H Length = 21.250 ft 1 0.473 0.209 +0+0.750L+0.750S+0.450W+H Length = 21.250 ft 1 0.311 0.133 +D+0.750L+0.750S+0.5250E+H Length = 21.250 ft 1 0.311 0.133 +0.60D+0.60W+0.60H Length = 21.250 ft 1 0,187 0.080 +0.60D+0.70E+0.60H Length = 21.250 ft 1 0.187 0.080 Overall Maximum Deflections 1.25 0.979 0.979 1.15 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0.979 1.60 0.979 0,979 1.60 0.979 1.00 1.00 1.00 1.00 1.00 18.36 1,927.06 3182.57 1.00 1.00 1.00 1.00 1.00 0,00 1.00 1,00 1.00 1.00 1.00 12.07' 1,266.70 2927.97 1.00 1.00 1.00 1.00 1.00 ' 0.00 1.00 1,00 1,00 1.00 1.00 12.07 1,266.70 4073.70 1.00 1.00 1.00 1.00 1.00 0,00 1.00 1.00 1.00 1,00 1.00 12.07 1,266.70 4073.70 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 16..36- 1,927.06 4073.70 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1,00 12.07 1,266.70 4073.70 1.00 1.00 1.00 1.00 1.00 ;'. 0.00 1.00 1.00 1.00 1.00 1.00 12.07 1,266.70 4073.70 1.00 1.00 1.00 1.00 1.00 0.00 1,00 1.00 1.00 1.00 1.00 7.24 760.02 4073.70 1.00 1.00 1.00 1.00 1,00 0.00 1.00 1.00 1.00 1.00 1.00 7.24 760.02 ` 4073,70 3.12 95.44 356.25 0.00 0.00 0.00 1.98 60.68 327.75 0.00 0.00 0.00 1.98 60.68 456,00 0.00 0.00 0,00 1,98 60.68 456.00 0.00 0.00 0.00 3.12 95.44 456.00 0.00 0.00 0.00 1.98 60.68 456.00 0.00 0.00 0.00 1,98 60.68 456.00 0.00 0.00 0.00 1.19 36.41 456.00 0,00 0.00 0.00 1.19 36.41 456,00 Load Combination Span Max. •-• Defl Location in Span Load Combination Max, '+" Defl Location In Span +D+Lr+H Vertical Reactions 1 1.0369 10.392 Support notation : Far left is 0.0000 Values in KIPS 0.000 Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +0+Lr+11 +0+6+H +040,750Lr+0.750L+H +0+0,750L+0.750S4+1 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +040.750L+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 Support 1 Support 2 3.811 3.333 1.700 1.700 2.111 1.633 2.111 1.633 3.811 3.333 2.111 1.633 3.386 2.908 2,111 1.633 2.111 1.633 2.111 1.633 3.386 2.908 2.111 1.633 2.111 1.633 1.266 0.980 1,266 0.980 2.111 1.633 1.700 1.700 Plump Engineering, Inc. 914 E, Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Wood Beam Lic• # : KW-06001611 Description : S$stered Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 12:49PM Fite = P:IENERCALCIS,1809109.ec6 ftware yright ENERCALC, INC,1983-2018, Build:10,16.8.25 . Licensee : PLUMP ENGINEERING INC. 21 16 ti 4.0 10 u E 0 5 MEMBER•—» +D+H +6+0.66W+H I +6.60D+6.I6E+0,6011 2,02 1 +6+L+H 0+0J6E+H 4,11 620 830 1039 12,49 sw Distance (ft) 1 +D+L +H 1 +D+S+H 1 +D+6.1581'+6.7501+6.4SCW+H I +D+6.191+D.ISD5+6.4SDy+ 1458 16,67 18,77 0+6.15611+D.ISDL+N © +D+0.1S6L+6.7S65+N +0+0.1561+6.1565+03256E+H 1 +6.66D+6.66W+6.66H 39 2,1 .3,4 A +D+H +D+6.66W+H 1 +6.66D+1),I0E+6,66N 2,02 4,11 620 830 1039 I +D+L+H I +D+6.I6E41 12 1458 Distance (ft) 1 +D+L'+H 1 +6+5+11 0 +D+6156146.151 +D+6.15014,1561+C.450W+H 1 +6+6,I5D1+6.7SDS+6.4S6W+H 1 +D+67561+6.IS6 16,67 1837 l 0 +6+6,IS61+0.I56S+11 .SiSDE+H 1 +6.66D+D.66W+6.66N 20,86 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 12:49PM Wood Beam Lic. # : KW-06001611 Description : Sist d Beam Flle = P:IENERCALClS.1809109.ec6 . Software copyrk,}ht ENERCAI.C, INC. 1983-201B, Build:10.1&8,25 Licensee : PLUMP ENGINEERING INC. MEMBER.-�» -03 -05 -05 202 4,11 620 8,30 1039 0 +D+M I +D+1+M +D+6,6614M 1 +6+6.16E+11 I +6.66D+6.16E+6.6DI 160nly 0E0Iy IN9uly I2,49 1458 18,67 1271 Dstalaa(ft) 1 +D+S+M 8 +D+ .T56h+6.TS61+M D +D+6,T561+6.7S6501 +6+6.I5611+6,IS61+DASBW+11 1 +D+6,1561+6.7S65+6.4S61y+M 1 +D+6.7561+6.IS6S+6.S2S6E+11 1 +6,66D+6.66Vl+6,6611 Hit t Only C 50aly 1 M4nly 2036 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 PLUMP EN:111111E11[1110 Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 1:01PM Wood Beam Lic. #: KW-06001611 Description : (E) 7 3/4)(30' GLB CODE REFERENCES Fite = PAENERCALCIS.1809109.ec6 . Software copyright ENERCALC, INC, 1983-2018, Build:10.18.8.25 . 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 Fb + Fb - Fc - Pril Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling DF/DF : 24F - V4 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E: Modulus of Elasticity Ebend-xx 1 ,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend yy 850.0 ksi Density 31.20 pcf D(1.4) D(0.2975t Lr(0.425) --. D(0 39) I o 7.750 X 30.0 Span = 46.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 21.250 ft, ((E) Roof) Point Load D = 1.40 k 16.420 ft, ((N) Unit (2800#/2)) Point Load : 0 = 0.390 k @ 33.50 ft, ((N) Unit (780#/2)) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations Design OK 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 0.94R 1 7.750 X 30.0 2,302.13 psi 2,425.73 psi +D+Lr+H 22.741ft Span # 1 1.433 in 0.000 in 2.783 in 0.000 in Maximum Shear Stress Ratio Section used forthis span fv : Actual • Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 389 ),..360 0 <360 200 >=180 0<180 0.334 : 1 7.750 X 30.0 110.63 psi 331.25 psi +D-i-Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # M V Cd C FN C i Cr C Max Stress Ratios , Moment Values C t CL fb Shear Values Fb V fv F'v +D+H Length = 46.50 ft +D+L+H Length = 46.50 ft +D+Lr+H Length = 46.50 ft +D+S+H Length = 46.50 ft 1 0.640 0.224 0.90 0.809 0.809 1 0.576 0.201 1.00 0.809 0.809 1 0.949 0.334 1.25 0.809 0.809 1 0.501 0.175 1.15 0.809 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 1.00 108:27 1 223.02 108.27 1,117.58 1,117.58 2,302.13 1,117.58 0.00 1746.53 0.00 1940.59 0.00 2425.73 0.00 2231.67 0.00 8.28 0.00 8.28 0.00 17.15 0.00 8.28 0.00 0.00 53.40 238.50 0.00 0.00 53.40 265.00 0.00 0.00 110.63 331.25 0.00 0.00 53.40 304.75 Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 ii sr MIMI' 1E1191111E111PB INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 1:01PM Wood Beam Lic. #: KW-06001611 Description (E) 7 3/4*x30GLB Load Combination Max Stress Ratios Segment Length Span # M V File= NENERCALCIS.1809109.ec6 . Sftwarecopynght6NERCALC, INC. 19812018, Build:10.18,8.25 . Licensee : PLUMP ENGINEERING INC. ' Moment Values Cd C FN Cj Cr Cm C CL M tb Ft) Shear Values V fv F'v +0+0.750Lr+0.750L+H Length = 46.50 ft 1 +D+0,750L+0.750S+H Length = 46,50 ft +D+0.60W+H Length = 46.50 ft 1 +0+0,70E+11 Length = 46.50 ft 1 +D+0,750Lr+0.750L+0.450W+H Length = 46,50 ft 1 +0+0.750L+0.750S+0.450W+H Length = 46.50 ft 1 +0+0.750L+0.750S+0.5250E41 Length = 46.50 ft 1 +0.60D+0,60W+0.60H Length = 46.50 ft 1 +0.60D+0.70E+0.60H Length = 46.50 11 1 0.827 0.501 0.360 0.360 0.646 0.360 0.360 0.216 0,291 0.175 0.126 0.126 0.227 0.126 0.126 0.076 0.216 0.076 Overall Maximum Deflections 0.809 1.25 0.809 0.809 1.15 0.809 0.809 1.60 0.809 0.809 1.60 0.809 0.809 1.60 0.809 0.809 1.60 0.809 0.809 1.60 0.809 0.809 1.60 0.809 0.809 1.60 0.809 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 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 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 19132. 2,005.83 108.27 1117.58 108.27 1,117.58 108.27 1,117.58 194.32 2,005.83 108.27 1,117.58 108.27 1,117.58 64.96 670.55 64.96 670.55 0,00 2425.73 0,00 2231.67 0.00 3104.94 0.00 3104,94 0.00 3104.94 0.00 3104.94 0.00 3104.94 0.00 3104.94 0.00 3104.94 0,00 14.93 0.00 8.28 0.00 8.28 0.00 8,28 0.00 14.93 0.00 8.28 0.00 8.28 0.00 4.97 0.00 4.97 0.00 96.32 0,00 53,40 0.00 53.40 0.00 53.40 0.00 96.32 0.00 53,40 0.00 53.40 0.00 32.04 0.00 32.04 0.00 331.25 0.00 304.75 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span +0+Lr+H 1 Vertical Reactions Load Combination 2.7829 23.250 Support notation : Far left is #1 - Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum Overall MINimum +D+H +0+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +0+0,750L+0.750S+H +0+0.60W+H +D+0.70E+H +D+0,750Lr+0.750L+0.450W+H +0+0.750L+0.750S40.450W+H +0+0.750L+0.750S+0.5250E+H 40.60D+0.60W+0.60H +0.60D+0,70E+0.60H DOnly Lr Only L Only S Only W Only E Only H Only 18.984 9.881 9.103 9.103 18.984 9.103 16.514 9.103 9,103 9.103 16.514 9.103 9.103 5,462 5.462 9.103 9.881 18.745 9.881 8.863 8.863 18.745 8.863 16.274 8.863 8.863 8.863 16.274 8.863 8.863 5.318 5.318 8.863 9.881 Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 Phone: (714) 385-1835 Wile tUM1 EXYIX [ERINV INC. Project Title: Procon Engineer: K.K. Project ID: S.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 1:01PM Wood Beam Lic. # : KW-06001611 Description : E) 7 t4"x30' GLB Fde = P:IENERCALCtiS.1809109.ec6 . Software uptight ENERCALC, INC,1983.2018, Build:10.18,8,25 . Licensee : PLUMP ENGINEERING INC. 221 171 +D+H +0+0.66W+H 1 +6.66D+6.76E+6.66H 19 10 •19 4,41 I +D+L+H +1)+6.16E+H 8.99 13,58 18,16 22,14 31,91 36.49 4L87 Distance (ft) 1 +D+Li+H 1 +D+S+H 0 +D+6.15611+6.1S61+H C +D+61S61+6.7SbS+H 1 0+6.75611+6.7561+6.456W+11 1 +0+6.7S6t+6.7565+6.A56WiH 1 +D+6.I561+6.756S+6.S2S6E+11 1 +6.66D+6.66W+6.660 +DOI 4+6.66W+H 1 +D.60D+0,16E+6.6DH 4,41 1 +D+1+H A +D+6.10E4 8.99 13,58 18.16 2234 2732 -- 3191 36.49 41,07 Distance(ft) +Dtl't8 1+D+S+H 0+D+6.1S611+61SDL+0 a+D+6JS61+6.1SDS+H 1 +0+6.1S6L1+6.1SD1+6,4S61V+H 1 +D+6.1S6L+6.IS65+0.45611+H 1 +D+6.7SbL+6.7SDS+6.S2SDE+11 1 +6.660+6.6614+6.660 •‘ Plump Engineering, Inc. 914 E. KateIla Avenue Anaheim, CA 92805 Phone: (714) 385-1835 ors s= PLUMP ENNININRI/19 INC. Project Title: Procon Engineer: KK. Project ID: $.1809109 Project Descr: Shasta Beverages Printed: 1 MAR 2019, 1:01PM Wood Beam Lic. # : KW-06001611 Description : (E) 7 3/4"x30" GLB = P:IENERCALM.S.1809109.ec6 . hi EN , INC.1983-2016, Bulld:10.18.13.25 Licensee : PLUMP ENGINEERING INC. MEMBER...» 0.7 c .1,4 .2,1 •2,8 +D+t1 . 0+6.66W+H I +6.61)64.16E+6,61)f1 E Only 4,41 I +6+1+Il 1 +D+6.1DE+H I DOnly I HOily 8,99 13,58 183 204 2132 31.91 36,49 417 DgYIT(R) I 4+11+11 1 +D+5+H U +DO.75DLi+DIS8L+11 +D+D.1SDI+6,750S+H I +D+DISDLI+DISDL+DASDINI 1 +D+D.75Dt+DISDS+DA5DIN+H 1 +D+15.1561+6.7S0S+D.SZSDE+11 1 +6.60D+0.6611/4.60H liOnly Lonly flS0nly I ViOnly 45,65 Lighting Summary LGT-SUM 2015 Washington State Energy Code Compliance Forrns for Commercial Buildings including R2, R3, R4 over 3 stories and,..11 R1 r- - —RE 2016 Project Info Compliance forms do not forms require a password to use. Instructional and calculating cells are wrtte- protected, P o T : . - , i i Applicant Information. Pn,vicie contactinfomvationr ind"d a o can respond to inquiries about P . infofmatian provided. or P CE VED Company Name: 6 0 pa A : 0 MAY 17 2019 ApplicantName: j7A7A1 ApplicantPhone: Applicantail: a ev) a cm, City of Tukwila Project Description New Building 0 Addition BUILDING - DIVISION lea, ed rig.Plant lnclude PROJ-SUM form (included in envelope forms workbook)with h ' g complliance forms. Building Refer requirements. ; Additions to Section C502.2.6 for additional . --, - ;:2; i 1._ I , _J Compliance Method : Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project 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 fixture wattage in Proposed Lighting Wattage table in LTG-INT-BLD or LTG-INT-SPACE fom). For exterior lighting projects, include new + existing exterior lighting fixture wattage in Proposed Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG-EXT fonn. Interior and Exterior Lighting Alterations Select all Lighting Power and Lighting Control elements that apply to the scope of the retrofit prefect. If project includes a combination of spaces where less than 50% of the existing fixtures are replaced in some spaces, and 50% or more of the fixtures are replaced in others, then provide separate lighting power compliance forms or the, retrofit ito conditions. Spaces undergoing the same type of retrofit may be combined into one lighting power compliance feria Refer to Section C503.6 for additional requirements All alteration lighting controls shall be commissioned per C408.3. No changes are being made to the Interior or exterior lighting systems and existing space uses and configuration are not changed. Ighting Power , nl terior lighting Parking garage ,Exterior lighting --,,- %5Orrtoreostid ! El 0 Less than 50% of existing are replaced 0 0 0 Lamp and/or ballast replacement only - I existing total wattage not increased 1 0 0 0 50°A, or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total LPA per Sections C4054.2 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 fomi. LOSS than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the total 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 form. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total installed wattage for exterior luminaires. Lighting Controls Interior lighting : Parking garage Exterior lighting ----, New wiring installed to serve added ; ; I fixtures and/or fixtures relocated to new ; 0 0 circuit(s) i 1 1 , New or moved lighting panel i 1 Of Interior space is reconfigured luminaires unchanged or relocated only New wiring or circuit - 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 lighting 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 types per Tables C405.4.2(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 fonn. Lighting Summary, cont. LGT-SUM 2015 Washington State EnergyCode Compliance Forms for Commercial Buildings inctuding R2, R3, R4 over 3 stories and all R1 Revised August 2016 Project Title: 1341411. tevreebto -- eiZeiO4 1 &Ms Date 0*i/51 lif ' Interior Lighting System Description V4' Leo Interior Lighting Power Allowance Method 0 Building Area Method ligi Space -by -space Method Select method used in project Interior Lighting Controls M C405.2.1 - C405.2.8 Controls o C405.2 Exception 5 Luminaire Level Lighting Control (LLLC) 0 Additional Efficiency Package Option C406.4 Enhanced digital lighting controls To comply with C406.4, no less than 9096 of the total installed interior lighting power shall comply with the required controls per C406.4. Dwelling Unit Interior Lighting 14/4, 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 i'ii k Interior Lighting - Space -By -Space Method LTG-INT-SPACE 2016 Washington State Energy e Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Auaust 2016 Project Title: MiAS-th Date . Calculation Area NOTE 9 0 0 Addition - 0 Addition stand alone + existing 0 Spaces where < 50% of 0 Spaces where a 50% of luminaires are replaced luminaires are replaced For Building Department 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 than the Target LPA. Refer to C406.3 for additional requirements. Maximum Allowed Lighting Wattage NOTE 1 e4ce,,s Location (plan #, room #) Space Type Ceiling Height NME 2 Gross interior Area in ft2 Allowed Watts per ft2 Watts Allowed (watts/ft2 x area) L 02 ler-A FM107 1Z ta) c..,. qr, 1 a 04 Al CD lif7 a . -1 . (,^ 1 FM 2 1.417 14VC) k liZ, I Lobby Art/Exhibit Display Allowance from LTG-INT-DISPLAY NOTE 8 .... Total Area Retail Display LTG-INT-DISPLAY Allowed Watts Allowance from Proposed LightingWattage Location (plan #, room #) Fixture Description NOTE 4, 5,6 Number of Fixtures - Watts/ Fixture NOTE 7 Watts Proposed z-to 2-1/4: iktefive0 Len 440c7 eics -100,1.4 t. Proposed Retail Display Lighting from LTG-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 12.13.41e/ 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 fighting 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 fixtuna, and ballast type (if included). For track righting, list the length of the track (in feet) in addition to the fixture-, !amp, 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 - xisuitg-to-remain fixtures ahall De included in thc P'posed Lighting Wattage table in the same manner as new fixtures Identify as existing in fixture description. Note 7 - rcrpropocd Watte.c.;xt.re outer the 411714)4in" wattaoe 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). Fcii iJnwoltag 11,7htinFr center the wattage of the transformer. For line voltage track/busway systems, enter the larger of the attached luminaire wattage or 50 watts/lineal foot, or enter the wattage limit of permanent current Iirflthrtg aewce. Note 8- Lobbv Art/Exhibit Display Allowance is independent of the Maximum Allowed Lighting Wattage, Note 9 - Calculation Area Details: Lightino fixtures in a huildino addition MAy comnly az: a stand nr th,!,17, •,,f*f÷tovN f7ij,priTter7rIviictirp . . , . ..:. . I i ' I . - - - i I I ''''' i' ' k :'" . i - • ' . , - - . LTG-C 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Augusi 2016 Project Title: Mb44h, 56051)4e. Vbetkall.• (12:1"V' Date efikiZaa Ili ' The following information is necessary to check a permit apphcatufn 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 Departrnent 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 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 1.1b) 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 exception C405.2.3 C405.2.1.1 C405.2.2.2 C4052.4 C405.2.5 ...efficacy Manual controls Indicate on plans the method of manual lighting control (whether combined with occupancy sensor, automatic light reduction, daylight responsive or specific application controls), location of manual control device and area or specifice application it serves e Lees elo# 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; 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 1.40)114 C405.2,1.2 Occupancy sensor controls - warehouses Indicate aisleways and open areas in warehouse spaces provided with occupancy sensor controls that reduce lighting power by 50% 4/4 C405.2.6 Digital timer switch Indicate required digital timer switch control function when control is used 41 be C405,2,2.1 Automatic time switch controls Indicate locations of override switches on plans and the lighting zone(s) served include area sq. ft. C405.2.4.2 C405.2.4.3 zones Daylight - 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 smaii 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) 4) II 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 evert 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 C405.2.5 - 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 sP@.ce;__ _ . indicate ma_and automatic lighting control method __.. . J 1,,,,ightin I Motor, and Electrical Permit Checklist, Pg. 2 .LTG-CHK. - , • • ••••-•-•,•,,,,,,,, ,,,,,, r••,,,,,,cw t.ope ,...ompivance rorms lor L•ornmerciat puotoing$ incoming rct, n.:., PrA over .7 Sloiie Elf ip au rc 1 meVI:VLI ,,U9L4St 4,./ It, Project Title: iL41tL Date The following information is necessary to Check a permit apphcatiorftorcomphance 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 perrnit documents Location in Documents building Department Notes 1411), C405.2.5 - Item 3 Hotettmotel guest rooms Indicate method of automatic control - vacancy or captive key control of all installed luminaires and switched receptacles in suest room 4/6. Cite4m054.2.5 - ntal task lighting Indicate method and location of automatic shut-off vacancy control for supplemental task lighting, including under -shelf or -cabinet lighting 1iir. C405.2.5 - Item 5 Lighting for non- visual applications ,under 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 41 pt C.405.2.5 - Item 6 Lighting equipment for sale or demonstration Indicate on plans that lighting equipment for sale or demonstration are controlled independently frorn both general area lighting and other lighting applications within the same ,sPage; _ _ _ _ __ Indicate-melhod of- manuarligking control and applicable automatic lighting control C405.2.5 - kern 7 Means of egress lighting 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; T 1t • 'If torafedrs lighting power density is greater than 0.02 W/sq. ft., indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods; Indicate method of automatic shut-off control vl pt . C4052.7 Exterior lighting controls Indicate on exterior lighting plans and fixture schedules the 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/ctosing time; For all other exierior lighting, indicate automatic controls shut off lighting 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 closing to 1 hour before opening, or based upon motion sensor 1.41),, C,405.5.1 grounds lighting Exterior building controls For building 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 Indicate 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 single switch or automatic control is loaded beyond 80% 06.4 lighti:-.1 cont,al.s 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: 1fCi dation of percent total installed interior lighting oo,•-•- filar tq confioured with required enhanced liohting control furlo-ionR (min 90% to comply with additional efficiency package ,•ntirml • if nimimirro liohtina system commissioi iii to • Lighting , ... ._. Motor -anti-Electrical'Pe it Checkli Pg.- , , , LTG-0Hk, 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all RI Revised August 'GUI 6 Date t3inf 1 . requirements in Project Title: el 4,16-th+ MEIZAS laiZI Clji-e The following information is necessary to check a permit application for compli nce with the lighting, motor, and electrical 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 CA05.4.1 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; Identify spaces eligible for lighting power exemption on plans and in compliance forms; indicate the exception applied; Identify lighting equipment eligible for lighting power exemption in fixture schedule and in compliance forms; indicate the exception applied;_ Indicate that exempflightiiiiequiPi7i-ent is in addition to general area lighting and is controlled independently tf 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) 1 4 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). 14.1 C406.3 Reduced lighting power density - dwelling unit amp l 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 fixtures with lamps that have this efficacy rating (min 95% to comply with option). Lighting Power Calculation - Indicate compliance path taken ii. g C405.4,2.1 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 C405.4.2.2 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 *RIZ Illk Jj C406.3 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 I C405.5.2 ]Include Total connected exterior lighting power all luminaires in lighting fixture schedule; indicate fixture types, lamps, ballasts, and manufacturer's rated watts per fixture; Identify exterIoiaprobcothons eligible for lighting power exemption on plans and in compliance forms; indicate exception appiied; -- Indicate that exempt exterior lighting is controlled independently from non-exempt exterior lighting; inciude excepti:.:r, claimed for each fixture or group of fixtures under exception category Table Exterior lighting zone Indicate building exterior lighting zone as defined by the AHJ C45, a. ', 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 scheouie . C405.5.2 Exterioi lighting power ca:cu'atic;; Complete required compliance form — proposed wattage for exterior lighting plus base site aliowed does no exceed maximum allowed I Envelope -Sum 2 15 EC Compliance Forms for Com rcial Buildings including R2, R3, & R4 over 3 stories and all R un 2016 Project Info Compliance forms do not require a password to use. Instructional andcalculatin writ -protected cells are a-p Project Title: - (yE -ettAltatfut Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. 0 �� PPROVE D MAY 17 2019 City of TU filaDIVISION Company Name: Company Address: 227 Applicant Name: t'jti t Applicant Phone: 7l . 3 '9,31 Applicant Email: Matte Q Alestledtch,(dick Project Description t3 El New Building El Addition Al Occupancy Type Selection required to enable forms. • All Commercial 0 Group R - All R1 and R2, R3, R4 over 3 stories 0 Envelope Compliance Path Selection required to enable forms. 0 Prescriptive Component Performance Component Performance Calculation Type Selection required to enable ENV-UA and ENV-SHGC forms. ® Standard 0 Change of Occupancy/Conditioning 0 ❑ Additional Efficiency Package Option - C406.8 Enhanced Envelope To comply, demonstrate building thermal envelope performance is 15% lower than the Target UA. Air Barrier Testing I - -- , ❑ Air barrier testing per Section C402.5.1.2 ❑ Air barrier testing not required included in project scope ❑ Additional Efficiency Package Option - C406.9 Reduced Air Infiltration To comply, demonstrate that measured air leakage of building envelope does not exceed 0.25 cfmfft2 (air barrier surface area) under test pressure of 0.3 inch w.g. 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 I,,� fb — X 100 = Gross Exterior Roof Total Skylight divided by Area times 100 equals % Skylight — X 100 = Fenestration Area Compliance Verticals Fenestration A, Area Skylight Area 14A. 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 112 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) Refer to Chapter 2 for net floor area 0 In buildings z 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 Dayl ght Zone Calculations Daylight Zone Fenestration Alternate Not Selected. No Calculations Required Sidelight Daylight Zone Area Toplight Daylight Zone Area Percent Daylight Zone Area 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 specific snece woes. Refer to C402-4.2 for List al! enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space types required to comply with this provision. Space Area (ft2) DLZ Area (f12) SRR or Aperature Exception Component Performance Path, pg. 1 - - - — ENV-UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, Ni, & R4 over 3 stories and ail R i ProJect Title: Date I lent Calculation Adjustments None Applied . For Building De artUse Fenestration Area as % gross above -grade wall area I4IAI. Max. Target: Skylight Area as % gross roof area 144* Max. Target: Vertical Fenestration Alternates: None Selected on ENV -SUM Envelope Component Cavi I Plan/Detail # U-factor ou Table2 Proposed UA U-factor x Area (A) = UA (U x A Target UA U-facto x Area (A) = UA (U x A) Roofs R= set ()co.! i 0 0 R= R= Above Deck Insulation set occ. Rset occ. 5 R= R= Metal Building set occ. = R= 12 1Wslitobitaki tCr1"0 %Ito set occ. 1 cc R= ilVe00 Joist/sin le r ftect set . r R= set occ.' -0 R= Single raft, attic, other set occ. Opaque Walls - Above Gradeo R o . i 1 I co R= SteeVmetal frame set occ, .c R= 4iiiits*.1.imrie set occ. m R= R= Metal Building set occ. Wood/Oth I R= tag e too evd... c,„04i, 15010 :144,21, set occ. R= '''' eetiCA1,01A A d1242 114 et.d3 1,2.. 1 21$1(A, Wood F e, other 0° lair R se cc. 0 no R= R= Mass Wall set occ. R= 1 1 set occ. ter, 2 Fig 1... R= R= Mass Transfer Deck setocc, ce R= set occ. 1 m 0 6 - ' R= R= Group R Mass Wall set occ. Below Grade I Comm4,7 I R e 000. R= ai. R= I Assumed to be Mass Wall set occ. 3rot.-7-144. R= set occ.I R= R= Assumed to be Mass Wall set occ. set occ. I , R= R= Via R= i Mass Floor set occ. 0 setoccJ u_ 0 E e w R= = I ! Joist/Framing set occ. Area'UA Area uCie Page 1 Subtotal t t'Z I bib Ir,...........--....i. D.r.C.-romnrIncs rnwirdiance MAI A. I Component Performance Path, pg. 2 ENV-UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stones and all R1 Revised Jun 2016 Project Title: IASili 153/WM Welt. air Date 05176 VI' Fenestration Area as % gross above -grade wall area Max. Target: For Building Departmbnt Use Skylight Area as % gross roof area It Max. Target: lrt Building Component Ins. R Plan/Detail # !F-factor Source & Table # 8 F-factor Proposed UA x Perimeter = UA(U x A) Target UA F-factor x Perimeter = UA (U x A) Slab -on -grade to 0 .c 5 R= R= R= II go If45uit6t2»i i 1 1 1 spl4 1 itsk. ivoioe set occ. 1 Slab -On rade set occ. e*Si 1(184° 1 i '34/ a) as 0 1 R= R= , Heated Slab -On -Grade set occ. Schedule ID ,U-factor Sourcem U-factor x Area (A) = UA (U x A; U-factor x Area (A) = UA (U x A) d E 08 c 2' •§ co 1 VW I 1 , 1 0•11 topt) teZ , He set occ. i 1 Opaque Swing Doors set occ. t24-30.1 K 1 for G2.• i (4) ki .c o set occ. Opaque rollup & sliding set occ. Vertical Fenestration6,10 Non -Metal setocc. I Non -Metal Frame set occ. Metal, fixed 4atti 1 C23? Vtl 12.14, set occ. Metal Frame, Fixed set occ. 0433 ICAZ. 1Z.1 Lf Metal, op. 0 I 1 I set occ. Metal Frame, Operable set occ. Mtl entrance set occ.1 Metal Entrance Door set occ. 9c0 .-C' `1) a V4hie setocc. 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 Area UA 404 sit •ss tS. 2.. 414,210 90+ 1.1 Area UA UO SI IA VIA Of tes)sk_ iirau Component Performance Compliance (UA) am le/ tug loYb 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 D 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-faclors under Proposed Mils U-factors so extenor walls are neutral to the calculation. Note 5 - Mass transfer slab edges must be covered with an assembly having an overal U-factor of 0.2. Note 6 - Demising wails, doors, and verticel fenestration separating spaces with different degrees of space conditioning (unconditioned, semi -heated, fully conditioned) shall be included only on the ENV-UA form for the s!)ace with the greatest degree of space conditioning. Note 7 - Lie Group R above mode mess walls here. List all other mass wafis, Commercial and Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab-on-arede F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 - Opaque door U-factors shell come from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% 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 C303.1.3. , _. , . . . , , ... . . . .,.,... -,...„......... ,.,..,..., Build ng.PermitPlans Checklist,-pg, 1 - , - , ENV-CHK 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Title: V146 5-13S, 163:eugle . Ece-bq ear Date Washington State Energy The following information is necessary to check a building permit application for compliance wtth the building envelope requirements in the Code, Commercial Provisions, Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Budding Department Notes SCOPE 4iA 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 exemptionare C402.1.1.1 .greomvii_shoeispaces Semi -heated spaces 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 C410.2 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-ocoupancy 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 If complying via totat--buidling performance, provide a list of all proposed envelope component types, areas and U-values C303.11 C303.1..2 entification Insulation id 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 C402 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); indiEate-nfatifialitity-categ-ory, Wall weight aniTheat capacitYlor qualifying mass walls; _ ___. _ ...___ ____ _. _ For qualifying ASTM C90 masonry walls, indicate lop -fill core insulation material and percentage of cores filled including grouted cores, bond beams. vertical fifis, headers and any other grouted coresi_ Indicate mei-loci6i protection of exposed exterior basementr-cra-wlspace 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: * Og ' . cowDateb • (` Applrcabxldy {yes,n0,na) Code Section Component Compliance inforfftation required in permit documents L+. on in Documents Budding Department Notes 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 C402.2.6 C303.2.1 Radiantly heated slab on -grade floor insulation Indicate R-value of continuous insulation on wall section or foundation detail; 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 stem insulation Indicate insulation R-value behind radiant panels, U-bend/headers and - surface of radiantly heated floors (other than radiantly heated slasy on -grade) �� C402.4.1 C502.2.1 3.3 C50.2 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 alterations 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 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 builddngs: 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 SHGC C402.4.1.3 C502.2.1 C503.3.2 Increased prescriptive maximum vertical fenestration area with high-performance 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 t 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 au without requiring operation of the heating/cooling system per Section C403.6 C402.1.5 Wall/vertical fenestration target are adjustment Indicate if component performance 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 --j 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 theescriptive maximum allowed C402.4.3 C303.1.3 U-factors, SHGC and yr 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, glazing layers, gap width, low-e coatings, gas -fill yr C4G2.J.3 -:rk±s2'1,t 3i4tfUi3 ka�, ddvire^• For windows with overhangs or permanent prcject.n shading devices, t _f_ provide projection factor ca'c_i!a io^s (Equation 4 _r and asr;nc;ia'e-d minimum SHGC for ilidriti and non -north 0;ienlrl ?ns Building Permit Plans Checklist, pg. 3 ENV-CHK 2 12 Washington State Energy Gode Compliance Forms for Commercial Buildings Including R2 & R3 over 3 stonesalt R •PrOJeCt: Date Apphcabality (y ,no,na) Code Section Component Compliance information required in permit documents LocabOfl in Documents Buliding Departinent Notes 14 16 C402.4.2 Spaces in single story buildingslocated requiring skylights In single story buildings, provide list of enclosed areas that exceed 2,500 sf, 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 are 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); lnthcate haze factorof ' ht glazing material or diffuser AIR LEAKAGE ) C402,5.1.1 Air barrier construction and sealing Indicate location of continuous air barrier on plans and ections; Provide details for all joints, transitions in materials, penetrations in air bariier and note method of sealing (caulked, gasketed, or other approved method) C402.5.3 Rooms containing open combustion fuel buming appliances used for space conditioning lndicate ntaining 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; lndicate insulation provided in wall, floor and ceiling of the room envelope. and insulation required on combustion air ductwork C402.5.4 Access openings and doors to shafts, chutes, stairways and doors Indicate locations of all access openings and doors hafts, chutes, stairways and elevators; Indicate method of gasketing, weatherstripping and sealing of these openinqs .5. C4025 C403.2.4.3 Outdoor air Intakes, exhausts and relief openings Indicate locations ofafl 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 cfm per ASTM E283 test; inctudo these requirements in lighting fixture schedules C402.5.6 Loading dock nd' e weather seal at cargo and loadingdock doors C402.5.7 Vestibules Indicate locations 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 ormance for air curtains installed per exception 7; For unconditioned vestibules, indicate which envelope assembly (interior or e rior) comp!with the requirements for a conditioned space C103.2 C402.5.1.2 Building air leakage test Indicate on plans the air barrier boundaries and area calculations on all six sides of the air barrier, Indicate air barrier test method in accordance with ASTM E779 or approved equivatent; Indicate required maximum leakage rate for compliance. tnclude the following requirements in project documents: (1) Submit air barner test report to jurisdiction once test is completed; (2) If test results exceed 0.4 cfm/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: Envelope Requirements Sumr , 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 C4024 in the 2015 WSEC for Important footnotes that apply to these tables. Refer to Section C402 for all applicable requirements that apply for each envelope element type and applicable exceptions. Refer to Section C410 for aff 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 Alt Other Group R All Other I 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 -J- R-11 Is R-25 -i- 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 Walls. Above -grade Mass , . R95 c.i., Note 6 R-I3.3 e.i. U-0.104 N°Ie 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 6, R-19 c.i. U-0.052 U-0,052 Steel Framed R-13 H- R-10c.i. R-I9 + R-8.5 e.i. U-0.055 U-0.055 Wood Framed and Other R-21 W./ int. frame R-21 viri int. frame U-0.054 U-0.054 Below Grade Ji-,all Note 4 Same as above grade Same as above grade Floors Mass R-30 6. R-30 c.i. U-0.031 U-0.031 Steel Joist R-38 H- R-I0 c.i. R-38 + R-I0 c.i. LT-0.029 LT-0.029 Wood Framed and Other R-30 R-30 12-0,029 U-0.029 Slab -On -Grade Floors I nbeated R-I 0 for 24 in. (from top of slab) F-0.54 F-0.54 Note 5 Heated R-10 perimeter & under entire slab F-0.55 F-0.55 Opaque Doors Swinging No R-Value for prescriptive compliance U-0.37 fj_0.37 Nonswinging (Roll -up or sliding) R-4.75 1 R-4.75 LT-0.34 U-0.34 Table C402.4 - 0-30?'6 of wall area, or 30°6-40% per Section C402.3.1.1 DLZ or Section C402.3.1.4 DOAS Section C402.3.1.3 High Performance Fenestration Option - 0-40°c; of wall area Fenestration Assenthiy Maximum U-factor Notes 1,2 liertical Fenestration Nonmetal framing Ir-(1.30 U-0.30 11-0.28 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 LT-0.36 U-0.36 Entrance doors U-0.60 IT-0.60 LT-0.60 U-0.60 Skylights Skylights U-0.50 U-0.50 U-0,50 U-0.50 Fenestration Assembly Maximum SHGC Factor Vertical Fenestration PF<0.2: north - SHGC---y0.53: all other SHGC=0.4 0,2 .5 PF ‹. 0.5: north - SHGC-0.58: all other - SHGC-0.48 PF a 0.5: all orientations - SHOC-0.64 PF,=0.2: north - SHOC=0.46; all other SHGC=0.35 0.2 5. PF < 0.5: north- SHGC-0.51: all other - SHGC-0.42 PF e 0.5: all orientations - SHGC-0,56 Skylights SHGC-0.35 SHGC-0.35 C410.2 Refrigerated Spaces Insulation Insulation Minimum R-Value Asscinbly Nlaximuni U-factor Freezers - Walk-in and If 'ardiouse Roof ' Ceiline R-32 LT-U.030 Wall R-32 U-0.030 t i_0.030 Door - int iisnarent reach -irk 1 trinle-nane, heat -reflective irealed or pas ri • P ,r) Envelope Requirements Sum, :C Comoliance F ,R R Defla es: Ls = Liner system — A continuous membrane installed below the purlins and uninterrupted by framing members. Uncompressed. unfaced insulation rests on top of the membrane between the purlins. Refer to Section A102.2.5.4. c.i. = Continuous insulation -- insulation that is continuous across all structural 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 0.044o metal penentrations may be eligible to follow the alternate CI values below. int = intermediate framing -- includes insulated headers, comers 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 c ompletefootnotein emotion. Note 1 - Assembly descriptions can be found in Chapter2 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 stated 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 ahemate prescriptive R-values in table below and Footnote F in Table C402.1.3 for eligibility requirements. Alternate continuous Insulation noednal 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°'0), 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 arca of metal penetrations of otherwise continuous insulation to the overall opaque wall area. d::embhe: with ccnuwwor ra:ulanea ?:ee definition) Alternate apnea for ar.embtre= with metal pewetrnnans, greater thou 9.046o but less than 0.6Seo Alternate option. for 11 .unlike•'. with metal peaen nnoa:. greater thaw or equal to 0.OPeo bat less than tt.12eo .... 4cr P..:4.v.- .: ts... P L.—P •c« -.s. ..;_4:: P:4.—+.1. ec: P.. --. is:. : Iv—P.1 .... ..:P—.:1rlc: End of Envelope Requirements Siminary U 3Z' x ?� -7C40 t, 4l wv , 4 x2t 'W.ow -- 4' x4` rigt-\\16,1A. (gyp' 1( 0 tub VtUa i x421 Z ,Z 12- "294 33(e, [Ln \1t tr 4'104' 'Z. 3siga$ \ VO vitk Fr SKETCH OF ELEMENT Note: Make:copies of this Iomt toreriery bonding element. 11IItaxitLavo WI �s IqoailLt 1 rttori _ Al la ) Pk )P ouffiG^1. GEtuNCB'r Material Thickness Inches Win Thickness R Value Solid R value Cavity 1,t1a� i¢ :1r 0101 Ii ... �b.• 0. a. ow At hwri _ • rat '*w T. "41/4 t. f AiK-51We 1.11 . Summation R Values U as 1/R (MA': UV Element (Avg.) . Area of Element' Area of Element is net area after openings such as doors. windows and skyGBhts have been subtracted. Element: �' IMGC �I�. WIrLL- SKETCH OF ELEMENT Note: Make copies of this form tot every bulklinp elerntml. Framing Ratio ( if applicable) or MaterialThickness Inches R/ln Thickness P Value Solid it value Cavity .P. DP. .�lv iT Yam' ' !/ l fig a�'l ►�.�rl' w'p iU4:3. ) VIA, A, r . YZ. ' PLYwooP IIZ;t l 1�b2 I ilt2 AIR.. PI1.114 , 1 . -Sumrnation R Values _ U s 1/R , @l�.Ci► . U Value tor Element (A.vg.) Area of Element* Area of Element is net area after openings such as doors, **doves and sk ghts have been subtss:ted. Element: WETCH OF ELEA/ El NT Note: Make copies of this form for every building element. Framing Ratio (if applicable) = Matodale(Inches) Thickness R / Inch Thickness R Value Solid R Value Cavity 1) 2) 3) 4 .Z DAT Mal k I G. .ea. 7) astgAft jai fuses% 0 .4 8) ) 10) 11) Total R Values U Value = 1/R A Average U Value = 'Value for Element (Avg.) (U Sotd (Framing Ratio) + U (Cavity Ration 2 Area of Element* = " Area of Element is net area after openings such as doors, windows and sylights have been subtracted. City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 25, 2019 David Kehle 1916 Bonair Dr SW Seattle, WA 98116 RE: Request for Extension #1 Permit Number D19-0100 M19-0052 PG 19-0049 Dear Mr. Kehle, This letter is in response to your written request for an extension to the permits above. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permits through May 16, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Rachelle Ripley Permit Coordinator File: Permit No. D 19-0100 M19-0052 PG l 9-0049 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov david kehle architect October 10, 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 98118 Tenant Improvement Break Room D19-0100 Dear Mr. Hight, Requfor Extension # Current Expiration Date: Extension Request: Approved for Eo Denied (Fovide explannnon) 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, I 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 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 D19-0100 — Revision #1 — Break Room 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: D19-0100 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov )City of Tukwila Department of Community Development 10/1/2019 DAVID KEHLE 1916 BONAIR DR SW SEATTLE, WA 98116 RE: Permit No. D19-0100 SHASTA BEVERAGES, INC - BREAK ROOM 1227 ANDOVER PARK E Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/16/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/16/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D19-0100 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 4, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Structural Review Development Permit D19-0100 Shasta Beverage — Break Room — 1227 Andover Park E Dear Mr. Hill, Please see the enclosed set of documents provided by Shutler Consulting Engineers Inc. regarding the Special Inspections required for the permit application you are currently reviewing. These were submitted to us after we had already sent you the plans and documents for review. 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: DI9-0100 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov david kehle chitect April 3, 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 D19-0100 Tenant Improvement Inspections list for two story building Dear Mr. Hight, As the Design Professional In Responsible Charge, I have reviewed the attached list of proposed inspection items from Shutler Consulting Engineers and their meeting on site with the special inspector for the two story existing structure in the Shasta Beverages plant. I believe this should address what needs to be done to prove the construction of the existing structure. I also asked if your inspectors need to be present when the special inspector does his review, and you said no, just the inspectors final report. Please accept for permit review and allow construction occupancy of the structure. Sincerely, David Keh e bict• o too RECEIVED CITY OF TUKWILA APR 03 2019 PERMIT CENTER 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch,com /NM SHUTLER 111.111MI CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005* (425) 450-4075 * FAX (425) 450-4076 4-1-2019 David Kehle David Kehle Architects 1916 Bonnar Drive S.W. Seattle, WA 98116 RE: Shasta Break Room Structure Structural Inspection Direction Tukwila, WA David, RECEIVED CITY OF TUKWILA APR 03 2019 PERMIT CENTER As requested, we have reviewed the structural drawings prepared by Plumb Engineering Inc, and prepared a list of inspections which we would have liked to see during the construction process. In order to aid Otto Rosenau, the third -party company who will be performing the inspections on this structure, we have laid out a list of inspection locations and frequencies from the foundation level to the roof level. The inspections which are listed below are those that we find most pertinent to the intended design performance of the structure, but do not constitute all of the inspections that should be performed on this structure. In addition to the list below, inspections should be performed regarding other aspects of the International Building Code, such as fire protection, architectural finishes, plumbing, electrical and any other inspection which the City of Tukwila building official would like performed. Locations and frequencies described below should be checked against the stamped signed set provided by Plumb Engineering Inc. Location/Nlember 1) Foundation Level: a. Hold-downs at the ends of shear walls & column b. Shear walls i. Sill plate & attachment ii. Verify embedded anchor not post installed 2) 1 Floor Walls a. Shear walls (plywood, nailing, etc.) b. Stud framing (size and spacing) c. Straps at window framing d. Vapor barrier at the South Wall (framing to tilt -up wall) 3) 2'' Floor Framing a. Diaphragm (plywood and nailing, etc.) b. Top plate splice (find and verify type) c. South wall anchorage (wall -tie) d. I joist framing (size and spacing) 0100 Frequency (4 locations minimum, 1 each wall) (4 locations minimum, 1 each wall) (1 location per wall) (1 location per wall) (3 total locations per floor) (1 location) (3 locations) (1 location each direction (3 locations) (1 location per span) • 401 e. Stair framing and attachment f. Header to shear wall strap 4) 2" Floor Walls a. Stud framing (size and spacing) b. Shear wail (plywood, nailing, etc.) c. Straps at window framing 5) Roof a. Framing verification at new mechanical units b. Verify weight of units fits within plan limits c. Sistering details 6) H-Frame on South Wall (below stairs) a. Check size and verify epoxied per plan. (1 location (1 location per wall) (1 location per wall) (3 locations per floor) (2 Locations) (2 Locations) (3 Locations) Described above are overall inspection topics which should be looked at. Third party company should inspect each item for all of its components, based on typical practice. If you have any questions or would like to discuss " please don't hesitate to call us at (425) 450 - 4075, we would be happy to clear them up. Regar s s, Andy dman, Project Engineer (") City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director May 14, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Nonstructural Review Development Permit D19-0100 Mechanical Permit M19-0052 Plumbing Permit PG19-0049 Shasta Beverage — Break Room — 1227 Andover Park E Dear Mr. Hill, Please review the enclosed set of plans and documents for compliance with the applicable codes. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Permit Center. If you have any questions regarding these drawings and/or the scope of work feel free to contact David Kehle (Project Design Professional in Responsible Charge) at 206-433-8997 or Jerry Hight (City of Tukwila Building Official) at 206-431-3675. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Rachelle Riple Permit Coordinator end File: D19-0100 M19-0052 PG19-0049 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: Tukwila A.gov david kehle rchitecti t March 29, 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 CE19-0026 Tenant Improvement Two Story Lunch and Conference Dear Mr. Hight, As the Design Professional In Responsible Charge, I have reviewed the attached permit submittal, drawings and calculations for the two story lunch and conference room, 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. Sincerely, David Kehle riECEIVE0 CITY OF TUKWILA MAR 2 9 2019 PERMIT CENTER b ()too 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0100 DATE: 10/01/19 PROJECT NAME: SHASTA BEVERAGES, INC - BREAK ROOM SITE ADDRESS: 1227 ANDOVER PARK E Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: qoioi Mng ivision Public Works 1(‘) ‘0A9\ Fire Prevention Structural Planning Division Permit Coordinator 11 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/03/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ri Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 10/31/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping [D PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0100 DATE: 03/29/19 PROJECT NAME: SHASTA BEVERAGE BREAK ROOM SITE ADDRESS: 1227 ANDOVER PARK E X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 4 4\VI uilding Divisioi (3 tAP( lAW\ thE Public Works td\A fc\fvu ItY\ Agri nie— —11 Fire Prevention Planning Division ip Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 04/02/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie. Zoning Issues) DUE DATE: 04/30/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire 0 Ping PW D Staff Initials: 12/18/2013 PROJECT NAME: qv s.4.0\yVj PERMIT NO: t)i -0 No SITE ADDRESS: 19?-7 g- ORIGINAL ISSUE DATE: s REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS I 10 Summary of Revision: S-1-0 ti-d-t/ 1 Ckct vtori Received by: /A 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: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Steven M. MuIkt, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206431-3665 Web site: http:/Avww,ci.tukwila.wa.us Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mill, fat, etc. Date: Vit7fl Plan Check/Permit Number: 1:71q C)1C7C7 O Response to Incomplete Letter # 0 Response to Correction Letter # Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: ,bs-Ok 1151)617.146 aak--Ve27K Project Address: 17.271 hoactwa. 13(2.k 3425--t- Contact Perso$2\410 %E1 Phone Number: 480433 Summary of Revision: IA9c1)c4L Vey ete fid-Tdo (54.1 e (-s-ttacircit RECFIVED CITY OF TUKWILA OCT t 1 2019 PFRMIT CENTER 1,0Sheet Number(): CA27,-1,0y-ile2 1 2.--- x 1.-"A 4CZ) "Cloud" or highlight all areas of revision inc uding date of • 410i 4 Received at the City of Tukwila Permit Center by: F-Entered in Permits Plus on16 kapplicahonAforms-appheattons on luterevision submits! Created: 8-13-2004 Revised: CITY F TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanaci.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 STATE OF WASHINGTON) ) ss. COUNTY OF ICING , states as follows: [please print name] PERMIT NO: O\c0 fl -Oo t5- P oo 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3 I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.7.090, I consider the work authorized under this permit to be exempt under number 1.3 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction0 Owner/0 e s Agent* Signed and sworn to before me this day of JO-) , 20/ . N TARY PUBLIC in and for the State of Washington Residing at /4(11 6') , County Name as commissioned: , fi-We My commission expires: 18.27.090 Exemptions. -11, gistration provisions of this i. 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; io. 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 chapter do not ap o: by a registered contractor; ti. 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; 1.4. 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; 1.6. 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; 1.7. 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 chapter19.28 RCW that employs a certified journeyman electrician; a certified 'residential specialty electrician, or an electrkal 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 electricpqWeT and limited waste and/or water conneciionS:An electrical trainee must be supervised by a certified eledtrician 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 CONCRETE 1. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACI CONSENT OF THE ENGINEER OR ARCHITECT. CODE AND SPECIFICATIONS (AC1318-14, ACI 301). THE FOLLOWING NOTES ARE PROVIDED FOR 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE USE AS A GUIDE TO ALL REQUIREMENTS. CONTRACTOR AT THE SITE. 1, MATERIALS FOR CONCRETE: 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN A. CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, • PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. C-150-07). 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, . PORTLAND BLAST -FURNACE SLAG CEMENT ORPORTLAND-POZZOLAN CEMENT, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. "SPECIFICATION FOR BLENDED 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE I OR TYPE INCLUDING THAT OF ALL SUB -TRADES. 11, ASTM C-150-07 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. 7. ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE LOCAL BUILDING B. ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER. CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. C. WATER: 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS WATER SPECIFIED IN ASTM C-94/C94M-07. MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. D. AGGREGATES: 9. THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE • AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C-33-03). CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE 70. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE INGREDIENTS. EACH SIZE OF COARSE AGGREGATE, A WELL AS THE APPROVED IN WRITING BY THE OWNER. COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO THE APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE ASTM 11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING SPECIFICATIONS. DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 2. PROPORTIONING: 12. SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. A. GENERAL: 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS OF ANY LIABILITY IN CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS. 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 B. STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OF THE CONCRETE (Fc) FOR RESPONSIBILITY FOR CONSTRUCTION BIDS OR CONSTRUCTION PERFORMED FROM THESE EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH DRAWINGS. REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A 15. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DIFFERENT TEST AGE IS SPECIFIED. DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, SLAB -ON -GRADE 3000 PSI METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING, OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE CONT. FTG'S 3000 PSI ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE PAD FTG'S 3000 PSI ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. DRYPACK OR GROUT FOR BASE PLATES 4000 PSI 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 C. SLUMP: ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE CONSTRUCTION. PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 41N. OR LESS IF 16. THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE CONSOLIDATION IS TO BE BY VIBRATION, 5 IN. OR LESS IF CONSOLIDATION IS TO BE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: BY METHODS OTHER THAN VIBRATIONS. WATER CEMENT RATIO IS TO BE 0.5 MAX A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING D. MAXIMUM SIZE OF COARSE AGGREGATE: CHECKER WITH THEIR SIGNATURES. THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS ONE -FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, CONFORMING TO THE CONSTRUCTION DOCUMENTS. 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 C. CONTRACTOR TO SUBMIT THE DESIRED NUMBER HARD COPIES OF SHOP DRAWINGS THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION PLUS TWO EXTRA SETS TO ENGINEER FOR REVIEW. IF PDF'S ARE SUBMITTED THE NUMBER ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. 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. E. ADMIXTURES: 17. STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE 7. THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY REQUIREMENTS AS STATED IN IBC CHAPTER 17. WEIGHT OF CEMENT. THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BY THE METHOD DESCRIBED IN AASHTO T260. SEISMIC FACTORS 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 IMPORTANCE: 1.0 ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE OCCUPANCY: II PROVIDED. SS: 1.431 3, ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S Sl: 0.553 INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. iSITE CLASS: 6- /4 L L ^F_LT� i 'e '! Ds 0.954 F. SELECTION OF PROPORTIONS: /� L r ,�, n�� y /Nlj��i EDISMIC D.C.: D533 THE PROPORTIONS RE INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE -� i/ /�"' J WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND 13 L rSEISMIC F.R.S.: A.5 - AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION V: 0.24W (ASD) EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE REVISIONS CS 0.24 OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. R: 4.0 No caar-.,es shall be `Wade Tr ,:ripe 4. CONCRETE FLOOR SLABS ON GRADE SHALL BE 4" THICK (UNLESS OTHERWISE ANALYSIS: E.L.F.P. of work without puo: apu a „e NOTED). SLABS WHICH ARE TO RECEIVE RESILIENT FLOORING CARPET OR Tukwila Building DI, p: 30 NOTE: Revls16ns will :clan DESIGNATED TO REMAIN EXPOSED SHALL BE TROWELLED SMOOTH. CONTRACTOR SHALL PROVIDE CONTROL JOINTS WITH A MAXIMUM AREA submittal and may include add,; =n review 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 WINDFACTORS BUILDING OFFICIAL PRIOR TO PLACING OF CONCRETE. DESIGN LOADS OCCUPANCY: 1.0 SEPARATE PERMIT WIND (SPEED): 170 MPH RE�QUIRELI FOR: WIND (PRESSURE): 21.55 PSF (VARIES) [�JpJ Mechanical L`✓� Electrical EXPOSURE: C � Plumbing INTERIOR: 5.00 PSF (� Gas Piping City of Tukwila BUILDING DIVISION LOCATIONS: D.L. L.L. FLOOR 18.0 PSF 100.0 PSF WALL 10.0 PSF N/A STAIRS 10.0 PSF 100.0 PSF Reviewed and ppraved for iubstant' Compliance G{ sultants ®ate je0 01 C/ E. BILE EjC� Permit No. � Plan review approval Is subject to errors and omissions. Approval of construction documents does not authorize me vlmation of any adopted code or ordinance Receipt of approved Field Copy and Conditions IS 8Cknowledgeo: ay. Date, - City W T.-la BUILDING DIVISION `d 0j; - ';ttrb`!!LA of o l 2019 (�CPp`jviff M-IN i ER REINFORCING STEEL I. REINFORCING STEEL SHALL CONFORM TO ASTM A-615/A-615M-04a GRADE 60, UNLESS OTHERWISE NOTED. ALL REINFORCING SHALL BE FROM IDENTIFIED STOCK WITH MILL ANALYSIS SUPPLIED. ALL DOWELS, #4 OR SMALLER MAY CONFORM TO ASTM A-615/A-615M-04a GRADE 40. 2. DOWELS SHALL BE PROVIDED AT POUR AND CONSTRUCTION JOINTS AND SHALL BE THE SAME SIZE AND SPACING AS THE REINFORCING SHOWN FOR THE SUBSEQUENT CONSTRUCTION, UNLESS OTHERWISE NOTED. 3. REINFORCING SHALL HAVE THE FOLLOWING MINIMUM COVER: A. CONCRETE CAST AGAINST EARTH....... 3" B. SLAB ON GRADE ...............CENTER (FOR ONE LAYER) 4. WHEN REQUIRED WELDING OF REINFORCING STEEL SHALL CONFORM TO "STRUCTURAL WELDING CODE -REINFORCING STEEL" (AWS D1-4-05). THE MILL ANALYSIS SHALL INCLUDE THE CARBON EQUIVALENCE TO ESTABLISH WELDABILITY. NO WELDING SHALL BE DONE AT THE BEND IN A BAR. WELDING OF CROSS BARS (TACK WELDING) SHALL NOT BE PERMITTED EXCEPT AS AUTHORIZED OR DIRECTED BY THE ENGINEER. 5. ALL CONTINUOUS BARS OR DOWELS OF #3 THRU #61N SIZE SHALL LAP 57 BAR DIAMETERS IN CONCRETE AND MASONRY UNLESS OTHERWISE NOTED. FOR BARS LARGER THAN #b SEE PLAN FOR SPLICE DETAILS. WIRE MESH SHALL LAP MINIMUM OF i2". 6. BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BONDING. BENDS SHALL BE MADE COLD. 7. CONTINUOUS INSPECTION OF CONCRETE SHALL BE SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL. 8. ALL REINFORCING STEEL LAPS OR SPLICES SHALL BE AS INDICATED ON PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFIED, LAPS OR SPLICES SHALL BE WELL STAGGERED, 9. ALL FIELD WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-7061 A-706-05a GRADE 60, WELDING SHALL BE PERFORMED BY BUILDING DEPARTMENT APPROVED CERTIFIED WELDERS USING E70XX ELECTRODES. 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. 7. EXCAVATE FOR FOUNDATIONS TO THE DEPTHS SHOWN ON THE DRAWINGS BELOW UNDISTURBED SOIL OR COMPACTED EARTH, 18" MINIMUM UNLESS OTHERWISE NOTED. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC. NECESSARY TO SUPPORT CUT AND/OR FILL BANKS DURING EXCAVATION, AND FOR FORMING AND PLACEMENT OF CONCRETE. 3. CARE SHALL BE TAKEN NOT TO OVEREXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILS AROUND FOOTINGS AT HIGHER ELEVATION. 4. FILLING AND BACKFILLING SHALL BE INSPECTED AND APPROVED BY THE CITY INSPECTOR PRIOR TO FORMING. 5. ALL FILL AND BACKFILL MATERIAL SHALL BE APPROVED BY THE CITY INSPECTOR. 6. FILLING AND BACKFILLING SHALL BE COMPACTED TO A MINIMUM OF 90%OR MORE IF SO NOTED, OF MAXIMUM DENSITY IN ACCORDANCE WITH THE ASTM TEST METHOD D-1557-02e01. FLOODING BACKFILL IS NOT PERMITTED. 7. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHALL BE TAKEN SO AS NOT TO DRY OUT UNDERLYING NATURAL SOILS. DESIGN VALUES SOIL BEARING PRESSURES: 1500 PSF. CONT. FIGS PER IBC TBL. 1806.2: 1500 PSF. PAD FTG'S LATERAL PRESSURES: 100 PCF. PASSIVE 60 PCF. ACTIVE (ASSUMED) 100 PCF. AT REST (ASSUMED) 0.20 Cf COEFF. FRICTION SOIL CLASSIFICATION CL, ML, MH, & CH''. WHERE A BUILDING OFFICIAL DETERMINES THAT IN -PLACE SOILS WITH AN ALLOWABLE BEARING CAPACITY OF LESS THAN 1500 PSF ARE LIKELY TO BE PRESENT AT THE SITE, THE ALLOWABLE BEARING CAPACITY SHALL BE DETERMINED BY A SOILS INVESTIGATION. STRUCTURAL STEEL WASyi �/S V Z v I fWj V W �J W CO p 0Co 5 N r N 00 01 O ,^ v E /) �GTI LU Q o = v I I� N N a W F- _-_-- REVISIONS 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM AND SHALL BE FOR CITY SUBMITTAL FABRICATED ACCORDING TO AISC PRACTICE AND SPECIFICATIONS FOR BUILDING. 3/4119 2. PLATES & BARS SHALL CONFORM TO ASTM A-36/A36M-05 U.N.O. /� PLAN CHECK 212019 4t2SIONS 3. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A-992/A992-06a. FIELD REVISIONS 4. TUBE MEMBERS SHALL CONFORM TO ASTM A-500, GRADE B (Fy=46 KSI) PIPE COLUMNS 9/25/2019 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. 0 6. UNLESS OTHERWISE NOTED, ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE WITH 718"Qf A325-N. HOLE SIZE SHALL BE BOLT DIAMETER PLUS 1/16". C _ LI-I 1' toF ry 7. ALL CONNECTIONS USING ASTM A325 BOLTS SHALL BE TORQUED EITHER BY TURN OF THE NUT METHOD OR BY CALIBRATED TORQUE WRENCH PER AISC. O 201 J 8. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER Q I of Tuk I( PRIOR TO FABRICATION. 9. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN CONTACT WITH THE PUBLIC. W W Z 7 r;:,j;. :1 ., I;,,,,1; W 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 RECEIVED Prolecl rAooe9e: SP Dole: 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 scale: PROPERLY CLEANED OF FOREIGN MATERIAL PRIOR TO THE GROUTING OPERATION. T Q t{ (;}`� Profec1 N-bec 1809109 12. PROVIDE 3x NAILER WITH 1 /2" O BOLT AT 24" O.C. (2 FACES) AT ALL STEEL COLUMNS IN WOOD STUD WALLS. U.N.O. L6HCConsultants, ti _ 4 SHEETNUMBER FRAMING LUMBER FRAMING LUMBER CONT. SPECIAL INSPECTION ABBREVIATIONS 1. ALL FRAMING LUMBER SHALL CONFORM TO "STANDARD GRADING AND DRESSING RULES NO. 17 PLYWOOD WALL SHEATHING, ROOF, AND SUBFLOOR SPECIAL INSPECTION BY A DEPUTY REGISTERED INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE A,B. ANCHOR BOLT pliffni(OC OF WEST COAST LUMBER INSPECTION BUREAU. EACH PIECE SHALL BEAR THE GRADE STAMP OF 3/8" PLYWOOD .................. 8d PROVIDED FOR THE FOLLOWING: (UNLESS NOTED OTHERWISE.) ABV. ABOVE AN APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR NO MARKINGS A/C. AIR CONDITIONING WHICH WILL BE VISIBLE AFTER INSTALLATION. 1 /2" PLYWOOD ............ . .. . .. l0d SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING: 2. FRAMING LUMBER SHALL BE DOUGLAS FIR, S4S, UNLESS OTHERWISE NOTED. THE FOLLOWING 1/2" PLYWOOD .................. 10d ❑ NO SPECIAL INSPECTION REQUIRED 9 AT ALTERNATE @ AIUMP ENGINEERING INC. GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES, UNLESS OTHERWISE NOTED: CONSULTING ENGINEERS ITEM MINIMUM GRADE SIS" PLYWOOD .................. lOd 1. PLACEMENT OF ALL CONCRETE WITH f'c OF GREATER THAN 2,500 PSI BLK. BLOCK STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, 3/4" PLYWOOD ....... . . . . .... . . . 1 Od / BLK'G BLOCKING STUDS: L! 2. BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. B,M, BEAM ARCHITECTURAL 2" THICK, 4" WIDE STUD HT =8'-F' MAX. ..CONSTRUCTION GRADE J� ADDITIONAL NAILING NOTES: ❑ 3. SPECIAL MOMENT -RESISTING CONCRETE FRAME. B.N. BOUNDARY NAIL 914 E. AVENUE 2" THICK, 4" TO B" WIDE........... NO 2. OR SETTS V2 A. ALL NAILS SHALL BE COMMON NAILS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. C CAMBER , CALIF ANAHEIM, CALIFORNIA 42805 IN L� B. PLYWOOD SHEATHING SHALL BE NAILED AS FOLLOWS UNLESS OTHERWISE NOTED ON 4. REINFORCING STEEL AND PRESTRESSING STEEL TENDONS. CENTERLINE P (714) 385-1835, F (714) 385-1834 STR CT A LI T A . 2" TO 4" THICK, 710 4" WIDE ...... NO. 7 OR BETTER DRAWINGS: ❑ 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. C.J. CEILING JOIST w .peica.com STRUCTURAL JOISTS AND PLANKS: BOUNDARY NAILING - 4' o.c. DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO 4.2 CONC. CONCRETE 2" TO 4" THICK, 6" AND WIDER ....... NO. 1 OR BETTER EDGE NAILING - b" o.c. ❑ HAVE SPECIAL INSPECTION BY ITEM L CONT. CONTINUOUS D OR d NAIL PENNY BEAMS AND STRINGERS: FIELD NAILING - IZ' O.C. WELDING DBL. DOUBLE 5" AND THICKER, 6' AND WIDER. . ..... NO. 1 OR BETTER C. ALL NAILS EXPOSED TO THE WEATHER SHALL BE GALVANIZED. /5, Ly 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: DF. DOUGLAS FIR ' POSTS AND TIMBERS: 9. MISCELLANEOUS ITEMS, WHERE APPLICABLE: s WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. DFPT DOUGLAS FIR PRESSURE TREATED ' 5" X 5"AND LARGER ............. NO. 1 OR BETTER A. MUDSIILS: ' WOLMANIZED" N0.2 D.F., S4S, OR BETTER. fb DIAMETER ' 3. MAXIMUM STUD HEIGHT SCHEDULE AT NON -BEARING WALLS (LATERALLY BRACED] B. ROOF DECKING: SELECT DECKING -DRY, 2 X 6 T & G, V-GROOVE DOUGLAS FIR. CONTINUOUS INSPECTION IS NOT REQUIRED FOR: DO REPEAT FRAMING 2 X 4 AT 16" o.c........... 12' - 0" C. FASCIA: NO. 1, EXPOSED HEMLOCK OR SPRUCE, SELECT FOR APPEARANCE. •SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16" E.F. EACH FACE 2 X 6 AT 16" o.c........... 18' - 0" D. EXTERIOR TRIM: NO. 1, EXPOSED D.F., SELECT FOR APPEARANCE. • FLOOR AND ROOF DECK WELDING ELEV. ELEVATION 2 X 8 AT 16" o.c........... 23' - 0" U.O.N. EQ. EQUAL 10. (MIN.) HEADER AND CEILING JOIST SCHEDULE FOR UPPER MOST FLOOR. MIN TO BE USED e WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEMS. EQUIP. EQUIPMENT 4. PLYWOOD SHALL CONFORM TO PRODUCT STANDARD PS-1-09. PLYWOOD SHALL BE APA UNLESS OTHERWISE NOTED. SEE DETAIL SHEETS TO INFORMATION. E.W. EACH WAY GRADE STAMPED, INCLUDING PANEL INDEX NUMBER. ROOF SHEATHING SHALL BE 1 /2" CD-X STRUCTURAL 1, P.I.32/16, UNLESS OTHERWISE NOTED. SEE SHEAR WALL SCHEDULE FOR SHEAR 11. ALL BOLTS THRU WOOD SHALL HAVE STANDARD WASHERS EXCEPT WHERE METAL SIDE PLATES •WELDED SHEET STEEL FOR COLD -FORMED STEEL FRAMING MEMBERS -SUCH AS STUDS AND JOISTS E.N. EDGE NAIL PANEL SHEATHING. ROOF SHEATHING AND SHEAR PANELS SHALL BE IN PLACE AND INSPECTED ARE SPECIFIED. BOLT HOLES SHALL BE NOT MORE THAN 1/16" LARGER THAN THE BOLT (E) EXISTING Stamp: BY THE BUILDING OFFICIAL PRIOR TO COVERING: INSTALL WITH FACE GRAIN ACROSS SUPPORTS DIAMETER, UNLESS OTHERWISE NOTED. • WELDING OF STAIRS AND RAILING SYSTEMS EXT. EXTERIOR AND ALL JOIST SHALL BE BLOCKED EXCEPT WHERE NOTED ON PLANS. 12, SILL PLATES SHALL BE BOLTED TO FOUNDATIONS WITH 5/8" X 10" LONG ANCHOR BOLTS AT 6'-0" ❑ 5.2 SPECIAL MOMENT -RESISTING STEEL FRAMES. FLR. FLOOR D. p�(� 5. ALL OPENINGS THRU ROOF SHALL BE NAILED PER BOUNDARY NAILING OF PLYWOOD o.c., W/ 3"x3"x1/4" PLATE WASHERS, UNLESS OTHERWISE NOTED. F,O.B FACE OF BEAM APR y yS H� Oy DIAPHRAGM NAILING REQUIREMENTS. 73. BRIDGING OF JOISTS OR RAFTERS: (MAX) PROVIDE BRIDGING AT 10'-0" o.c. FOR ROOF RAFTERS • NON-DESTRUCTIVE TESTING IS ALSO REQUIRED. F.O.S. FACE OF STUD �F F, 6. ALL GLUE LAMINATED MEMBERS AS SHOWN ON PLANS SHALL BE IN ACCORDANCE WITH A.LT.C• AND 8'-0" FOR FLOOR JOIST. PROVIDE 2X SOLID BLOCKING AT ALL BEARING LOCATIONS. (MIN. ❑ 5.3 WELDING OF REINFORCING STEEL. FIG. FOOTING SPECIFICATIONS. ADHESIVES SHALL BE WATER RESISTENT INTERIOR W.C.LA. SPECIFICATION TWO BOLTS PER MEMBER 6' IN FROM ENDS) F.G. FINISH GRADE H COMBINATION (SEE BELOW) INDUSTRIAL APPEARANCE GRADE. A.I.T.C. INSPECTION ❑ 6. HIGH STRENGTH BOLTING F.V. FIELD VERIFY CERTIFICATES SHALL BE FURNISHED WITH EACH BEAM. SUBMIT SHOP DRAWINGS TO THIS 14. ALL HOLDOWNS (HD) CONNECTION FROM ROOF MEMBERS TO WALL SHALL BE ON BOTH SIDES �o, PF� 4218��0 ENGINEER FOR REVIEW PRIOR TO FABRICATION. OF THE WOOD MEMBER. 7. STRUCTURAL MASONRY GA. GAUGE L FSS70NT SIMPLE SPAN BEAMS 24F -V4 15. DIAPHRAGM NAILING NOTE: WHERE 8d NAILS ARE SPACED 2-1/2" c.c. OR 10d NAILS ARE ❑ 7.1 OTHER THAN FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY, DURING PREPARATION AND TAKING OF GALV. GALVANIZED A LE�G\�UP- SPACED 3' o.c. HAVING A MINIMUM PENETRATION OF 1-5/8" INTO THE SUPPORTING MEMBER, ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF GLB. GLUE LAMINATED BEAM oa/ts/sb CANTILEVERED BEAMS 24F - V8 THE SUPPORTING MEMBER SHALL BE A 3 X MINIMUM AND THE NAILS SHALL BE STAGGERED. REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND HDR. HEADER 7, FRAMING HARDWARE SHALL BE SIMPSON "STRONG -TIE" CONNECTORS OR EQUAL. ALL 16ROOF DESIGN LOADS: THE LOADS GIVEN ARE MINIMUM DESIGN LOADS. PROVIDE DURING ALL GROUTING OPERATIONS. HORIZ. HORIZONTAL SUBSTITUTES SHALL BEAR I.C.C. APPROVAL, UNLESS OTHERWISE INDICATED ON DRAWINGS. ALL . ENGINEERS, ANY MECHANICAL EQUIPMENT NOT SHOWN ON THESE FOR THEIR REVIEW, INT. INTERIOR FLUSH WOOD TO WOOD CONNECTORS SHALL BE MADE WITH "SIMPSON" METAL HANGERS AS DRAWINGS AND ANY SPRINKLER MAINS PROPOSED TO BE SUPPORTED BY THE ROOF ❑ 7.2 FOR FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY DURING PREPARATION AND TAKING OF ANY JST. JOIST FOLLOWS: REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF STRUCTURE. FURNISH SIZES, WEIGHTS, AND LOCATIONS. REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION, AND DURING ALL GROUTING - MAX. MAXIMUM 2 X 4, 6, & 8 MEMBERS ......... "U" SERIES OPERATIONS. MECH. MECHANICAL 2 X 10, 12, 14, & 16 MEMBERS... , , "HU" SERIES MIN. MINIMUM 4 X & LARGER ...... . . ....... "HUTF" SERIES ❑ 8. DURING MIXING AND PLACING OF CLASS B REINFORCED GYPSUM CONCRETE. N.T.S. NOT TO SCALE 8, NAILING SCHEDULE, TYPICAL UNLESS OTHERWISE NOTED ON DRAWINGS: ❑ 9. DURING APPLICATION OF INSULATING CONCRETE FILL WHEN PART OF A STRUCTURAL SYSTEM. O.C. ON CENTER DEFERRED SUBMITTAL CONNECTION COMMON NAILS El 10. SPRAY APPLIED FIRE PROOFING. OPNG. OPENING R.R. ROOF RAFTERS 1. JOIST TO SILL OR GIRDER, TOENAIL 3-8d REINF. REINFORCING EACH END 2-8d ❑ it. PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST -IN -PLACE DRILLED 2. BRIDGING TO JOIST, TOENAIL PILES OR CAISSONS. R.O. ROUGH OPENINGS 3. 1"x6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d SHOT. SHEATHING V 4, WIDER THAN 7"x6" SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d 1. FLOOR TRUSS CALCULATIONS AND PLANS SHALL 8E SUBMITTED TO ENGINEER OF RECORD FOR ❑ 12. SHOTCRETE. DURING THE TAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. SQ. SQUARE REVIEW AND APPROVAL PRIOR TO BUILDING DEPARTMENT SUBMITTAL, FLOOR TRUSSES SHALL STD. STANDARD 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d NOT BE INSTALLED UNTIL TRUSS CALCULATIONS AND DRAWINGS HAVE BEEN APPROVED BY ❑ 13 SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH -WORK EXCAVATIONS, GRADING AND 6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 1 bd @ 16" O.C. ENGINEER OF RECORD AND BUILDING DEPARTMENT. FILLING OPERATIONS INSPECTIONS ARE TO SATISFY REQUIREMENTS OF THE GRADING SECTION OF THE CODE. SPECS. SPECIFICATIONS T&B TOP & BOTTOM ^ t, SOLE PLATE TO JOIST OR BLOCKING @ BRACED WALL PANEL 3-16d @ 16" O.C. El 14. SMOKE CONTROL SYSTEMS. SEE ARCHITECT FOR ADDITIONAL INFORMATION IF REQUIRED. T&G TONGUE & GROOVE v W BRACED WALL PANELS TYP. TYPICAL 7. TOP PLATE TO STUD, END NAIL 2-16d REFER TO 2015 I.B,C. U.N.O. UNLESS NOTED OTHERWISE 8. STUD TO SOLE PLATE, TOENAIL 4-8d VERT. VERTICAL STUD TO SOLE PALTE, END NAIL 2-16d ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: WD WOOD 9. DOUBLE STUDS, FACE NAIL 16d @ 24" O.C. W/ WITH n/ 10. DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d 16" O.C. VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFORMANCE WITH THE SOILS INVESTIGATION ❑ A' W.W.F. WELDED WIRE FABRIC REPORT. DOUBLE TOP PLATES, LAP SPLICE 8-16dd OR RAFTERS TO TOP PLATE, 3-8d , B. VERIFY THAT THE FOOTING EXCAVATIONS EXTEND TO THE PROPER BEARING STRATUM. W 11. BLOCKING BETWEEN JOISTS 2 0 TOENAIL C. ALL EXPANSION ANCHOR INSTALLATIONS INCLUDING CLEANOUT AND TORQUE TEST. > � cc) Sal@ 6" O,C. INCLUDING CLEANOUT AND INSTALLATION. `0 00_ 12, RIM JOIST TO TOP PLATE, TOENAIL D. ALL EPDXY ANCHOR SYSTEMS co[ I 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d El E. PLACEMENT OF ANCHOR BOLTS FOR COLUMNS PRIOR TO PLACING CONCRETE. ry OQ i 14. CONTINUOUS HEADER, TWO PIECES, 16" O.C. ALONG EDGE 16d 15. CEILING JOISTS TO PLATE, TOENAIL 3-Ed 16. CONTINUOUS HEADER TO STUD, TOENAIL 4 8d THE PERMIT APPLICATION SHALL RETAIN A RESPONSIBLE ENGINEER APPROVED BY THE BUILDING OFFICIAL TO O 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-1 bd ENSURETHAT: C2 E 18. CEILING JOISTS TO PARALLEL RAFTERS, PACE NAIL 3-16d ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE INSPECTED BY QUALIFIED A. W DEPUTY INSPECTORS APPROVED BY THE BUILDING OFFICIAL' AND 19. RAFTER TO PLATE, FACE NAIL 3-8d O T ry N 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED PLANS ARE BROUGHT TO THE m c 'p 21. 1"x8" SHEATHING TO EACH BEARING, FACE NAIL 3-8d 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 �- 22. WIDER THAN 1'x8" SHEATHING TO EACH BEARING, FACE NAIL 3-8d APPROVAL BY THE BUILDING OFFICIAL; AND REVISIONS 23. BUILT-UP CORNER STUDS 16d FOR CITY SUBMITTAL ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH APPROVED PLANS, 24. BUILT-UP GIRDER AND BEAMS, FACE NAIL AT TOP AND 20d C SPECIFICATIONS, AND CITY ADOPTED CODES, 314119 BOTTOM STAGGERED ON OPPOSITE SIDES PLAN CHECK Q BUILT-UP GIRDER AND BEAMS, FACE NAIL AT ENDS AND AT 2-20d 1 4722/2019 FIELD REVISIONS EACH SPLICE A FINAL INSPECTION REPORT, SIGNED BY THE SPECIAL INSPECTOR AND THE RESPONSIBLE ENGINEER, IS SUBMITTED TO THE 9/25/2019 25. 2" PLANKS, AT EACH BEARING 16d BUILDING OFFICIAL UPON THE COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT MUST 26. COLLAR TIE TO RAFTER, FACE NAIL 3-10d CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS, SPECIFICATIONS AND APPLICABLE CITY CODES 27. JACK RAFTER TO HIP, TOENAIL 3-10d INCLUDING ANY AUTHORIZED CHANGES TO THE PLANS. 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 N W 30. LEDGER STRIP, FACE NAIL 3-16d L IANI 31. WOOD STRUCTURAL PANELS AND PARTICLEBOARD 1/2" AND LESS bd . CODE �� ' r Ll,"'T.CE SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 19/37 TO 3/4" ��r sw. r` z 8d OR 6d < 7/8" TO I" Ed OCT 2 8 Zing (� SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 3/4" AND LESS Ed TO FRAMING) 71WTO I" 8d City of Tukv ila Uj I 1/8"TO 1 1/4" QUIL EP) ,_in GIB/CROP. 1 Od OR 8d P,olecr mamagec SP 32. PANEL SIDING (TO FRAMING) 1 /2" OR LESS 6d Dare: 5/&' 8d n rz 10frj - same: 33. FIBERBOARD SHEATHING I/2" N0.11 Cry i17' -S-u•i.1N:..,A � GAGE ROOFING NAIL Project Number. 1809109 6d COMMON NAIL OCT 012019 SHEET NUMBER 25132"N0.11 CENTER GAGE ROOFING NAIL Sd COMMON NAIL %/'PERMIT S002 34. INTERIOR PANELING 1/4" 4d _, ( / / ��,,,,// 3/8" bd / 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. /1' '1 2 2. REINFORCING STANDARDS SEE e3. FOR PIPE THRU FOOTING DETAIL SEE DETAIL 4. SEE ARCHITECTURAL, MECHANICAL AND PLUMBING DRAWINGS FOR DEPRESSIONS, CURBS, DRAINS, ECT. IN FLOOR SLAB. 10 S301 5. SEE SHEET FOR SHEAR WALL SCHEDULE._a 6. FLOOR SLAB JOINTS PER 36 7. HOLDOWNS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION I I INSPECTION, SEE 8. UNLESS NOTED OTHERWISE ALL EXT, WALLS SHALL HAVE PLYWOOD IN ACCORDANCE WITH SHEAR WALL CE 9. HOLD DOWN CONNECTOR BOLTS SHALL BE TIGHTENED TO FINGER TIGHT PLUS ONE HALF WRENCH TURN PRIOR TO COVERING THE WALL FRAMING. 10. TYPICAL STEPPED FOOTING SEE 10 S300 ll. TYPICAL ANCHOR BOLT SEE 5300 12. (N) FOOTING TO (E) FOOTING SEE 5301 13. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND HOLD-DOWNS SHALL BE FINGER TIGHT AND WRENCH TURNED JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE A B jWUW',Q4,02,99 C B I H B 31 C S. 14. POST INSTALLED HOLDI OWNS TO BE INSTALLED PER LE 0 5300 Po @ C I L,W/ETPDXY SPECIFIED. IQ 46'-2 1/8" 1. V.. V PERNUT CENTER NORTH Stamp: D. A. I S I J z V) U-i w1:F 0 U-i co 00 0 00 0 c ry o' E 0 > 70C) < < < UJ c < T\\ C3 r, Nv c .0) Lo) Co N D REVISIONS FOR CITY SUBMITTAL 3/4119 PLAN CHECK ZL 4122/2019 FIELD REVISIONS 912512019 -7 < CL -7 0 OCT 28-019 r) z !tY Of TUkv!jja 0 H aj (D Project Manager. SP Date: Ptajeai Number 1809109 SHEETNUMBER i FOUNDATION NOTES X FOUNDATION PLAN A t SCALE: 1 1/4"=V-0" PLYWOOD NAILING SCHEDULE ALL NAILS IOd COMMON OR IOd PLYWOOD INTERMEDIATE BEARINGS @ 12" O.C. TYPE CONT. EDGE EDGE I NON-CONT. PANEL EDGES 6" 6" 12" /OA �l 6" 6" 12, 23'-6 1 /4" 15'-9 1 /7' 20'-8 114' NAILING• • e 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 5 2. HEADER DETAIL. SEE 5301 4 3. SILL FRAMING DETAIL SEE 5301 4. TOP PLATE SPLICE DETAIL SEE S301 2 5. LEDGERS TO BE SPLICED PER 5301 6 6. STUD NOTCHING DETAIL SEE 5301 7. ALL STRAPS TO USE 10d NAILS. 8. DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. SEE DETAIL 1 5301 9. UNLESS NOTED OTHERWISE ALL EXT. WALLS SHALL HAVE PLYWOOD IN ACCORDANCE WITH SHEAR WALL SWb SHEAR WALL SCHEDULE PER 10 5307 10. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. 11. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1116' OVERSIZED. � � U 46'-21J8" — ----------------- OCT 41 2019 PERNUT CEMTER 19 A Sy, - 1ST J z V) w C� Q W G 0 w U- co O00 00 o 0 W Q - orv t� N v co�- E- REVISIONS FOR CITY SUBMITTAL 314119 CHECK QPLAN 1 4/22/2019 QFIELD REVISIONS 2 9/25/2019 Q J IL V z Q lL O 0 LL 0 z C1t SPI ar NUmbe� 1809109 SHEETNUMBER Inc PLUMP ENGINEERING INC. CONSULTING ENGINEERS -J1^ STRUCTURAL, MECHANICAL, PLUMBING, I b0-0 ELECTRICAL, CIVIL, SURVEYING, - ------- - - ARCHITECTURAL 6 3'-4" i t'-1" 4'-0" 6'-0" 4'-0" 6'-0" 4'-0" 6'-0" 4'-0" 11'-7" 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 u j - www-peica.com - ._...---- -------- -----.------_-._--------.._..----------- _..__.-_ _. .. .-------- „\ - - - - - - - - - - - ----- ------ - -- --- ------- I � - I ! t I 9 I 5 = u S500 _ i S500 TYP bxb HDR i I _ bxb HDR bxb HDR. - bxb HDR. S301 bxb HDR. L - - _—.— — - -- -- -- - ---- - ---- _ -_ - — — a ! I - -- I ---- -- ---- -...------------.. - _- - -- - 2 C ' - 01 Oi O. O O OI Oj = O 7O I Stamp: -) m' co w! ml E0� w --_ N) RTU 1 N N N N N APR D. A. p� ' — — f - - WASq GSA -------- ...... --- - -. v v -x A - vi MAX. WT= 780# 5 '- SEE 12 _ S301 = w � _. N 4x - ,TYP. - N 4x 0� I 03 _-` (E) 7 3/4x3O" GLB III, -� - (E) 7 3/4x30" GLB ----- - ------ ---- ---- ---- ---- - -- - --- - A L EXP. 719/2a � W W CI a CI — •9 2 2x4@16"O.C. U UCU (I V " (N) 4x6 O O I 2 O, O (E) 2x4 @ 1 b" O.C. - o--- - o- -- o R o Ic (E) 2x4 @ 16" d.0 (E} 2x4 @ 16" O.C. _---(E) 2x4 @ 16" O.0 _ - -_ -_ (E) 2x4 @ 16" O.C. (EJ 2x4 @ 16" O.C�°' j (EJ 2x� 4 @ i b" O.C. (E) 2x4 @ 1 b" O.C.I��cO - �e .-_------- _--__.__ g _ ___—._. _... -_._ _ — x ...... x; I xl x N) 4x6 I IN) RTU-2 MAX. WT = 2800# o _..-- - -- --- - --- --- ----- - SEE 12 ---- -- - I 9A ----- uj 5500 ' ( 5500 - -- -- - --- --- �- , -- -- - - II® IN) 4x6 ! i i I- --------- i . 5400 S400 ry ---- - - -- - ---. _ - - - - i - ) I y S I W 2 bxb HDR. -- 5 � ) I /'`� " ? } E) 7 3/4x3O" GLB (E) 7 3/4x30" GLB 0+ 00 0 Q �� S500 TYP. - - - - - - S500 - 13'-7 3/8" 4'-0" 4'-3" 4'-0" 10'-2 3/9' - -- A'-4" _- -- 19'-7 3/8" A/ s� � -----� - - o Q = --- - - - ------------- - -- - - -- _ --- -- ---- ; - ,,-------------------- --- ti -_ _ d 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ,. ! I I W Q CONDITIONS PRIOR TO START OF WORK AND _ � N NOTIFY ENGINEER OF ANY DISCREPANCIES !-\ u C N IMMEDIATELY. _ I \ 'a v 2, HEADER DETAIL. SEE e �- - - T - - - - -- - S301 `V - REVISIONS 4 - ' - FOR CITY SUBMITTAL Y - 3. SILL FRAMING DETAIL SEE 314119 PLAN CHECK - 2 C�'t'•= 4/2212019 4. 70P PLATE SPLICE DETAIL SEE Iq - "�"�i "D FIELD REVISIONS - 5301 _I 9/25/2019 2 OCT 2 8 079 t 5. LEDGERS TO BE SPLICED PER 5307 GjtT,l Ci fE1I S '18 6 C r —fir 6. STUD NOTCHING DETAIL SEE i - - 5301 f31 J1I I. ,f � „l 7. ALL STRAPS TO USE 1 Od NAILS. m 8. DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. SEE DETAIL i 5301 Q 9, UNLESS NOTED OTHERWISE ALL EXT. WALLS SHALL HAVE PLYWOOD IN ACCORDANCE WITH SHEAR WALL SWb LL- SHEAR WALL SCHEDULE PER (@ C' n, �; - fZ IIVJO � s3oi 1 OCT 012019 0 10. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN 46'-2 1 /8" OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE P r Sg C M C'�iSiY11T Vl. si9TER Protect M—g- TONGUE AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL SP CONFORM WITH TABLE 2304.8 (1). A B oma: Pinc 11. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR Scale: GALVANIZED BOX. 12. ALL BOUT HOLES SHALL BE DRILLED 1 /32" TO 1/I6" OVERSIZED. ProlaalNamaar' 1809109 SHEET NUMBER NORTH S102 FRAMING NOTES X ROOF FRAMING PLAN A SCALE: ANCHOR SCHEDULE Pin= TYPE O 5/8"OTHR'DROD W/SIMPSON'SEL-3G'EPDXY (ICC #4057) SPECIAL INSP. REQ'D (5" EMBED) 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 2x6 STUDS @ 16" O.C. www.peica.com SHEAR PANEL #4 @ I O.C. W/ PER PLAN SIMPSON'SEf-XP' EPDXY P.T. SILL W/ ANCHOR (ICC #2508) PER ANCHOR SPECIAL INSP. REQ'D SCHEDULE (6" EMBED) (E) CONC. SLAB (E) CONC. SLAB PER PLAN PER PLAN E.N. a 4 �{ITI� R(3) #5 CONT. T.&B. Stamp: U SEE PLAN PR D. A. p WASy��G2�-O NOT USED 9 NOT USED 6 NOT USED 4 ADDI ANCHORS @ E FOOTING 2 34218 AL LT 03/19/20 2x6 STUDS @ 16" O.C. SHEAR PANEL PER PLAN B.N. 1 1 /8" PLYWOOD GLUED & t ` # 10 SCREWS @ 6" O.C. V _ 'z Y J E.N.:7 2x BLK'G /Wh { J 2x F.J. PER PLAN 2x6 LEDGER W/ (2) 1 /4"O 'SDS' SCREWS @ EA. STUD A/ ilj 1/4"O'SDS'SCREW TO BLK'G @ 16" O.C. W ]QLu 00 o0 m O^ � N ry " � 0 p c NOT USED 8 NOT USED 5 NOT USED 3 LEDGER TO WALL 1 � Q w a N Z�1 V) cn N H 1/2"PLYWOOD 7-5 1/8 65/8" 4'-4" 6'-07/8" °- SEE 1 LANDING REVISIONS FOR CITY SUBMITTAL 314/19 ! 5301 2x4 LEDGER W) —------- --- — ------- 1/4"O'SDS'SCREWS @ EA. STUD Q PLAN CHECK I TYP. 2-2x TOP PLATES 1 4122/2019 /� FIELD REVISIONS 2x4 @ 16" O.C. TYP. LANDING PER PLAN i 2-2x TOP PLATES I' @Jo J /�z l TYP. 2x4 LEDGER W/ 2x6 STUDS 2x6 STUDS (2) 1/4'O'SDS' @ 16" O.C.lj2" x PLYWOOD @ 16' O.C., TYP. SCRWES EA. END <o J i SEE �\ 2x SILL W/ (2) 1 /4"O SDS' SCREWS @ 16" O.C., TYP. 2x4 @ 16" O.C. C, J C Cc i 5301 @ Ib" O.C. TYP- \`..// TYP. 2x BLK'G uj r e . rv. _xl1: 1'H V)o i �r II, cr i' Z..t1 f L�%a's1.v >y p W 1 a �u z E.N. T OCT 01 2019 C' _ Cf TUJl v )! I _ e . �t� �/ O \ —_ -, Q BEAM PER PLAN W/ SIMPSON'HUC' HGR. ---- tgr± pp sty q- 1 H'ERtAi 6 CEM I ER 1 z W EA.END -4x12 LEDGER W/ (3) 1/4"O 'SDS' SCREWS -- ----- --- B' (E) STAIR W f) Project Manager. SP Dore: @ EA. STUD j i I Seole: _ —____— Project Number. 1809109 SHEET NUMBER NOT USED 7 STAIR SECTION B ENLARGED STAIR PLAN A I S200 - 1 "=1'-0"1 1 3/8"=1'-0" SIMPSON HD REFER REFER TO PLANS & SIMPSON CATALOG FOR INSTALLATION REQUIREMENTS NOT SPECIFIED IN THIS DETAIL. MUDSILL— POST PER PLAN REFER TO SIMPSON SPECS FOR REQUIRED BOLTS PER HD TYPE. CONCRETE EDGE (WHERE IT OCCURS) z_ o �m w1. THICKEN FOOTING AS REQ'D 'r FOR 3" MIN. COVER FOR-- FTGS. POURED AGAINST SOIL. ALT.: FORM CONC. BELOW , SOIL FOR MIN. EDGE DIST. U L_ (2) #5 EA. WAY DEEPENED FTG. F F @ EA. HD. F F IF READ. FOR MIN. I MIN I MIN. -- BOLT EMBED. MIN. MIN. (SEE le) CL. OF BOLT LENGTH OF DEEPENED FIG. - USE MIN. CONCRETE STRENGTH f'c= 3000 PSI - MIN. ANCHOR BOLT EMBEDMENT IS TO BE MEASURED INTO THE FIRST POUR ONLY. - REFER TO THE SCHEDULE BELOW FOR TYP. HOLD DOWN REQUIREMENTS UNLESS OTHERWISE NOTED ON PLANS. - ALL HOLD DOWN THR'D. RODS TO HAVE 3/8"x3" SQ. WASHER W/ HEAVY HEX NU/TT T.&B. - ALL HOLD DOWN THWD. ON (E) FTG'S TO HAVE SIMPSON "SET-3G" EPDXY 2 (ICC #4057) SPECIAL INSP. REQ'D. / SIMPSON HOLDOWN (ICC #2330) ANCHOR BOLT P MIN. EMBED. de MIN. END POST F ALLOWABLE TENSION (LB) HDU2-SDS2.5 5/8" 9" (2)-2X 9" 2365 HDU4-SDS2.5 5/8" 9" (2)-2X 9" 3510 HDU5-SDS2.5 5/8" 9" (2)-2X 9" 4360 HDU8-SDS2.5 7/8" 9" 4X 16" 5360 HDUII-SDS2.5 V 12" 6X 18" 8590 HDU14-SDS2.5 1" 14" 6X 18" 11070 REINF'G. SAME SIZE AS FTG, REINFORCING NOT LESS THAN "D" SEE SECTION - RIGHT F— qu = Z 1/4 THE SLAB THICKNESS OR �n p O 2" WHICHEVER IS GREATER PLASTIC STRIP OR SAWCUT w �L j w SLEEVE SLAB SHOULD BE SAWED AS a j Q SOON AS POSSIBLE AFTER F d POURING, Ozm� a a d F- < a a' d p `---------- CONTINUOUS REBAR 3'- 0" j O _ SURFACE THRU CONSTRUCTION JOINT d MAX. _ 4"MIN. T• I CONTROL JOINT It 7 It 3" MIN- rd' L9" MIN. SLEEVE V_6" TRENCH 5/8" SMOOTH ROD @ 24o.c. - - - MIN. X 2'-0" LONG - TYPICAL UNLESS OTHERWISE NOTED. 1/4" RADIUS TOOLED EDGE A, LOCATE DOWELS AT E 111 CENTERLINE OF SLAB AND TAPE OR COAT ONE END PERPENDICULAR TO JOINT. OF ROD TO PREVENT # NOTE: WHERE PIPES ARE MORE THAN 3'-0" BONDING OF CONCRETE. IT BELOW BOTTOM OF FOOTING, NOTIFY ENGINEER TYPCIAL - PROVIDE CONSTRUCTION JOINTS AT CENTER BEFORE PROCEEDING WITH CONSTRUCTION. LINES OF COLUMNS OR OTHER CONTROL JOINT LOCATIONS e AS SHOWN ON PLANS. METAL KEY JOINTS MAY BE USED DIGGING OR AT CONTRACTOR'S OPTION. PIPE TRENCHES " PARALLEL TO FOOTING NOT 3/8" EXPANSION JOINT MATERIAL PERMITTED BELOW THIS LINE CONTRACTION JOINT PIPE CLEARANCE DIAGRAMS 9 CONSTRUCTION JOINT 6 CONCRETE JOINTS 3 EMBEDMENT LENGTH ANCHOR BOLT OR STANDARD HEADED BOLT FACE OF WALL OR CONCRETE STANDARD NUT & WASHER - TYPICAL UNLESS OTHERWISE NOTED EMBEDMENT LENGTH BOLT SIZE _ ..7/8' (TYPICAL U.N.O.) 3/8 1 5/8 -- -- CONCRETE LEDGERAILL 4" 5" 5" MASONRY LEDGER/SILL 5" 6" 6" STEEL COLUMN BASE PLATE 10" 12" 12" WOOD SILL PLATE 9" 9" 9" NOTE: EMBEDMENT LENGTHS ARE FOR 7/8"0 BOLTS OR SMALLER. SEE PLAN FOR EMBEDMENT LENGTHS FOR LARGER BOLTS. SHEET FOR CLEARANCES REINFORCING w `Qz •� 0 0•, M " 4, � a a 35 BAR DIAM. _ 35 BAR DIAM. 2'-0" MIN. 2'-0" MIN. 35 BAR DIAM. 2'-0" MIN. PLAN VIEW - DOUBLE CURTAIN POURED -IN -PLACE CONCRETE WALLS, FOOTINGS, OR POURED -IN -PLACE CONCRETE - MASONRY WALLS. WALLS, FOOTINGS, OR n MASONRY WALLS, dd d: VERTICAL REINFORCING VERTICAL REINFORCING WHERE APPLICABLE WHERE APPLICABLE n d HORIZONTAL REINFORCING ed a 2-#5END BARS 1-#5VERTICAL 2-#5END BARS TYPICAL U.O.N. TYP. U.Q.N. TYPICAL U.Q.N. a Q d . .. d7BARDIAM. 3" 35 BAR DIAM. 3" 2 ALTERNATE 2'-0"MIN. BENDS PLAN VIEW - SINGLE CURTAIN HOLDOWN DETAIL BOLT EMBEDMENT REINFORCING AT WALL AND FOOTING CORNERS ,.X,. „D„ 1. CONC. STEM WALL -,,A BEND BARS IN FIG. —,k. --3" C�LR. BOTTOM 65 BAR 'F OFFTG. DIAM" 25"MIN. .,X„=2 "Y" YPICAL ' NOTE: NO PIPES ALLOWED IN STEP FOOTING. AT CI.P. CONCRETE STEM WALL TYPICAL STEPPED FOOTING UK m WITHOUT WITH STANDARD HOOK w HOOK oZ W mJ w I G_ )NCRETE SURFACE BAR SCHEDULE BAR SIZE EMBEDMENT 65d b STRAIGHT SPLICE LENGTH 35d b HOOK SPLICE LENGTH WITHOUT HOOK WITH HOOK #3 1'-9" 91, 2'-1" 2'-0" #4 2'-3" 1'-0" 2 9" 2'-0" #5 2'-9" 1'-3" 3'-5" 2'-0" #6 3'-2" V-6" 4'-1" 2'-3" # 7 4'-5" 119„ 5'-9., 2.-7" #8 4'-11" 2'-0" 6'-6" 2'-11" #9 5'-4" 2'_3•' 7,4 3'-4., #10 5'-10' 2'_7" 8'-3' 3'-8" 1. THE ABOVE LENGTHS ARE BASED ON CAST- -o IN -PLACE AND PRECAST CONCRETE 2500 PSI OR GREATER AND 60000 PSI REINFORCING AND 1.5 INCH CLEARANCE, 2. ALL REINFORCING STEEL LAPS OR SPLICES W SHALL BE AS INDICATED ON PLAN. WHERE O O LAP OR SPLICE LOCATIONS ARE NOT J z SPECIFICALLY INDICATED LAPS OR SPLICES dJ SHALL BE STAGGERED AT LEAST 2'-0" o.c. 3. AT WELDED DEFORMED WIRE FABRIC, LAP -SPLICE 35d b AS SHOWN BELOW: SPLICE 2" MIN. OF LENGTH MIN 1 /5 TIMES THE SPLICE LENGTH FLIP ALTERNATING OR b" MAX. MIN. LAP PER TABLE MATS DETAILING HOOK DETAILING DIMENSION _ - ( A or G DIMENSION b b A or G D 4db>21/2" 4db#3-8 12db Sd b #9-11 6db#14-18 180 9-IOOK 90 4100K END HOOKS - ALL GRADES BAR SIZE FINISHED BEND DIAMETER D, IN. 180° HOOKS 90° HOOKS A or G J A or G #3 21/4 5" 3" 6" #4 3 6" 4" 8" #5 3 3/4 7" 5" 10" #6 41/2 8" 6" 1'-0" #7 51/4 10" 7" V-2" #8 6 11" 8" V-4" #9 91/2 1'-3" 113/4" IW" #10 103/4 1'-5" V-1 1/4" 1'-10" # 1 1 12 1'-7" 1'-2 3/4" 2'-0" # 14 18 1/4 2'-3" V-9 3/4" 2'-7" #18 6doFOR #3, #4, #5 12dbFOR #b, #7, #8 H001 I A or G I 1 z z O A or G 0 0 w ¢w 10 o db oo To' 90' HOOK 135° HOOK ( t OCT 28 20i9 G p Of Tuiopi!a CITY OCT 012019 24 3'-0" 2'-4 1/7' 3'-5" db = NOMINAL DIAMETER OF BAR OR WIRE (INCHES) 1PEY"tMT MTIGR ko—) /9— 0161�_ BAR EMBEDMENT LENGTHS, SPLICE LENGTHS, AND STANDARD HOOKS 1 STIRRUP AND TIE HOOKS, ALL GRADES BAR SIZE D, IN. 90' HOOKS 135' HOOKS A or G A or G H, APPROX. #3 11/2 4" 5" 31/2" #4 2 41/2" 61/2" 41/2" #5 21/2 6" 8" 51/2" #6 41/2 1'-0" 11" 61/2" # 7 5114 1'-2" 1'-0 1/z' 7 3/4" #8 6 1'-4" 1'-21/2" 9" A L ENS'\ cxP. as/is/zo U Z V) ui W > O W 0m0 ui ico 00 m 00 O' 'o 0 3: E < LU < '3 0 Z CN o N F:—:) REVISIONS FOR CITY SUBMITTAL 314/19 QPLAN 1 CHECK 4/22/2019 2 FIELD REVISIONS 9/25/2019 J H W 0 J Q 1-- U F— SHEETNUMBER S300 NEW OPENING IN EXISTING WALL. REFER TO ARCH DWS. FOR DIMS. CORE 4"0 HOLE BEFORE HAND CHIP TO SAWCUTTING OPENING. FORM NEAT TYP. CORNER IF REQ'D �" - CUTTING BLADE SILL PER N LIMIT OF SAW CUT ANCHOR PER B SCHEDULE � OVER CUTTING NOT 2x STUD PER SCHEDULE PERMITTED _ SCHEDULE I /2" MAX / _ ANCHOR SCHEDULE PER :2 HAND CHIP TO EXIST. FORM NEAT FRAMED PLATE WASHER CORNER IF REQ'D WALL (SHEATHING PERSCHEDULE ELEVATION SECTION SILL PER / E.N. SCHEDULE SECTION "B-B" TYP. EDGE NAILING TO HOLDOWN POST an'r,mua \__._. PLATE WASHER 2x STUDvv PER B PER SCHEDULE SCHEDULE SECTION "A -A" PANEL WIDTH - SEE PLANS EDGE SEE NOTE 42 NAILING TYP. BELOW II U U II " " II U II ❑ BLK'G. II II it I�—IL_I_�I -" it II # _ TYP. ~— HEADER I I II II I�_ II II I _ i� I I II I I 6" AN. T*P. I I 111i ii II II WINDOW END II II II II II II II ii II II POST WHERE it II II II II II it i II ( REQD. II II II (I I) II II II INTERIOR NAILING II II II II II it II II II II TYP. DOOR - II II II 11 it II II II II II END POST II II II II II II () 2x OR 3x WHERE REQ'D. I ii II J��(iI II II II, oll it _j. SILL PLATE L SPECIAL HOLDOWN `" ANCHOR BOLTS, SEE SCHEDULE, 12" MAXFOR SIZE & SPACING. AT 2ND ANCHOR. SEE PLANS FLOOR CONDITION SEE AND SCHEDULE FOR 11 SCHEDULE FOR NAILING TYPE &LOCATION TYP. 5300 AND/OR LAG BOLTS AS SHOWN NOTES 8 1. PLYWOOD SHEATHING SHALL BE STANDARD (EXT. GLUE) GRADE STRUCT. 1. PROVIDE 5300 2x MIN. FRAMING MEMBER OR BLOCKING AT ALL EDGES. SEE SCHEDULE OR PLANS FOR LOCATION OF 3x SILLS AND STUDS. PROVIDE EDGE NAILING TO END STUD OR POST WHERE HOEDOWN OCCURS. PLYWOOD SHEATHING SHALL CONFORM TO SHEAR WALL DETAILS. 2. HOLES ARE NOT ALLOWED IN PLYWOOD SHEAR WALLS, UNLESS APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. IF A HOLE IS APPROVED, IT IS TO BE ENTIRELY WITHIN ONE SHEET. PROVIDE BLOCKING AND EDGE NAILING AROUND OPENING. 3. MINIMUM WIDTH OF PLYWOOD TO BE 2'-0" 4. SILL P SHALL BE TREATED D.F. CONFORMING TO SILL PLATE DETAILS WHERE IN CONTACT WITH CONCRETE. 5. ALL SHEAR WALL NAILING TO BE INSPECTED PRIOR TO COVERING. 6, ALL SHEAR WALLS TO EXTEND UP TO BOTTOM OF ROOF RAFTERS, ROOF JOISTS OR FLOOR JOIST. 7. MINIMUM TWO ANCHOR BOLTS IN EACH SHEAR WALL. 8. ANCHOR BOLTS SHALL BE EMBEDDED MIN. 9" INTO FOOTING UNLESS NOTED OTHERWISE. 9. ALL NAILING TO BE I/2"TO EDGE OF SUPPORT AND SHEET. 10. SEE PLANS FOR LOCATION OF HOLDOWNS. VERIFY WITH ARCHITECTURAL WINDOW AND DOOR LOCATIONS FOR PROPER LOCATION OF HOLDOWNS. 11. 3"x3'Sd/4" PLATE WASHER AT ALL A.B. 12. NAILS TO BE COMMON. SHEAR WALL SCHEDULE: MARK SHEATHING Itl ALLOWABLE SILL& SILL& FRAMING & NAILING SHEAR 121 SILL BOLTING SILL NAILING CLIPS (6) SEISMIC/WIND SW6 15/32" STRUCT I PLY*, (1) SIDE W/ I Od 260 plf 2x NOMINAL 5/8" 0 2x NOMINAL (5) 114"0 A35 / LTP5 @ COMMONS @ 6" O.C. @ 48" O.C. SDS X 5" LG. SCREWS @ 16" O.C. ALL PANEL EDGES 365 plf 16" O.C. SW4 15/32" STRUCT I PLY*, (1) SIDE W/ I Od 390 pit 2x NOMINAL 5/8"0 2x NOMINAL (5) 114"0 A35 /LTP5 @ COMMONS @ 4" O.C. @ 32" O.C. SDS X 5" LG. SCREWS @ 12" O.C. ALL PANEL EDGES (4) (7) 550 pit 12' O.C. SW4-2 15/32" STRUCT I PLY*, (2) SIDE W/ 10d 785 Plf 3x NOMINAL 5/8"0 3x NOMINAL (5) 1/4"0 A35 / LTP5 @ COMMONS @ 4" O.C. @ 16" O.C. SDS X 5" TO. SCREWS @ 6" O.C. ALL PANEL EDGES (3) (7) 1100 pit 7" O.C. SW3 15/32" STRUCT I PLY*, 11) SIDE W/ 10d 510 plf 3x NOMINAL 5/8"0 3x NOMINAL (5) 1/4"0 A35 / LTP5 @ COMMONS @ 3" O.C. @ 24" O.C. SDS X 5" LG. SCREWS @ W O.C. ALL PANEL EDGES (4) (7) 715 pit 10" O.C. SW3-2 15/32" STRUCT I PLY*, (2) SIDE W/ 10d 1025 pit 3x NOMINAL 5/&'0 3x NOMINAL (5) 1 /4"0 A35 / LTP5 @ COMMONS @ 3" O.C. @ 12, O.C. SDS X 5" LG. SCREWS @ 6" O.C. ALL PANEL EDGES (3) (7) 1430 pit 5" Q.C. SW2 15/32' STRUCT I PLY*, (1) SIDE W/ 10d 670 pit 3x NOMINAL 5/8"0 3x NOMINAL (5) 1 /4"0 A35 /LTP5 @ COMMONS @ 2" O.C. @ 16, O.C. SIDS X 5" LG. SCREWS @ 8" Q.C. ALL PANEL EDGES (4) (7) 935 pit 8" O.C. SW2-2 15/32' STRUCT I PLY*, (2) SIDE W/ 10d 1340 pit 3x NOMINAL 518"0 3x NOMINAL (5) 1/4"0 A35 / LTP5 @ COMMONS @ 2" O.C. @ 8" SDS X 5" LG. SCREWS @ 4" O.C. ALL PANEL EDGES (4) (7) 1875 plf O.C. 4" O.C. NOTES: 1. ALL NAILING ALONG INTERMEDIATE FRAMING MEMBERS IS TO BE 10d COMMONS @ 6"0.c. 2. VALUES ARE BASED ON STUDS SPACED @ 24" o.c. 3. PANEL EDGES SHALL BE OFFSET TO FALL ON DIFFERENT MEMBERS, OR 3x NOMINAL MEMBERS ARE REQUIRED. 4. FRAMING SHALL BE 3x NOMINAL ALONG ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 5. RIM OR BLOCKING BELOW SHALL BE 3x NOMINAL. 6. SIMPSON CLIPS OR EQUAL FROM 2�d FLOOR BLOCKING TO TOP PLATES. 7. STRUCTURAL OBSERVATION REQUIRED BY ENGINEER OF RECORD. SHEAR WALL SCHEDULE 10 PLYWOOD PER PLAN BEAM PER PLAN --7 2-2x TOP PLATES W/ 114"1 'SDS' SCREWS @ 12" O.C. STAGGERED 2-2x TOP PLATES SIMPSON 'ST2215' STRAP EA. SIDE POST PER PLAN SIMPSON'SET-XP' EPDXY (ICC #2508) SPEC. INSP. REQ'D. 40% MAX. STUD WIDTH NOTCH 25% MAX. 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 % OF STUD 2x4 2x6 25% 7/8" 1 3/8" 40% 13/8" 21/8" 607. 2" 3 1 /4" SAW CUT DETAIL 9 STUD NOTCHING ( 6 SIMPSON'A35' W/ (12) PH6121 @ 12" O.C. EA. SIMPSON 'ST6236 STRAPZ F.J. PER PLAN 2-2x TOP PLATES FOR NAILING SEE GEN. NOTES (6) l6d 2x CRIPPLES @ 16" O.C. FOR HEADER OVER OPN'G. SEE PLAN FOR SIZE 4x10 / 6x8 AND LARGER HEADERS USE 2-2x JAMBS. W/ IOd @ 12" O.C. (lj STUD FOR IN WALLS OR (2) STUDS END POST AT PLYWOOD FOR EXT. WALLS SHEAR PANEL WHERE 2x6 STUDS W/ 10d @ 12" O.C. OCCURS WITH E.N. @ 16" O.C. NOTE: STUDS SHOWN ARE FOR INDICATION ONLY. ACTUAL LOCATION TO SUIT CONSTRUCTION REQUIREMENTS. (MAX. SPACING @ 16" O.C.) 4'-0" MIN. 4'-0" MIN. q JOINT (L JOINT '£ JOINT IPLATE I SIZE & NUMBER OF BOLTS, SEE SICHEDULE — NAILS SEE SCHEDULE 1 1 /2" TYP. 3" 6" I 16d @ 6"MIN. TYP. I I MINI MIN.( / I `— 12 GA x PLATE WIDTH SPLICE STRAP BETWEEN PLATES AT JOINT NAIL SPLICE BOLT SPLICE SCHEDULE TYPE NO. NAILS OR BOLTS EACH SIDE OF JOINT PLATE SIZE VALUE A 8 - l6d NAILS 2 - 2x 1354 B 12 - l6d NAILS 2 - 2x 2707 C 18- l6d NAILS 2-2x 4061 D 27-16dNAILS 2-2x 5414 E 36-16dNAILS 2-2x 8122 EN ND LENGTH LENGTH S F L RAP PER ZAMING NOTES =DGER TYPE STRAP NAILS END LENGTH VALUE F CS14 30-IOd 18" 2490 G ST6236 40-16d HY, 3845 H CMSTCI6 50-16d 24" 4585 1 CMST14 66-1Od 36" 6490 J CMST12 86-1Od 48" 9215 BEAM TO COLUMN 8 HEADER FRAMING 5 TOP PLATE & LEDGER SPLICE 2 JOINTBOUNDARY STAGGER NAILING (B.N.) OF PLYWOOD (N) FOOTING REBAR TOP & BOTTOM a d � C c 6' e 4 .. d. � 65d LAP (E) FOOTING IN) FOOTING N) FOOTING TO (E) FOOTING ■ 4x BLK'G. (1) STUD FOR — INTERIOR WALLS OR (2) STUDS FOR EXT. WALLS W/ IOd @ 12" O.C. i'l�il�.Tl 2-2x SILL PLATES SIMPSON 'ST6236' EA. SIDE OF WALL PROVIDE SIMPSON A34 FOR 2x4 STUDS AND A35 FOR 2x6 STUDS, TAB. 4x10 / 6x8 AND LARGER HEADERS USE 2-2x JAMBS. W/ 10d @ 12" O.C. SILL FRAMING 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. IN WAM i MIN, I'' —II 3/8" MIN. EDGE DISTANCE FOR NAILS LONG DIM. OF PLYWD. TO RUN PER- PENDICULAR TO JOIST PLYWOOD SHT'G. BEARING WALL imilm EDGE NAILING (E.N.) ___4%' ; PLAN CI y 6'iF`t . i°a MIN. N4, PLYWOOD SHEET IS • ALTERNATE: OSB OCT 01 2019 0� — 0/10 PERNUT CEMTER 4 PLYWOOD LAYOUT 1 Stamp: PR D. A. p WASy�G�A �o y 34218 p �'_ .rF�S ONA Lel T U F.��'\�Ex 03/19/20 U `Z V W Q ry Uj >�W �m0� Lij 00 E a) 00 E Q W Q c w N o ♦= �+ ♦ i N I: REVISIONS FOR CITY SUBMITTAL 314/19 QPLAN CHECK 1 4/22/2019 FIELD REVISIONS 2 9/25/2019 J W Q T n 2001,93 � U of TL.kv,;la N Elate: Scale: — Project Number. 1609109 -A SHEETNUMBER 0"l A 9 0 0 0 3: 2 "o .Ro ua < < (E) PLYWOOD (E) 4x PURLIN Am P V-6" (E) 2x SUBPURLIN - — ----F-6* - ------------------- MAX. SIMPSON'MP36' MAX. W:::7-y W\ 0 0 0 0 0 u: #4 @ 18" O.C. W/ S SIMPSON 'SET-XP' EPDXY ([CC #2508) 'C' P� E ' P CIAL INSP. REQ'D (6" EMBED) ("(6' E) (E) CONC. SLAB (E) CONIC SLAB PER PLAN P PER PLAN 11 n ac CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL. SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE P (714) 385-1835, F (714) 385-1834 www.peica.com 0 0 0 0 0 Mill= (N) SISTER EA. SIDE (3 PIECES MAX.) M I L L 3" (3) #5 CONT. T.&B. d CLR. (E) GLB PER PLAN SEE PLAN 1/2 LENGTH — - ------------- - - — — ----- - --------------------------------------- I, MIN. LENGTH Stamp: - ------------ PR D.A WA PURLIN STRENGTHENING 6 OPENING @ FOOTING 3 - -P, 4218 " IISTO, /0 A L 1/2" THK BASE PLATE 3/4--0 THRID ANCHORS W/ (2) 3/4"0 THRT) RODS. 6" MIN. W/ WASHERS @ 24" O.C. & SIMPSON 'SET-XP' EPDXY I Z'MAX. W/ SIMPSON 'SET-XP' EPDXY (ICC #2508) W S 12 'C I ([CC#2508) SPECIAL INSP. REQ'D. "C' SPECIAL INSP. REQ'D. [2 1 /2' EMBED) 'PE DOWELS TO MATCH FTG. REINFG T.&B. FOOTING W/ SIMPSON PER PLAN 'SET-XP'EPDXY ([CC #2508) GLAZING PER ARCH'L. 2-2x TOP PLATES (E) F , N "-�—(E) PLYWOOD (E) 2x SUBPURLINS C& 24" O.C. LVL P PER PLAN 7 W1 1/2"0 M.B. @ 17- O.C. H STAGGERED r6 (E) 4x PURLIN PER PLAN (4 I/7EMBED.) (4 1 /16 3/ C, COL. PER PLAN 0 COL b IF CONC. WALL 2 4DT� I 2 COL. L2 Li CAP BOLT —1 2 2 ACCESS HOLE COL. PER PLAN -13" -K SECTION T SECTION "A 114" CAP IC ROOF LEDGER x- - - - - - - - - - - -- -- < 27-6" MAX. :E (3) SIDES, TYP. HISS PER PLAN ------------------------- ----- ---------------- ••0 2 9 I I S301 SPEC. INSP. REQ'D. 7 (4 1 /Z' EMBED) 4 (E) BLDG. WALL (E) FG. I HILI 2x6 STUDS @ I &'O.C. SHEAR PANEL -4- PER PLAN #4 @ 19- O.C. W/ SIMPSON 'SET-XP' EPDXY P.T. SILL ([CC #2508) BOLTS PER SHEAR -1 SHEAR SPECIAL INSP. REQ'D )L WALL SCHEDULE (6" EMBED) �6" (E) C (E) CONIC. SLAB 'B (E) R PLAN PER E.N. PER PLAN PER E Mil (3) #5 CONT. T.&B. PLAN u z V) uj (D < ry uj 12 W 00 L: OD 0 0 GO c E > < < > 2 V) E < < < uj ry C4 v) co C14 Z) PURLIN STRENGTHENING 11 (N) FOOTING TO WALL 7 5 GLAZING@ FOOTING 2 REVISIONS FOR CITY SUBMITTAL 314/19 I - 7— SHEAR PANEL ------- PER PLAN z :s POST PER PLAN A2 PLAN CHECK 4f22(9nlq FIELD REVISIONS Q 9/2512019 2x6 STUDS @C' P.T.P ' T. SILL W/ 5/6-0 THR-D T SILL A2i RODS @ 48" O.C.W/ OD' @ SIMPSON 'SET-3G'EPDXY "MPSO (ICC #4057) 'CC " SPECIAL INSP. REQ'D 4 SPECIA IS' EMBED) I'. EMBED) CONC. IF) CONIC SLAB - (E) BLDG. WALL FPLA PER PLAN' < 12 1 1 1 1 < I I I 1 I,IB pr -1 B HOLDDOWN PER SIMPSON'A35' OL"O - PLAN =(19?IWA EA. SIDE 4 D @ #4 @ 18" 0 C W/ SIMPSON 'SET-XP' EPDXY TkS T ILLU W' P.T.L W/ BOLTS W/ BOLTS (ICC #2508) P iER WALL PER SHEAR WALL SPECIAL INSP. REQ'D F SCHEDULE (6!'EMBED) � Di A 11 E Co NSLAB (E) CONC. SLAB (E) CONC. SLAB PER PLAN R N� PER PLAN 2x6 STUDS@ 1 C'O.C. SHEAR PANEL #4 @ 19- D.C. W/ PER PLAN SIMPSON SET-XP' EPDXY P.T. SILL W/ B BOLTS (ICC #2508) PER SHEAR WALL SPECIAL INSP. REQ'D SCHEDULE (CEMBED) 7�- (E) CONC. SLA (E) C NO SLAB i PER PLAN, PER AJCL.- rl- -ij, E.N. E.N < I -- uj < (E) FTG Z 3" (3) #5 CONT. T.&B. CL; CUR� SEE PLAN OCT 4 0 8 2CCA '1-111- 3: 1EE1 I CIty cf Tul,,,P,;Ia (3) #5 CONT. T. &B. L SEE PLAN OCT 012019 :D u ZD 1 1 — ------ F SEE PLAN Poj..t M—g- SP Scale: ELEVATION PERMIT CEMTER 1809109 SHEETNUMBER /co WALL @ (E) CONIC. WALL 10 H-FRAME DETAIL 7 POST @ FOOTING 14/4A I WALL@ FOOTING 1 S400 (E) PLYWOOD PER PLAN (E) 4x PER PLAN - (Ej 2x PER PLAN AVk , u s 2 Plnc: ((1'M2 PSON'A35' W/- B.N. (2 ROWS) PH6121 EA. SIDE Y\ 12" O.C. 2x6 STUDS PLUMP ENGINEERING INC. �,_,��`PLYWOOD PER PLAN @ 16, O.C. E.N. T.O.g,N, CONSULTING ENGINEERS o SIMPSON'A34' - __ 2x SILL W/ 1!4"0 STRUCTURAL, MECHANICAL, PLUMBING, @ 8'-0" O.C. ----- 11 ) ----- 'SDS' SCREWS 2x6 BLK'G @ 32" O.C. 2 ELECTRICAL, CIVIL, SURVEYING, MECH'L UNIT PER PLAN SHEAR PANEL (\ ( @ 16, O.C. ARCHITECTURAL PER PLAN PLYWOOD PER PLAN I i I 914 E. KATELLA AVENUE r FACTORY ROOF CURB 2x6 STUDS ( ( T.O.S. ANAHEIM, CALIFORNIA 92805 0 SEE MECH DWG'S @ 16" O.C. ( I E.N. P (714) 385-1835, F (714) 385-1834 u \ I www.peica.com z FOR ADDITIONAL INFORMATION I \ I 2-2x TOP PLATES SECTION "A -A" SEE MEC H'L. DRAWINGS B.N. �\ y WEB 8LK'G. TRUSS PER PLAN 2 p - (Ej PLYWOOD TRUSS PER PLAN �. LPTS PER CAN'T STRIP (E) 4x PER PLAN PER PLAN SW SCHEDULE - A (E) 2x PER PLAN TRUSS ELK G AR (, E.N. PER PLAN MIN. (8) 1!4"O'SDS' SCREWS FULL HEIGHT AROUND (2 PER SIDE) � =�. SHEAR PANEL TRUSS PER PLAN OPENING �' FULL WIDTH) PER PLAN SHEAR PANEL TYP. 4x MIN. BLK'G. W/ rZ PER PLAN SIMPSON'LUS' HGR NOTE: D C 1. VERIFY WEIGHT & SIZE W EQUIPMENT MANUFACTURER. 2x6 STUDS _ @ 16" O.C. 2. (E) 2x4 TO BE REINSTALLED W/ SIMPSON'LLI HGRN ,Z �TOPPLATES 1 /2"OxS" LG. Stamp: LAG SCREW @ 8'-0" O.C. P(2 W' A, p� A 4,�F ASy/ycy�-0 UNIT ANCHORAGE 12 WALL @ TOP 9 FRAMING DETAIL 6 FRAMING DETAIL 3 -- -- - 34218 2 �f PFC/STERS��FF SSJNNAL \NG\ EXP. oa/is/zo 2x6 STUDS 3 @ 16" O.C. —' SHEAR PANEL PER PLAN (E) CONC, WALL B.N. 2x6 STUDS 2x SILL W/ 1/4"0 @ 16"O.C. 'SDS' SCREWS E.N. @ 16" O.C. PLYWOOD PER PLAN 2x SILL W/ 1/4'0 - 'SDS' SCREWS B.N. 2x6 STUDS T.O.S. @ 16 O.C. E.N. @ 16' O.C. - PLYWOOD PER PLAN T.O.S. 2x SILL W11/4"0 WEB STIFFENER ATTACHMENT- NAIL QUANTITIES sDs'scREws t @ 16" O.C.41\.J 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 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 - - - - 11 7/8" 3 3 3 3 4 14" 3 5 3 3 6 16" 3 6 4 4 6 8" 7 4 4 8 20" 8 5 5 10 - 9 6 11 10 - 10 6 13 12 E - 11 7 14 14 12 8 15 14 - 13 8 17 16 32" - - - 18 '� 3xTRUSS BLK'G z PLYWOOD PER PLAN (FULL HEIGHT) SIMPSON'A35' BEAM PER PLAN EA. CORNER E N 3x TRUSS BLK'G (FULL HEIGHT) E.N. OFBLK'G A SIMPSON'A35' �, TRUSS PER PLAN v , _ 6x12 BLK'G ----- _ — EA. CORNER., OF BLK'G TRUSS PER PLAN 2 '�^ V • �, • •F a', 6x12 BLK'G SHEAR PANEL PER PLAN SW SCHEDULE • • '•l _- — — EA.SIDE 2-2x TOP PLATES n/ LL = 2x6 STUD OF IJ 2x6 STUDS @ 16" O.C. W BLKGDE SHEAR PANEL PER PLAN E.N. HEADER PER PLAN > O W POST PER PLAN A SIMPSON'HGUS5.62-SDS' E.N. .. ui 00 00 GIRDER HGR. 2 O O SECTION "A -A" POST PER PLAN-----"-� Q 0, 5__ E � � BEAM T POST O OS 8 FRAMING DETAIL 5 FRAMING DETAIL 2 Q W 4 I WEB STIFFENER SIZE AND MATERIAL _ ry N FLANGE yyEB 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 21/2" 1"x25/16" THE REQUIREMENTS OF PSI OR PS2 3 1 /2" 2x4 CONSTRUCTION GRADE OR BETTER o_ REVISIONS CVO: C" '�..i 1 FOR CITY SUBMITTAL 314119 o PLAN CHECK OCTI ti 8 Lu 9 ZN 4/22/2019 2x6 STUDS Q FIELD REVISIONS -_ @ 16" O.C. 2x6 STUDS 2 9/25/2019 B.N. @ 16" O.C. C Of Tl,'RwPi 2x SILL W/ 1/4"0 - �I 'SDS'SCREWS 2x6BLK'G@32"O.C. 2xSILL W/1/4"01}:fl)_�E'`i /''"'A' SIMPSON'A35' W/ B.N. (2 ROWS) (12) PH6121 EA. SIDE @ 12" O.C. @ 16" O.C. PLYWOOD PER PLAN T.O.S. E.N. 'SDS' SCREWS B.N. @ Ib" O.C. E•N• PLYWOOD PER PLAN T.O.S. T) J A SNUG FIT Q PLYWOOD PER PLAN P 2-2x TOP PLATES - y U Q N< _ z0 WEB BLK'G. 3x TRUSS BLK'G (FULL HEIGHT) E.N. J Q M _ = r - TRUSS PER PLAN U - z a A VIEW "A -A" o- � O ci ^� (1) 1 1/2" (TYP.) W/ 2x4 SOLID SAWN TRUSS PER PLAN TRUSS PER PLAN BEAM PER PLAN SHEAR PANEL PER PLAN HEADER PER PLAN E.N. --- TRUSS PER PLANAT SHEAR PANEL 'A35' PER 2 PER PLAN SW SCHEDULE 2-2x TOP PLATES 2x6 STUDS ,.y,,.-•1�/ t„ E ��"�•- /1 @16"O.C. s t�ca,•; k "+� °e•: S (/) - ui y '- Project Manager. SP ome: Scale: LUMBER WEB STIFFENERS. 2 NAILS MAY BE DRIVEN FROM ONE SIDE ONLY. O OC f o 1 2019 0 Project Number 1809109 SHEET NUMBER ;1r,11TCt°.24TER / TRUSS BLOCKING 10 FRAMING DETAIL 7 FRAMING DETAIL 4 FRAMING DETAIL 1 I S500 0 H a 0 u u° 0 0 0 a d0 Ro a F o o s zos ow w A TENANT IMPROVEMENT FOR: PLUMP ENGfNEE81NG INC. CONSULTING ENGINEERS S"HASTA B EVE RA(.,0.074'4`E3" STRUCTURAL, MEC�MBING, INCO ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385 1835, F (714) 385-1834 BREAK ROOM www,peica.com 1227 Andover Park E - Tukwila, WA 98188 SYMBOL LEGEND ABBREVIATIONS GENERAL NOTES PROJECT DIRECTORY SHEET INDEX & AND GENERAL Stamp: (NOT ALL ABBREVIATIONS MAY BE USED IN THIS DOCUMENT) AN. JANITOR 1. ALL CONTRACTORS AND SUBCONTRACTORS WILL THOROUGHLY FAMILIARIZE OWNER: ENGINEERING TEAM IMECH./PLUMPINGI: @ AT JT, or JNT JOINT THEMSELVES WITH THESE CONSTRUCTION DOCUMENTS AND WILL VERIFY EXISTING SITE SHASTA BEVERAGE PLUMP ENGINEERING INC. G001 COVER SHEET D. 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 �p.R A. p� A.C. ASPHALTIC CONCRETE ALL LABOR, SUPERVISION, AND MATERIALS OF EVERY TYPE WHICH MAYBE TUKWILA WA 98188 ANAHEIM, CA 92807 G002 FIRST FLOOR EXITING PLAN �F 4YA Sys L� ETAIL DESIGNATION A.C.I. AMERICAN CONCRETE INSTITUTE L ANGLE ACP ACOUSTIC CEILING PANEL NECESSARY FOR A SUCCESSFUL COMPLETION. ALL WORK TO BE PERFORMED IN A CONTACT: MOSTAFA ZUBAIR ELEVATION DESIGNATION G003 SECOND FLOOR EXITING PLAN Q 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 EMAIL: MAZUBAIR@PEICA.COM G004 ACCESSIBILITY DETAILS �U'HE�7REFERENCE LG. LONG MEANING OF THE DRAWINGS AND SPECIFICATIONS. PROCON DEVELOPMENT INC. AX.O — — — ACCESSIBILITY GUIDELINES MAT. MATERIAL 4522 KATELLA AVE. NO. A.F.F. ABOVE FINISH FLOOR MAX. MAXIMUM G005 ACCESSIBILTY DETAILS 342t8 'r SHEET REFERENCE NO. 2. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL NOT HAVE CONTROL, OF LOS ALAMITOS, CA 90720 A.P.A. AMERICAN PLYWOOD ASSOCIATION M.B. MEZZANINE BOLT AND WILL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, CONTACT: GUY CASTILLO ENGINEERING PLUMP ENG ENGINEERING TEAM (LECTRICAL): o�Fs'f ONA Lt E ENG\�txP. BUILDING SECTION TARGET VIEW NUMBER A.Q.T. ABRASIVE QUARRY TILE TECHNIQUES, SEQUENCES, PROCEDURES, OR SAFETY PRECAUTIONS AND PROGRAMS TEL: (562)756-4412 03/19/20 MIN. MINIMUM 914 E KATELLA AVENUE ARCHITECTURAL VIEW NAME IN CONNECTION WITH THE WORK ON THIS PROJECTOR FOR THE ACTS OR OMISSIONS EMAIL: GCASTILLO@PROCONGC.COM � ARCH. ARCHITECTURAL MISC. MISCELLANEOUS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANAHEIM, CA 92807 A DETAIL A.S.T.M. AMERICAN SOCIETY FOR TESTING A000 SITE PLAN a MPH MILES PER HOUR ANY OF THE WORK ON THIS SITE, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY CONTACT: ADEL PQURSHARIF AfAI Al SQ 1/6-1' MATERIALS 3 M.P.S. MODULAR PANELBOARD OUT THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT AND OR ARCHITECT &ENGINEERING TEAM : TEL: (714) 385-1835 A100 FIRST FLOOR PLAN L CONSTRUCTION DOCUMENTS. SHEET REFERENCE NO. VIEW SCALE SYSTEM PLUMP ENGINEERING INC. EMAIL: APOURSHARIF@PEICA.COM SHEET NUMBER BLK'G BLOCKING M.S.B. MAIN SWITCH BOARD 914 E KATELLA AVENUE A101 SECOND FLOOR PLAN SECTION DESIGNATION B.N. BOUNDARY NAIL MTL. METAL ANAHEIM, CA 92807 BM. BEAM 3. ALL CONTRACTORS WILL PROVIDE ADEQUATE BRACING AND/OR SHORING TO A102 FIRST FLOOR REFLECTED CEILING PLAN PARTIAL SECTION TARGET INTERIOR ELEVATION TARGET B.O.J. BOTTOM OF JOIST INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING CONTACT: GREG PANEK B.U.R. BUILT UP ROOFING (N) NEW COMPONENTS IE: STRUCTURAL WALLS, INTERIOR WALL ASSEMBLIES, ETC. DURING THE TEL: (714) 385-1835 A103 SECOND FLOOR REFLECTED CEILING PLAN DETAIL DESIGNATION 0 NO. or # NUMBER CONSTRUCTION PHASE OF THIS PROJECT. EMAIL: GPANEK@PEICA.COM A104 ROOF PLAN AIAI N.I.C. NOT IN CONTRACT BOTT. or (B) BOTTOM X N.T.S. NOT TO SCALE 4. WORK WILL BE COORDINATED WITH ALL TRADES IN ORDER TO AVOID INTERFERENCE, A105 ENLARGED PLAN @ EXTERIOR STAIRS �AX.Oj SHEET REFERENCE NO. C CONDUIT SHEET REFERENCE NO. SECTION DESIGNATION AND AVOID OMISSIONS C.L. or IL CENTER LINE O.C. ON CENTER . PROJECT SUMMARY A200 INTERIOR ELEVATIONS & BUILDING SECTION 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 A501 DETAILS C.B.C. CALIFORNIA BUILDING CODE CONTRACTOR INSTALLED APPROPRIATE N.E.A .A. STANDARDS. ( l SECTION DETAIL TARGET ELEVATION REFERENCE TARGET C.C. CORE DRILL O,F.O.I. OWNER FURNISHED, A600 DOOR &WINDOW SCHEDULE v DETAIL DESIGNATION EL--C.1. CONTROL X'-XX" SECTION/ OWNER INSTALLED b. LAYOUT ALL PARTITIONS BEFORE BEGINNING CONSTRUCTION TO PREVENT ERRORS BY SCOPE OF WORK: T.O.W. ELEVATION CLG. CEILING O.H. OPPOSITE HAND DISCREPANCY. ALL DRYWALL PARTITIONS WILL BE INSTALLED AS NOTED ON THE TENANT IMPROVEMENT WORK CONSISTING OF NEW BREAK ROOM, RESTROOMS, X DATUM CLR. CLEAR OPNG. OPENING DRAWINGS. LOCKER ROOMS & CONFERENCE ROOM IN A TWO STORY BUILDING. STRUCTURAL AX.O C.M.U. CONCRETE MASONRY UNIT SHEET REFERENCE NO. - -X'-XX" PLAN DATUM COL. COLUMN P.C. PLUMBING CONTRACTOR 7� SOOT GENERAL NOTES t CONC. CONCRETE 7. EACH SUBCONTRACTOR WILL AMEND AND MAKE GOOD AT HIS OWN COST, ANY P. LAM PLASTIC LAMINATE OR DEFECTS OR OTHER FAULTS IN HIS WORKMANSHIP AND/OR HIS SUPPLIED MATERIALS. APPUJ LICABLE BUILDING CODES: S002 GENERAL NOTES CONN. CONNECTION PARALLAM (BEAM} EXISTING 20151NTERNATIONALEXlSTING BUILDING CODE MATCH LINE COLUMN CENTERLINE CONST. CONSTRUCTION PL. PLATE S100 FOUNDATION PLAN _ CONST. JT. CONSTRUCTION JOINT 8. VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO ORDERING, CUTTING AND/OR 8 I 1 N I A U I D W H G N AMENDMENTS MATCH LINE SE X/XX CL CONE. CONTINUOUS P.L. PROPERTY LINE INSTALLING MATERIAL, PRODUCT OR EQUIPMENT. IN THE EVENT OF ANY FIRE 2015 INTERNATIONAL FIRE CODE W/ WASHINGTON AMENDMENTS 5101 SECOND FLOOR FRAMING PLAN PLYW D. 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 5102 ROOF FRAMING PLAN �I\ COMP COMPACTED (ION) WITH THAT WORK. MECHANICAL 2015 INTERNATIONAL MECHANICAL CODE W/ WASHINGTON AMENDMENTS C.T. CERAMIC TILE PSF. POUNDS PER SQ. FOOT ELECTRICAL 2015 INTERNATIONAL ELECTRICAL CODE W/ WASHINGTON AMENDMENTS S300 STRUCTURAL DETAILS ROOM NAME AND NUMBER TARGET PARTITION TYPE TARGET PSI. POUNDS PER SQ. INCH 9. CONTRACTORS SHALL NOT SCALE THESE DRAWINGS FOR CONSTRUCTION PURPOSES. ACCESSIBILITY 2015 INTERNATIONAL BUILDING CODE W/ WASHINGTON AMENDMENTS 5301 STRUCTURAL DETAILS �-� IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, ENERGY CODE 2015 WASHINGTON STATE ENERGY CODE XXXX ROOM NAME L i J DBL. DOUBLE Q.T. QUARRY TILE CONTRACTOR SHALL NOTIFY ARCHITECT. FIGURED AND CALCULATED DIMENSION XXXX �-'� DEG. or ° DEGREE S400 STRUCTURAL DETAILS PARTITION TYPE DIA. or 0 DIAMETER TAKES PRECEDENCE OVER SCALED MEASUREMENTS. DETAILED DRAWINGS AND BUILDING DATA: (� W XXX• ROOM NO. RAD. OR (R) RADIUS LARGER SCALE DRAWINGS TAKE PRECEDENCE OVER SMALLER SCALE DRAWINGS. S500 STRUCTURAL DETAILS �. J _ WALL ASSEMBLY DIAL. DIAGONAL REINF. REINFORCEMENT CONSTRUCTION TYPE: IIIB DESIGNATION ALL PLAN DETAILS AND WALL SECTIONS ARE ASSUMED TO BE TYPICAL CONDITIONS DIM. DIMENSION AUTOMATIC SPRINKLER SYSTEM: i 00 QO DOOR NUMBER TARGET KEY NOTE TARGET DR. DOOR UNLESS DETAILED OR NOTED OTHERWISE. S.C. SAW -CUT JOINT NUMBER OF STORIES: 2 0 co O W DWG.(s) DRAWING(S) SCHED. SCHEDULE 10. ADD SUFFICIENT BLOCKING IN STUD WALLS TO SUPPORT ALL ITEMS OR EQUIPMENT PROJECT DATA: MECHANICAL t..L �- p. er 1 DOOR NUMBER 1 SHE. SHEET SHOWN OR SPECIFIED TO BE ATTACHED TO THE WALLS. PROVIDE ADDITIONAL ZONE: TUC-WP (TUKWILA URBAN CENTER- WORKPLACE) Q NOTE NUMBER (E) EXISTING SIM. SIMILAR STRUCTURAL SUPPORT (ANGLES, CHANNELS, ETC.) WITHIN WALLS WHERE THE WEIGHT M100 SYMBOL, LEGEND AND GENERAL NOTES E EA. EACH SM SHEET METAL OF ATTACHED ITEMS OR EQUIPMENT IS TOO GREAT TO BE SUPPORTED BY METAL OCCUPANCY: B, F, S-1 _ N O - E.C. ELECTRICAL CONTRACTOR SMS SHEET METAL SCREW STUDS. PROVIDE BLOCKING FOR OWNER FURNISHED OR INSTALLED ITEMS. AREA OF WORK: 1,930 S.F. (FIRST FLOOR) M101 HVAC FIRST FLOOR SEPARATE PERMIT > REVISION TARGET/ADDENDUM TARGET NORTH ARROW E.F. EACH FACE SPEC.(S) SPECIFICATION(S) 1,930 S.F. (SECOND FLOOR) 2 V) 70 EL. ELEVATION M201 HVAC SECOND FLOOR C_ C SQ, SQUARE 11. ALL FINISHED FLOOR ELEVATIONS REFER TO ARCHITECTURAL DRAWINGS ONLY. REFER Q C3 1 REVISION NO. PLAN E.N. EDGE NAIL SQ. IN. SQUARE INCH CIVIL DRAWINGS FOR RELATIONSHIP TO PROJECT BENCHMARK(S). M202 MECHANICAL ROOF PLAN Electrical E < W OR ADDENDUM NO. N NORTH TRUE E.O.C. EDGE OF COUNTER / EDGE OF SQ. FT. SQUARE FOOT C NORTH EQUIPMENT S.S. STAINLESS STEEL 12. ANY ADDITIONS OR CHANGES TO WORK MUST BE AUTHORIZED IN WRITING BY THE M301 MECHANICAL DETAILS Plumbing 0 T 0:/ N E2e eats Piping EQ. or = EQUAL STD. STANDARD CONSTRUCTION MANAGER. NO ALTERATIONS WILL BE MADE ON THIS PROJECT M401 MECHANICAL SPECIFICATIONS Jr n_• L��G CV .. EQUIP. EQUIPMENT STL. STEEL +— v EXCEPT UPON WRITTEN ORDER BY THE CONSTRUCTION MANAGER. a A E.S. EACH SIDE STOR.T. STORAGE rip M402 MECHANICAL SPECIFICATIONS BUILDING DIVISION s EXP. EXPANSION STRUCT. STRUCTURAL 13. WEATHER CONDITIONS: CONTRACTORS WILL PROTECT ALL PARTS OF THEIR WORK FIL a REVISIONS SUSP. SUSPENDED FROM WEATHER DAMAGE DUE TO FROST, RAIN, HEAT, ETC. AND WILL MAKE GOOD Permit No. FACT. FACTORY SYM. SYMMETRICAL TO THE SATISFACTION OF THE CONSTRUCTION MANAGER AND/OR GENERAL PLUMBING FOR CITY SUBMITTAL F.D. FLOOR DRAIN Plan review approval Is subject to errors and 3/4/19 CONTRACTOR ANY PORTION OF THE WORK WHICH MAY HAVE BECOME DAMAGED. VICINITY MAP F.D.C. FIRE DEPT. CONNECTION IT) TOP omissions Approval of construction documents noes P101 SYMBOL, LEGEND, SCHEDULES, ABBREVIATIONS &GENERAL NOTES � PLAN CHECK FDN. FOUNDATION not authmze the violation of any adopted Code or 1 T.B.A. TO BE DETERMINED 14. SITE SAFETY: EACH CONTRACTOR WILL ABIDE BY LOCAL AREA STANDARDS AND P201 PLUMBING CHART AND CALCULATIONS 412212019 F.F. FINISHED FLOOR TEMP. TEMPERED (TEMPERATURE) RELATED OSHA STANDARDS FOR THE PROTECTION AND SAFETY FOR THEIR EMPLOYEES ordinance. Receipt of approved Feld Copy and F.F.L. FINISHED FLOOR LEVEL THK. THICKNESS conditions Is act` Ted ec. P301 DRAIN, WASTE AND VENT GLASS T& TONGUE GROOVE DES Date: ! 7!J rAf`7 f o1 _ F.G. FLOAT G ON SITE. THIS ARCHITECT A PROFESSIONAL O A HELD G & HARMLESS BY THE OWNER, GENERAL CONTRACTOR AND RELATED AWARDED P302 DOMESTIC SUPPLY y FLR. FLOOR T.N. TOE NAIL ON THIS PROJECT FOR ACCIDENTS OR INJURIES CAUSED OR ACCRUED ON THIS +a r y FIN. FINISH T.O.B. TOP OF BEAM PROPERTY DURING THE PRE/ACTUAL/POST CONSTRUCTION PHASES OF THIS PROJECT. BUILDING DIVISION P401 PLUMBING SPECIFICATIONS F.N. FIELD NAIL '�. T.O.C. TOP OF CURB F.O.B. FACE OF BEAM - — ___ __ _____..— -. __._—_ P402 PLUMBING SPECIFICATIONS _ F.O.F. FACE OF FINISH T.O.F. TOP OF FOOTING 15, GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR REMOVAL OF DEBRIS F,O.J. FACE OF JOIST T.O.PL. TOP OF PLATE ACCUMULATED BY EACH TRADE. HOWEVER, EACH TRADE WILL KEEP THE JOB SITE REVISIONS ♦ rs\ 1+ f' a F.O.M. FACE OF MASONRY T.O.S. TOP OF SLAB CLEAN AND SAFE AT ALL TIMES, ALONG W ITN A BROOM FINISH AT THE END OF EACH ELECTRICAL COD O"-ioLIANCE _ T.O.W. TOP OF WALL WORKING DAY. No changes shall be made to the scope + F.O.P. FACE OF POST TYE. TYPICAL of work wnnout prior approval of the POLL FIRST FLOOR POWER PLAN )ROVED F.O.S. FACE OF STUD Tukwila Building Division. n 16. TRANSITION OF DIFFERENT FLOORING MATERIALS AT DOORWAYS SHALL OCCUR AT g E101 SECOND FLOOR POWER PLAN F.R.P. FIBERGLASS REINFORCED PANEL CENTERLINE OF DOORS TYPICALLY. NOTE: Revisions will require a new plan 1'7 2Q " x UNIFORM BUILDING CODE J.,��B.C. F.S.FFLOOR rrs U.O.N. UNLESS OTHERWISE NOTED si bmittal and may include additional plan review.FT. FEET E102 FIRST FLOOR LIGHTING PLAN y< "w..r FTG FOOTINGU.S.P. UNDER SEPARATE PERMIT 17 PAINT ALL WALL SURFACES, DOOR FRAMES, BULKHEADS AND CEILINGS IN ROOMS r WHERE INDICATED ON ROOM FINISH SCHEDULE. PAINT BEHIND ALL MOVEABLE ITEMS -- ------ -- - E103 FIRST FLOOR LIGHTING PLAN CI of TukwI a VERT. OR (V) VERTICAL ADJACENTTO WALLS RECEIVING PAINT AND RELOCATE ITEMS. GA. GAUGE (GAGE) E104 ROOF POWER PLAN BULL W a + V.W.C. VINYL WALLCOVERING GB. GYPSUM BOARD NOTES L" . 18. ALL WEATHER SURFACES SHALL HAVE WEATHER RESISTIVE BARRIER TO G.C. GENERAL CONTRACTOR W/ WITH PROTECT THE INTERIOR WALL COVERING AND EXTERIOR OPENINGS SHALL BE FLASHED a GALV. GALVANIZED N A 1 WD. WOOD IN SUCH A MANNER AS TO MAKE THEM WATERPROOF. u 5tNtlntsr , G.I. GALVANIZED IRON W G.B. RESISTANT WATER RE W GLB. GLUE -LAMINATED BEAM BOARD 19. ALL PLAN DIMENSIONS ARE TO FINISHED FACE OF FINISHED WALLS, FACE OF J 1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND eI W.I.B. WALK-IN BOX MASONRY, AND CENTERLINE OF COLUMNS, UNLESS NOTED OTHERWISE. UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES 90V�C� H.D. HUB DRAIN t Projectew9°ger: sr HDR. HEADER WT. WEIGHT POWER POLES, PULL -BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, C- 11C�i�C�, SP r a WWM. WELDED WIRE MESH 20. VERIFY ALL ELEVATIONS AND DIMENSIONS OF STRUCTURAL ELEMENTS WITH , Dale: HOW. HARDWARE APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK-UP. THE .,D ai ARCHITECTURAL DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THE HGR. HANGER CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER _ �� N ( CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND BE RESPONSIBLE FOR THEM. ALL \f -,,,] HGT. or HT. HEIGHT OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY `m + r x' DIMENSIONAL DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE a H.M. HOLLOW METAL CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. I 1. ProjeCNVnibef t809E09 r `' ° rr HORIZ. or H HORIZONTAL ARCHITECT. s I H.S.B. HIGH STRENGTH BOLT ®� SHEETNUMBER 21. PLANS FOR MODIFICATIONS TO EXISTING FIRE PROTECTION EQUIPMENT SUCH AS ME i I I.D. INTERIOR DESIGN STANDPIPES, SPRINKLER SYSTEMS AND FIRE ALARM SYSTEMS, SHALL BE SUBMITTED TO T, AiIN. INCH THE BUILDING DIVISION AND APPROVED BY THE FIRE DEPARTMENT BEFORE 3 EQUIPMENT IS ALTERED OR MODIFIED. + + u, J - ,, INFO. INFORMATIONGOO] TUKWILA„1!t5f IINGTON, E NV. INVERTED ;r 0 5 ffip� EXIT NOTES 1. EXIT SIGNS SHALL BE INTERNALLY ILLUMINATED OR EXTERNALLY ILLUMINATED. 2. EXIT SIGNS ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSIFY 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 ALLTIMES (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 1010,13.3 FOR EXCEPTIONS. 7. DOOR HANDLES, LOCK AND OTHER OPERATING DEVICES SHALL BE INSTALLED AT A MINIMUM 34" AND A MAX. 4C 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 1 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-SffE 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 (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. 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 EXIT LIGHT, SINGLE FACE - CEILING MOUNTED, SHADED PORTION INDICATES FACE OF SIGNAGE 28.8" REQU EXIT LIGHT, SINGLE FACE - WALL MOUNTED, 36' PROVIC SHADED PORTION INDICATES FACE OF SIGNAGE EXIT LIGHT, SINGLE FACE - CEILING MOUNTED, ARROW INDICATES DIRECTION EXIT LIGHT, DUAL FACE - CEILING MOUNTED, '... ARROW INDICATES DIRECTION, SHADED PORTION y INDICATES FACE OF EXIT SIGN EXIT ACCESS # OF OCCUPANTS EXIT TOTAL # OF OCCUPANTS _ XXX'_ TRAVEL DISTANCE TO EXIT ACCESS —o (XXX') TOTAL TRAVEL DISTANCE TO EXIT DISCHARGE' XXX ROOM NAME XX(X +�--# OF OCCUPANTS XXX) ROOM AREA (S.F.) 'i OCCUPANCY FACTOR ALLOWABLE 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 PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 385.1We 1 UO3/26/2019 0 z W 0 ry LJ J a L:ma�� W 00 w c E > Q `^ v \/ > 0y c Q �. E /J {T1 Lu Q s -o N rO- o. v J coF— REVISIONS FOR CITY SUBMITTAL 3/4119 z Q z C0 .1'LIANCE I_- x LJJ ry ty of Tukwila ING DIVISION 1 0 0 H H N H Prged Manager. SP Daie: Scala: P,oiad NamnE.: 1809109 SHEET NUMBER 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 1 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 I 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 30 INCHES ABOVE THE FLOOR LEVEL (1205.1 AND 1205.3). 16. THE MEANS OF EGRESS SYSTEM SHALL MAINTAIN A CLEAR CEILING HEIGHT OF 7'4' MINIMUM. LEGEND AND NOTES I EXIT LIGHT, SINGLE FACE - CEILING MOUNTED, IkD SHADED PORTION INDICATES FACE OF SIGNAGE EXIT LIGHT, SINGLE FACE - WALL MOUNTED, CH SHADED PORTION INDICATES FACE OF SIGNAGE ( EXIT LIGHT, SINGLE FACE - CEILING MOUNTED, T ARROW INDICATES DIRECTION 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' PROCON DEVELOPMENT 4522 Katella Ave, Los Alamitos, CA 90720 a&= J 03126/2019 L_�__ _� 3z________ CONFERENCE I >l � —Q 1880 126 I (15) � z uj Q I32 r.W,/H ROOM 1 r W A(300) W e S O 00 ELECT. ROOM 34 1 W CL - a) CT 2 Iti UJ Q ry N o T vi 2) XXX ROOM NAME XXX X -.—# OF OCCUPANTS (X, ROOM AREA (S.F.) OCCUPANCY FACTOR ALLOWABLE ACCESS TRAVEL DISTANCE OCCUPANCY WITHOUT SPRINKLER SYSTEM (feet) WITH SPRINKLER SYSTEM (feet) 0 200 300 S-1 200 250 NOTE: (E) BUILDING FULLY FIRE SPRINKLERED REVISIONS FOR CITY SUBMITTAL 314119 FOR DIVISION z Q ..J V Z H_ X Lu w 0 O J LL Z 0 U.1 V) ua�e: FE Smie: 61 Praaa ""mom" 1809109 ID � SHEETNUMBER n n � 60"MIN � I FORWARD FORWARD PPROAC APPROACH ONLY z ONLY BACKGROUND TO BE BLUE EQUAL TO COLOR No. 15090 IN FEDERAL STANDARDS 595a. GENDER SYMBOLS TO BE W HITS. MAXI MIN IMAXI- ^ ( n -- �� FOZ z xGx c� f L ----- -o m o 1/4" THK PLASTIC OREQUAL wZ Hj�! o :6:..IN ¢ --_--- b"MA_JNAL12"DIAM<jiER L_ _....._. ...---- 12"SDE 12"DIAMETER U - FIGURE 403.5 CLEAR WIDTH AT ACCESSIBLE ROUTE 36"MIN 36" MIN FIGURE 305.7.1 FIGURE 305.7.2 12' MI 12"MIN ALCOVE FORWARD ALCOVE PARALLEL APPROACH APPROACH FIGURE 304.3.2 T- SHAPED .r,,.. r t - - -� - - F'z`'• I U. z I Q I 32 I~ i 32'MIN. I. MIN N.CLR.I �B`b MI-N. IF ALCOVEIS GREATS 5 THAN 24" IN DEPTH MAX. ELEVATION ELEVATION I PLUMP ENGINEERING INC. CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL (a) (b) TURNING SPACE FIGURE 305.7 FIGURE 304.3 (b) NOTES: I I = I I _ i- - ( J ¢ m e < o m / z_ r o g 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com 'k- z - z co 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 I x I I a I -� §. O �� I ? ( \A =LtOHAN - la°-t9" 32" v 32°MI . EIS GREATS f-�` I' MIN. "I $$6" MIN. IN DEPTH �- 24" IN DEPTH „A„_ NISEX „B„ rEN„C„OMEN TOE CLEARANCE COMPLYING WITH DETAIL ONLY AT THE END OF EITHER THE BASE OR - - -� L - _ J _ Al ONEARM. 2. ALCOVES SHALL BE 36" WIDE MINIMUM WHERE THE DEPTH EXCEEDS 24". I < I 8,. �t a MIN `L I ( ¢ L- J SECTION PLAN PLAN *LEVEL CONTROL BAR SHALL BE A MAX. 6" FROM FRONT EDGE. �^ OF DOOR, TYP FIN FLR 'C 3. ALCOVES SHALL BE 60" WIDE MINIMUM WHERE THE DEPTH EXCEEDS 15'. - - - - - - M N " •„ � *BUBBLER STREAM SHALL BE SUBSTANTIALLY PARALLEL TO FRONT EDGE. A MIN. 4" HIGH OR 3' FOR OVAL UNITS * ° MANEUVERING 16 DRINKING FOUNTAIN 8 RESTROOM SIGNAGE 4 42" (CLEAR' - P _:,.'". CLEAR CLEAR' CLEAR' CLEAR X < 48" X < 48" -- -- (b) i 3UX48" CLEAR FLOOR PERMITTED EQUIPMENT - (a) 180 degree turn 180 degree turn 9 (Exception) F SPACE POSITIONED BOUNDARY OR FACE OF FOR FORWARD PANELING INSTALLED TO APPROACH CONCEAL EQUIPMENT (LINE NOTE: ALL SIGNAGE IS 1 /4" THK. PLASTIC OR EQUAL FIGURE 403.5.1 CLEAR WIDTH AT TURN - _ OF KNEE SPACE CLEARANCE) 1 Stamp: 1 1 ,, IN PIPE INSULATION (IF EXPOSED) MIN' O O P R D A p MX (a) elevation FIGURE306.2 (b) plan 17-25„ y F WAS" �Cy� TOE CLEARANCE - ACCESSIBLE SYMBOL--,, Q c, PLAN VIEW SECTION VIEW MEN WOMEN NOTES: 1. THE CLEAR WIDTH SHALL BE PERMITTED TO BE REDUCED TO 32" MINIMUM FORA 8" MIN z � - - L_ -�f�"4- NOTES: 1. A CLEAR FLOOR SPACE, POSITIONED FOR FORWARD APPROACH, AND KNEE AND TOE CLEARANCE SHALL BE PROVIDED. REQUIRED STRIKE MUST BE FLUSH WITH SURFACE ON DOOR ON BOTH SIDES HARDWARE SHALL BE PLACED ON BOTH SIDES A B C O P 342i8 FSS�0NAI, L ENG\�cxe. os1+9/zo LENGTH OF 24" MAXIMUM PROVIDED THAT REDUCED WIDTH SEGMENTS ARE THE DOOR NEARf��\yo SEPARATED BY SEGMENTS THAT ARE 48"LONG MINIMUM AND 36" WIDE MINIMUM. �'�� 25" FLOOR, MEASURED TO THE TH THE LATCH.jj „2. l�L 2. THE FRONT OF SINKS SHALL BE 34" MAXIMUM ABOVE THE _ WHERE THE ACCESSIBLE ROUTE MAKE A 180 DEGREE TURN AROUND AN ELEMENT I FIGURE 306.3 MA (a) elevation (b) plan FIXTURE RIM OR COUNTER SURFACE, WHICHEVER IS HIGHER. OPERABLE PARTS SHALL�L{J�IJ BE OPERABLE WITH ONE v 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. KNEE CLEARANCE 3. HAND -OPERATED, SELF -CLOSING FAUCETS SHALL REMAIN OPEN FOR 10 SECONDS MINIMUM. HAND AND SHALL NOT REQUIRE TIGHT GRASPING " PINCHING OR TWISTING THE WRIST. THE FORCE TO ACTIVATEPART WOMEN MEN D E - '9 SHALL NOT BE REQUIRED. 4. WATER SUPPLY AND DRAIN PIPES UNDER SINKS SHALL BE INSULATED OR OTHERWISE SHALLBEOPERABLE PARTSHALL BE 5 LBS.MAX. 1. CHARACTERS & BACKGROUND OF SIGNS IS EGGSHELL, NOTES: CONFIGURED TO PROJECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR MATTE OR OTHER NON -GLARE FINISH. 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" 1. SPACE UNDER AN ELEMENT BETWEEN THE FINISH FLOOR OR GROUND AND 9" ABOVE THE ABRASIVE SURFACES UNDER SINKS. 2. CHARACTERS SHALL CONTRAST WITH THE BACKGROUND MINIMUM BY 60" MINIMUM; OR, AN INTERSECTION OF TWO WALKING SURFACES FINISH FLOOR OR GROUND SHALL BE CONSIDERED TOE CLEARANCE. 5. OPERABLE PARTS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE LIGHT ON DARK, OR DARK ON LIGHT. 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. 2. SPACE UNDER AN ELEMENT BETWEEN 9" AND 27' ABOVE FINISH FLOOR OR GROUND OPERABLE PARTS SHALL BE 5 POUNDS MAXIMUM. HARDWARE SHALL BE 34" MIN. AND 44" MAX. ABOVE THE FINISH FLOOR. DOPERABLE OOR SHALL BE S F CLOSING. 3. MOUNT SIGNAGE 60" ABOVE FINISHED FLOOR TO CENTERLINE OF SIGN SHALL BE CONSIDERED KNEE CLEARANCE. 4. BORDER DIMENSION OF PICTOGRAM TO BE 6" MINIMUM IN HEIGHT U CLEAR WIDTHS 19 TOE AND KNEE CLEARANCE 15 ACC. SINK & COUNTER TOP 11 ACCESSIBLE DOOR HANDLE 7 ADA SIGNAGE 3 Z FLUSH VALVE OR CONTROL - 60"MIN. -� �/ Uj 54"MIN .......... NOTE: 17 - 18 CLEtI�------------ 24" 1 >20"-28' ZO" MAXMAXY E i.. -� 39"- 41" MIN 1 OPERABLE PARTS SHALL BE OPERABLE WITH ONE HAND AND VERTICAL GRAB BAR SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING �` OF THE W RIST. FORCE REQUIRED TO ACTIVATE OPERABLE PARTS 36"MIN 132' FROM WALL TO SHALL BE 5 POUNDS MAXIMUM. 2" MAX 42" MI 12"MIN 24" MIN FRONT OF LIP SHALL BE ON WIDE SIDE OF TOILET. f z ry (a) (b) < W FIGURE 308.2.1 FIGURE 308.2.2 UNOBSTRUCTED REACH OBSTRUCTED REACH - m m M 4 r�i ¢ o-, M ¢ Y v 00 00 O^/ o M< 'v O W c� N -inn O U U � O O O N CO- Q, \ 7"-9" w CL > _ �" EQ EQ 9" L.L Lim NOTES: z E 1 Q >i- 03 REACH 2'-0" MIN WC WC URINAL VJALLMOUNTEDLAVATORY SEE DETAIL1EIA703 GRAPHIC OWNER b e O '^ ` � 1. WHERE A FORWARD REACH IS UNOBSTRUCTED, THE HIGH FORWARD �. E SHALL BE 48" MAXIMUM AND THE LOW FORWARD REACH SHALL BE 15" 0 \ Uj •� MINIMUM ABOVE THE FINISH FLOOR OR GROUND. " MAX. s. SYMBOL OF ACCESSIBILITY 4'-020" `' Z z O = N 2. WHERE A HIGH FORWARD REACH IS OVER AN OBSTRUCTION, THE CLEAR FLOOR DISTANCE NOT LESS THAN TO HEIGHT OF 48" r� CBC 11 B-703.4.2 & i l B-703.6.1 25" MAX i '1 \ "v e NOTE: TOTAL STALL LL ! /1 GV 'o SPACE SHALL EXTEND BENEATH THE ELEMENT FOR A THE REQUIRED REACH DEPTH OVER THE OBSTRUCTION. THE HIGH FORWARD TO HEIGHT OF 44" 30" 10" MA - TACTILE SYMBOL OF ---"---- T ACCESSIBILITY \� - co " -------- DIMENSIONS MUST INCORPORATE ALL I- v) a 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"� I I I -` -� ca-" i I - X I CLEARANCES SHOWN TO COMPLY WITH BOTH REVISIONS FORCITY SUBMITTAL MAXIMUM AND THE REACH DEPTH SHALL BE 25" MAXIMUM. w < I w STANDARD ACCESSIBLE TOILET STALL STATE AND FEDERAL :Ej >< _ a 'Y �__�__ DOOR OPENING AT SIDE OF STALL REQUIREMENTS . 314119 CHECK 0 PLAN4/22/2019 FORWARD REACH 18 o o m 0 U ,- _J m ,,, z U MULTIPLE ACCOMO. TOILET 2 6�� MAX. 36" MIN. + + z -'�' -'E < _ x x > /:�/�� iz- �� g z < im ,,., 0 x z / --� =� '� _ p Q < /� i;�' / �, _ ai �' \, 4'_0„ ✓ '�jJ� a FLUSH VALVE OR C 18"MIN. SHALL BE ON W DE SSIIDE NTROL OF TOILET. REQUIRE CLEAR (� m M< 9 m< SPACE J - A. FORWARD REACH TO WALL MOUNTED OBJECTS B MAXIMUM FORWARD REACH C MAXIMUM HIGH AND LOW REACH RESTROOM DOOR KICK PLATE NOTES: REGARDLESS OF STALL N < IWMAX IWMAX >1W-24"MAX (a) (b) OVER AN OBSTRUCTION Alt CONFIGURATION, A 48" I ( 01 LONG MINIMUM ( I CLEARANCE FLOOR Z SPACE SHALL BE PROVIDED :�i z (',(} ?LIANCE W PP€ OV AY 17 201 FIGURE 308.3.1 FIGURE 308.3.2 UNOBSTRUCTED REACH OBSTRUCTED HIGH SIDE REACH IN FRONT OF THE WATER i i CLOSET. �\ ty of Tukwila INTERIOR DIMENSIONS OF f �7Z I SINGLE ACCOMODATION v I co ti is i =2= _ �=:' ,1,. TOILET ROOMS SHALL I �P L - - - - J INCLUDE A CLEAR FLOOR 30"MIN. SPACE OF AT LEAST 60" IN \ W U NOTES: J DIAMETER OR A T-SHAPED 1. WHERE A CLEAR FLOOR OR GROUND SPACE ALLOW A PARALLEL APPROACH TO AN z x 0 ------=----- I x = °- o: x < / CLEAR SPACE. NO DOOR / U Q e�gedmwn°eer: SP ELEMENT AND THE SIDE REACH IS UNOBSTRUCTED, THE HIGH SIDE REACH SHALL BE 48" _ - < "-- < K Own '__ < x z a i - 1 4 z r':: MAY INCROACH INTO THIS MAXIMUM AND THE LOW SIDE REACH SHALL BE 15" MINIMUM. < H U iv 0 O p O� O I A REQUIRED CLEAR SPACE oO1e U _ z_ w O v v "- io '- v z B MORE THAN 12". Y ai _ C A PARALLEL APPROACH TO AN 2 WHERE A CLEAR FLOOR OR GROUND SPACE ALLOW O O O ¢ o `a m = z w U * -SIDE GRAB BARS IN - `m ELEMENT AND THE HIGH SIDE REACH IS OVER AN OBSTRUCTION, THE HEIGHT OF THE = � �O � = SINGLE OBSTRUCTION SHALL BE 34" MAXIMUM AND THE DEPTH OF THE OBSTRUCTION SHALL BE h U-= "- lu" ACCOMMODATION TOILET 32"MIN. 18"MIN. PtOteo1NanibeO 1809109 m H 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 ROOMS MUST BE I INSTALLED SUCH THAT THE STANDARD ACCESSIBLE TOILET STALL SHEET NUMBER FEl CAB FE SOAP DISPENSER BABY CHANGING STATION WASTE RECEPTACLE PAPER TOWEL DISPENSER TOWEL DPR/ MIRROR DISPOSAL 46" MAXIMUM FOR A REACH DEPTH OF 24" MAXIMUM. FRONT END OF THE BAR IS NOTE: TOTAL STALL DIMENSIONS MUST INCORPORATE ALL LOCATED A MINIMUM OF CLEARANCES SHOWN TO COMPLY WITH BOTH STATE AND 54" FROM THE BACK WALL. FEDERAL REQUIREMENTS SIDE REACH 17 ACCESSIBLE MOUNTING HEIGHTS 5 SINGLE ACCOMO. TOILET 1 G004 [7 R>_ -122 g -�+ "�- -� (a) (b) Front Approach Pocket or Hinge Approach Z MIN (c) 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 0INCHES SIDE' 42INCHES 0INCHES POCKETMINGE 42INCHES 221NCHES2 STOP/LATCH 42INCHES 24INCHES 1. DOORWAY WITH NO DOOR ONLY, 2. BEYOND POCKETIHINGE SIDE. v / VOO (c) NOTE: FIGURE 404.2.5 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 8 FIGURE 302.2 x CARPET PILE HEIGHT d a FIGURE 303.2 VERTICAL CHANGE IN LEVEL V X Q 2 q FIGURE 303.3 :E BEVELED CHANGE IN LEVEL 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 CUT/UNCUT PILE TEXTURE. PILE HEIGHT SHALL BEYs' 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 OFYa- HIGH MAXIMUM SHALL BE PERMITTED TO BE VERTICAL. 3. CHANGES IN LEVEL BETWEEN &HIGH ANDYi' HIGH MAXIMUM SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2. FLOOR & GROUND SURFACES 4 AT SIGNS, EITHER ONE 7 12" F I 0 1 z 1 SIGNRWITH BOTH VISUAL AND TACTILE CHARACTERS, ORBOTH VISUAL AND TACE CHARACTERS ARE T WOIRED SEPPARATE SIGNS, ONE WITH z MIN VISUAL, AND ONE WITH TACTILE CHARACTERS, SHALL BE PROVIDED. f b III \ �18" \ �I OBLIQUE, SCRIPT, HIGHLY DECORATIVE, OR OF OTHER UNUSUAL FORMS. CHARACTERS (a) \ SHALL BE SELECTED FROM FONTS WHERE THE WIDTH OF THE UPPERCASE LETTER "O" IS 55 Front Approach, Pull Side (b) PERCENT MINIMUM AND 110 PERCENT MAXIMUM OF THE HEIGHT OF THE UPPERCASE Front Approach, Push Side LETTER "I". CHARACTER HEIGHT MEASURED VERTICALLY FROM THE BASELINE OF THE * If both closer and latch are provided CHARACTER SHALL BE 5/8 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 RASED CHARACTERS WITHIN A MESSAGE, EXCLUDING WORD SPACES. WHERE CHARACTERS HAVE RECTANGULAR CROSS SECTIONS, SPACING BETWEEN INDIVIDUAL RAISED CHARACTERS SHALL BE 1/8 INCH (3.2 MM) MINIMUM AND 4 TIMES THE RAISED z MIN 2" MIN CHARACTER STROKE WIDTH MAXIMUM, WHERE CHARACTERS HAVE OTHER CROSS - SECTIONS, SPACING BETWEEN INDIVIDUAL RAISED CHARACTERS SHALL BE 1116 INCH (1.6 36"MIN o e MM) MINIMUM AND 4 TIMES THE RAISED CHARACTER STROKE WIDTH MAXIMUM AT THE BASE OF THE CROSS SECTIONS, AND 1/8INCH (3.2 MM) MINIMUM AND 4 TIMES THE RAISED CHARACTER STROKE WIDTH MAXIMUM AT THE TOP OF THE CROSS SECTIONS. CHARACTERS SHALL BE SEPARATED FROM RAISED BORDERS AND DECORATIVE ELEMENTS 3/8 INCH (9.5 (c) MM) MINIMUM. SPACING BETWEEN THE BASELINES OF SEPARATE LINES OF RAISED Hinge Approach, Pull Side is) CHARACTERS WITHIN A MESSAGE SHALL BE 135 PERCENT MINIMUM AND 170 PERCENT Hinge Approach, Push Side MAXIMUM OF THE RAISED CHARACTER HEIGHT. * if both closer and latch are provided ** 48" min if both closer and latch provided ZMIN� g MINb�} if) Latch Approach, Pull Side (g) * 5C min if closer is provided Latch Approach, Push Side * 49' min if closer is provided MANEUVERING CLEARANCE AT MANUAL SWINGING DOORS z 18"*. MIN (a) Pull Side *2C min if at exterior F ,,� I 12"' — H (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 60INCHES 18INCHES FRONT PUSH 48 INCHES 0INCHESr HINGE PULL 60INCHES 36INCHES HINGE PULL 54INCHES 42INCHES HINGE PUSH 42 INCHES 2 22INCHES' LATCH PULL 48INCHES4 24INCHES LATCH PUSH 42INCHES 4 24INCHES 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. 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' 00 0 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 DOTS IN ADJACENT CELLS SINGLE BRAILLE CELL RECiFIV D O ITY OF 1'tiKWILA DISTANCE BETWEEN DOTS IN THE SAME CELL 0 00 00 MAR 2 9 2019 O 00 O O PERMIT CENTER, RASED DOT DISTANCE BETWEEN CORRESPONDING DOTS O O O FROM ONE CELL O O BASE DIAMETER I, DIRECTLY BELOW / O Q O O+p�NORASED'DOT BLANK CELL SPACE �FIGURE703.4.3 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 IS 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 318 INCH (9.5 MM) MINIMUM FROM RAISED BORDERS AND DECORATIVE ELEMENTS. PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 A 34218 �1S14Rs UO3/26/2019 z / �!� ti/ rW ry W > 0 acc,0E� 00 N•"'_% O?, 0 0 > Q L1J h a ry l=� H ti l co H REVISIONS FOR CITY SUBMITTAL CC', �jLIANCE 11 LZ J W17 L W /of Tukwila F— J m W U U Q I SHEETNUMBER ACCESSIBLE DOOR CLEARANCES 9 ACCESSIBLE DOOR CLEARANCES 5 SIGNS/ BRAILLE ( 1 USER NAME; CHAD REYNOSO PLOT DATEMME: 312012019 11:24 AM .1-1 IAPR(lftWF OPMFN HA.VATI)KWI[AWA\AIBMln9SHA.VA-TtWWIIA WA-MEAKROOM.RMROONS.COMFRFNCFMOM-TNACAO\ARCHffECTURAL\IW91W-ADOOSITEPIAN,OWG F-77M J-I o' 31 CJ CD CJ C a) Li LH W W ILI) R) 010D W F=T pfl )10! � IRE 0 J 'J F!- i❑It I t 0 70 El ==L:== 0 00 1❑ 1] 1 H-= L L L11 -J-❑ -J-J-L-1 =F E 71 17 EL F 'F-T❑ - ]❑ 0 Jf-IJ- Ho EIET 0= J J=171 LJ 7117-F-H dv -12 U0=1 F-- P =E-1 H-ff E10 EL-IL-L-L-1 - T � IF] =E1 E HE- E-11--li Q =E1 L❑L LJL-ILE: T-- k L= . . . . . . . . . . li— E=",Rgq ® 71-- k-1 It FIIH-Ef II p 12 13 14 15 16 U 17 16 19 J O ru 8 6 01 11 ro CA ANDOVER PARK EAST F-- FE I ] i, �- E LH H E] _F=T] M M 0 rn > :IC. C)ryl = -nC') z V0 M o M z M 0� z o ca 0 b Project: > z 0 fI;0 a a zs' Tenant Improvement For: z r 9 0 2 GO In o gg onz FIT z SHASTA BEVERAGES INC. ST4 C, 2 C, 0 > o > c 12 0 o-- CD o w > < 3 > m 'o < i�3 — I �t� J � 0 -3 1 0 ;U z CD z F- 7 ? a n 'R.:2 m F-1 1 R-2 m (D I loll I I I RPI BREAK ROOM ao NI) SheetTitle: 1227 Andover Park E m 0 SITE PLAN 2 z Tukwila, WA 98188 2 m n ADD DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF THE PLUMP ENGINEERING, INC. NO PART OF T—St DU-1.1., ---- —1— —N--, 1— —A--K WIIHUUI — WHI—N F—M-51UN — PLUMP t—IN—IN0, ING. - COPYRIGHT 2016 CALL FIGHTS K—HV CONSTRUCTION KEYNOTES TEMPORARY CONSTRUCTION FENCE. ElNEW GUARDRAIL, PER STAIR MANUFACTURER. 3 NEW PRE-FAB STAIRS BY OTHERS. - PLUM$ (E) STAIRS. ARCHITECTURE & ENGINEERING 5❑ DEMO PORTION OF (E) CONCRETE WALL FOR NEW EXIT DOOR, PREP FOR a division of Plump Engineering, Inc. OPENING REINFORCEMENT PER STRUCTURAL. 914 E. KATE LLA AVENUE ❑6 NEW FLOOR DRAIN, PER PLUMBING PLANS. A A EIM, CALIFORNIA 92805 P (714) 385-1835 F(714)385-1834 �7 NEW BOLLARDS. www.plumpgroup.com 8� (E) COLUMN. 11 9 (E) CONCRETE WALL. 10 NEW WALL MOUNTED LED LIGHT FIXTURE. SEE ELECTRICAL DWGS. 11 GATE IN TEMPORARY CONSTRUCTION FENCE FOR EGRESS EXIT DURING _ 60'-0" 6'.0" k�p�"}"�T' t•, B B CONSTRUCTION .. ,tiE,itt':7APA2EN'ri jfdC., ,. _` 12 (N) DRYER (9) T C I 1"=99" 13 LOCKERS BY OTHERS 4 I C 2 A (9 EQ. RISERS) MIN. C I A A200 _- A200,F PROCON DEVELOPMENT D D 2 4522 Katella Ave. UP -- 1 14'-0" Los Alamitos, CA 90720 '•I TYP. I _ Stamp: ` � r --- r --- / O O G �F WAS G2 WOMEN'S % • • r tl' p1A• i 12 103 MIN"I I S' i I TYP. �,J o 4 MyN. i 5•_P' Tt4• i 3.-1.i 5'-9"-5'=3�_ 3�_1„ t 3�_0�. - 6 30'k48" /' /-----� / , �P' r \P ' ' i 30'k48"' �' 6 �------t 30"x48" / L — — _J O �o q 34218 L ��•de i 30"x48" i MEWSNA 12 I OPI �yPBm@Ge9lxm h HP mp Richardir urn ah t4)3851835 102 ----� ---- 4 / / WALL TYPES / A200 0 lO INTERIOR PARTITION, NON -RATED: O.C. FULL HEIGHT TO STRUCTURE ABOVE w/ ✓ `� 2X6 WOOD STUDS AT 16" (1) LAYER 5!8" GYP BD EACH SIDE FULL HEIGHT TO 6" ABOVE ADJACENT CEILING. ?9 c%> 13 TYP. R it - - --T O 4 1 03/26/2019 II Z b M/LOCKER WAOCKER -- _ j} BREAK ROOM _ 101 104 — —T FI-05-1 W 0 13 TYP. :r �yQ . rV w LEGEND TYP. I --- w o 00 0 00 NEW WALL PANEL ------ :I• YP. TT � O C, > O DOOR TYPE Q O HALLWAY wlE <W® ROOM NUMBER ( I jQ0 ]Flo 1-6" 4 1'-6" 8'-6" 4'-0" 1'-d" 0" .. O �CL R.CLR.OWINDOWTYPE I 24'-0" 15'-4" 20'-8" col a REVISIONS I 1 UPI FOR CITY SUBMITTAL EXISTING ATTACHED BUILDING i .) 3+4119 I UP �> I �> I - I I G L! L kOVLD 3 E SHOP ✓D` 1 4 nECIFIVED C Q p A1os A2o0 CITY OF TUK0 UIL G DIVISION MAR 2 9 2019 Qf O j�— —. OEPTER V) U_ ._.. — — — °�_— MEN 4 A ' / PLAN U_ ft]e Ma Q_ SP Dala: srole: g NORTH v Prgec Numeer.h 1809109( J„y, //��/ 0/n o SHEET NUMBER - - FIRST FLOOR PLAN 1 JAI 00 1/A" I1 -0" CONSTRUCTION KEYNOTES ip PROJECTION SCREEN ABOVE. aNEW GUARDRAIL. NEW STAIRSw/ HANDRAILS. �^ (E) STAIRS. 1�W ® 1 ARCHITECTURE & ENGINEERING WATER HEATER, SEE PLUMBING DWGS. a division of Plump Engineering, Inc. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P(714) 385-1835 F(714)385-1834 www.plumpgroup.com I. I DEY�7N't II4C - (11)T@11"=121" .I I (12 EQ. RISERS) LWI PROCON DEVELOPMENT LANDING 4522 Katella Ave. R DN. 7 =j Los Alamitos, CA 90720 `• D9 CUR. Stamp: WWAS,ol &' W7 W1 Wt W1 _. i: �Q ,Pyc'• z EQ. 34215 �e F01SIC5% a' fs AL L E�� EXP, ' A200 — a 03/19/20 i ERA pe0.a.com, RichardEe0, C'�` kha,5d nP9�k�urtT� � �0�eG509, F WALL TYPES 1 Na ofMs Y d tttffi' i 14) 3851035 Ot INTERIOR PARTITION, NON -RATED: 2X6 WOOD STUDS AT 16" O.C. FULL HEIGHT TO STRUCTURE ABOVE w/ (1) LAYER 5/8" GYP BD EACH SIDE FULL HEIGHT TO 6" ABOVE ADJACENT CEILING. N �. OF SCREEN CONFERENCE 03J26/2019 J O2 INTERIOR PARTITION, NON -RATED: ROOM 201 O 4 Z 2X4 WOOD STUDS AT 16" O.C. FULL HEIGHT TO ADJACENT CEILING ABOVE w/ 5/8" GYP BD ONE SIDE V) �W'^) 9> N WH WIN �/ LEGEND a ROOM � LLI 2 W TYP. W i oo 4•-2" ELECT. r.�i_ co � � NEW WALL PANEL D7 i I D10 ROOM N ROOM ZOZ 4) E \ > Q DOORTYPE ra — TYP. 0) 's/ O a- v ® ROOM NUMBER — — — — W1 — — W1 — -- iv — — — — — _ <C Q W 13'-71 /2" 4'-0" 4'-3" 4'-0" EQ. 6,-6„ T/L C ® WINDOW TYPE 4 i. I ON u w 2 I L ' o N F� EXISTING ATTACHED BUILDING. -_ v, @ d „> '° I a. REVISIONS FOR CITY SUBMITTAL 314/19 DN 0 ':4 'd I-.', _ E OFFICE D- CC;:<rLIANCE Z APPROVED CITY OF TUK bILA � MAY MAR 2 9 2019 0 City DN. 4 A200 PERMIT CENTER of Tukwila 0 U— r) 4 ) - - - - - - - Uj N Proled Manager: SP A t'1 - p D PLAN NORTH N Date: swie: ProlenNem 7809109 SHEETNUMBERSN/DFLOOR %— /;�10L'--)- 9 ECO� 10 PLAN 1 1 Z �o Oe� wP: oo �r0 6�4 20Q KEYNOTES ❑ NEW WALL MOUNTED LED LIGHT FIXTURE. SEE ELECTRICAL DWGS. ® W B 8 ARCHITECTURE & ENGINEERING a division of Plump Engineering, Inc. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835 F(714) 385-1834 www.plumpgroup.com a�t<e�'. t I PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 l Stamp: PR D A. p G� WASH CGh DE z } F-1 Po y 34218 � �Q M N'S RESTRO M W MEN'S REUTR OM 102 103 8'-0" AFT � 8'-0" AFF � INNA LT E ENG\�exa. os fs zo _ 3h�L'�tTss�T� 4 E„SPh W ^V Richard UrilE^eB ^9 T- R' Iry eauNw of this tlI atwn t cgfra'c2puniaigl aes�eas - UO3/26/2019 Z BREAKROOM v LEGEND r WOMEN'S LOCKER- 110 " 8'0- A F W ACT ry Uj NEW 2x4 SUSPENDED ACOUSTICAL CEILING NOTE: INSTALL PER DETAILS -SHEET A501 - O 1 A501 A501 A501 00 � O 0 fb 2Od 2'x4' LIGHT FIXTURE, SEE ELEC. DWGS. 14 r� \ L J — — '�" .) — — — — — — — — — — — — — — E `< % Q A501 E < � hUj J3 . EXIT LIGHT, SINGLE FACE - WALL MOUNTED. SHADED PORTION INDICATES FACE OF EXIT SIGN Fl o v , N ~ Cn REVISIONS MECHANICAL SUPPLY GRILL. SEE MECH. DWGS 1 ( FOR CITY SUBMITTAL 3/4/19 MECHANICAL RETURN GRILL. SEE MECH. DWGS EXISTING ATTACHED BUILDING E SHOP a .: Q CL rG•i2 LIANCE ''E CC"-PP-.LD Ap'�. Q 19 Z J RECFAfEtl CITY OF 1' KWIL W c.i 0 0 ;lty ot I Ukwila DING DIVISION ( \................ _ {\ _ _ 0 I- N � ILL- '•�. a--.;,�3i. — �_._ _ ,L. . — a. _ — _ a _ ,-._;�_• _q MAR 29 2019 PERMIT CENTER • .• / �, A �' / / / / B PLAN NORTH m Pro7ecl hbnag9Y. SP Date: hWect N�mbe,: 1809109 H SHEET NUMBER 02 FIRST FLOOR REFLECTED CEILING PLAN;,71Al 14"=1'-0" KEYNOTES ONEW WALL PACK, SEE ELECTRICAL DWGS. IflPROJECTOR SCREEN a— ACT NEW 2xdSUSPENDED ACOUSTICAL HEETA5CEILING NOTE: INSTALL PER DETAILS -SHEET A501 A501 A501 A501 2'x4' LIGHT FIXTURE, SEE ELEC. DWGS. 14 A501 2'x2' LIGHT SURFACED MOUNTED LIGHT FIXTURE, F71 SEE ELECTRICAL DWGS. PROCON DEVELOPMENT I 4522 Katella Ave. Los Alamitos, CA 90720 V 03/26/2019 Z V) (W ry W �• 0 W m0 0 ry o�� W < '3 a T< ry N o a 'J_ ^ v) co � h�— REVISIONS FOR CITY SUBMITTAL. EXIT SIGN, SINGLE FACE - WALL MOUNTED. SHADED PORTION INDICATES FACE OF EXIT SIGN MECHANICAL SUPPLY GRILL SEE MECH. DWGS I z MECHANICAL RETURN GRILL. SEE MECH. DWGS E OFFICE Q CL i 11 l ODE CC,'_- ;LIANCE ,..::zf-A -"8 Al 2919 EXISTING ATTACHED BUILDING �I nECFIVED CITY OF'I'UK1"VtLA zl 0 W 0 U IJ p • AN City of Tukwila UILDING DIVISION Y2"THICK GYP. BOARD EXHAUST, SEE MECHANICAL DWGS MAR 2 9 2019 PERMIT - CENTER / bd / / / / / / pLU oW (/) Project Manager: SP Daie: PLAN NORTH B H Sca.: Pr J.dNumb 1809109 SHEET NUMBER A 103 SECOND FLOOR REFLECTED CEILING PLAN �a� KEYNOTES 4 0 OROOF TOP MECHANICAL UNITS, SEE MECHANICAL DRAWINGS. O2 (E) PARAPET 3❑ LINE OF NEW OFFICE BUILDING BELOW. (� rLU rE aEXHAUST, SEE MECH. DWG. ARCHITECTURE & ENGINEERING a division of Plump Engineering, Inc. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 I - - I P(714) 385-1835 F(714)385-1834 www.plumpgroup.com •®m® iY detkdm,e� ^ rrscst>n�rx�r INC. 3 I I PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: �PRDA.A( Wasy of I 1 1 �oFFsgFC/ Tif4�p\�� S/ONAL �� Exp. o3/is/so 3 - - - - - - - - - O - - i- - - - - r4 . 4� 'q t E= ft Fea ASS k3i% IwM 0.1 " Richardu 14)38S1635 UO3/26/2019 I i Z Uj LEGEND 4 I I Uj EXISTING ATTACHED BUILDING -- Uj J 00 ° co O00 - - - - - - - - - - - --- - -- Q 0 o < W < o I.T V) c f= a REVISIONS ( I FOR CITY SUBMITTAL 3/4119 2 i nECOVEri CC CITY OF i'i MVI .., C°. , LIANcE rv„-vt' MAR 2 9 2019 ,At -- 1 -- — — — I — — --- — — — — — — — — — --- -- — — — — —MIT CENTE B ity of Tukwila I " z Q Lj- 0 O SP Dale: A B PLAN NORTH H scar: rrae<f Number: 1809109 SHEET NUMBER Al 04 PARTIAL ROOF PLAN 1 1 /4"=1'-0" a 0 U CONSTRUCTION KEYNOTES'""" MINIMUM CLEAR PER ADAAG CODE SECTION 404.2.4.1. NEW DOOR. a NEW STAIRS & HANDRAILS. PLUMP ENGINEERING INC. ❑4 NEW GUARDRAILS. STRUCTURAL, CONSULTING ENGINEERS MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, 5 NEW WALL MOUNTED LED LIGHT FIXTURE. SEE ELECTRICAL DWGS. ARCHITECTURAL ❑6 NEW WALL WITH R-21 (U=0.046) BATTS INSULATION PER WASH. STATE 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 ENERGY CODE. P (714) 385-1835, F (714) 385-1834 F7 EXISTING ATTACHED BUILDING WITH WALL FURRING, R-21 (U=0.03) BATTS _ www.pelca.com INSULATION PER WASH. STATE ENERGY CODE. 1 Stamp: FR D. A, p 'QE . 1 WASy��G�� Q i 34218 ASS/DNA 5,-0" n 11 ENExP. 6 os/Is/zo 4- o c . 0 4 ❑2 ( F V 2% MAX. SLOPE FOR DR AWAGE r� 1 z u R� j oZ 51 W a ° UP LEGEND °w b w\\ � LJ.I 00 �00 o O coo' NEW WALL PANEL WITH R-21 (U=0.046) BATTS INSULATION PER o (ll WASH. STATE ENERGY CODE.ry o UP } O EXISTING ATTACHED BUILDING WITH WALL FURRING, R-27 ° Q _ Q (U=0.03) BATTS INSULATION PER WASH, STATE ENERGY CODE. b z •� _ \ W ° ry N o (" V) co 2 a REVISIONS N FOR CITY SUBMITTAL a_ 314119 rV PLAN CHECK I Q 4122019 :4 N ry 0 tY �4 X Z P lAY 17 20119 Q ^-� -VFY. °� :ity of Tukwila n BL U 1 I DING DIVISION ry W SP /, ( / / / / / PLAN _ same: NORTH O L v� Proled Number. 1809109 SHEET NUMBER Al 05 ENLARGED PLAN @ EXTERIOR STAIRS 1 1 1 /4"=l'-0" TOILET ACCESSORIES TOILET ACCESSORIES BY "BRADLEY OR APPROVED EQUAL �SS SEMI -RECESSED TOILET PAPER DISPENSER W/RESERVE WITH SEAT COVER DISPENSER. 25'3"O.PARAP __+ R-21 (U=0.04} B�INIILATION VFY. SS SEMI -RECESSED TOILET PAPER DISPENSER W/ RESERVE WITH SEAT COVER DISPENSER: (SINGLE) PLUMP MP ENGINEERING INC. ,'; , , , ! , �;, '',,. .' .. ., ,, e: ;! ,:. „ �'',,,,,, ,�„ ,� ...'� �s,� B.O. DECK VEY.D O O4' SOAP DISPENSER TOILET PAPER DISPENSER G004 SS RECESSED SEAT COVER DISPENSER + 20'-0' B.O. BEAM CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHBECTURAL 914 E. KATELLA AVENUE 7NAHEIM, CALIFORNIAF 92805 P ( www.peiccom a. - OSANITARY NAPKIN DISPOSALS WALL MTD. ( PARTITION MTD. HAND DRYER GRAB BARS G004 5 O MIRROR G004 FIN . FLOOR VFY FL „-. FIN. ftOOR + 10'-1" B.O. BEAM 4 B.O. CEILING If - Stamp: �pR D A. A( �Qf WASy��-0 + 0'-0" e � - FIN. FLOOR �P 34215 C �fS. F0 / S T SIOMAL ENG EMP 03(iR PARTIAL BUILDING SECTION 4 BATHROOM ACCESSORIES: 1 /4" = V-0" A. MIRRORS LOCATED ABOVE LAVATORIES OR COUNTERTOPS SHALL BE INSTALLED WITH THE BOTTOM EDGE OF THE REFLECTING SURFACE 40" MAXIMUM ABOVE THE 18 FINISH FLOOR OR GROUND. A501 TT B. MIRRORS NOT LOCATED ABOVE LAVATORIES OR COUNTERTOPS SHALL BE INSTALLED WITH THE BOTTOM EDGE OF THE REFLECTING SURFACE 35" MAXIMUM ABOVE THE FINISH FLOOR OR GROUND.. C. WHERE TOWEL, SANITARY NAPKINS, WASTE RECEPTACLES, AND OTHER SIMILAR DISPENSING AND DISPOSAL FIXTURES ARE PROVIDED IN TOILET FACILITIES, AT LEAST ONE OF EACH TYPE SHALL BE LOCATED ON AN ACCESSIBLE ROUTE ALL OPERABLE PARTS, INCLUDING COIN SLOTS, SHALL BE 40" MAXIMUM ABOVE THE FINISHED (V) FLOOR. D. TOILET PAPER DISPENSERS SHALL BE 7" MINIMUM AND 9" MAXIMUM IN FRONT OF CENTERLINE OF THE DISPENSER. THE OUTLET OF THE DISPENSER SHALL BE BELOW THE GRAB BAR, 19" MINIMUM ABOVE THE FINISH FLOOR AND SHALL NOT BE LOCATED BEHIND THE GRAB BAR. DISPENSERS SHALL NOT BE OF A TYPE THAT CONTROLS DELIVERY OR THAT DOES NOT ALLOW CONTINUOUS PAPER FLOW. - 17 A501 /� v / W TOILET PARTITIONS < ELEVATION @ BREAKROOM AREA 3 FLOOR MTD. STAINLESS STEEL TOILET PARTITIONS BY"BRADLEY" OR APPROVED EQUAL W/ CONTINUOUS BRACKETS, CONTINUOUS PIANO HINGES, SURFACE MOUNTED SLIDE LATCH, SHOES - FLOOR MTD. ANCHORED / OVERHEAD BRACED INSTALLATION. PROVIDED BY G.C. SCREENS URINAL SCREENS -STAINLESS STEEL PARTITION. PROVIDE BRACKETS BY "BRADLEY" OR APPROVAL EQUAL NOTE: CONTRACTOR TO PROVIDE 20 GA SHEET MTL. BLOCKING IN WALL FOR ANCHORAGE OF TOILET ACCESSORIES AND PARTITIONS AS REQUIRED. SHEET NOTE: 1. SEE PLUMBING DWGS. FOR ADDITIONAL INFORMATION 2. SEE FINISH SCHEDULE FOR ADDITIONAL INFORMATION 3. SEE DET. 5/GOD4 FOR RESTROOM ACCESSORY HEIGHTS 4. SEE DET. 5/G004 FOR RESTROOM FIXTURE HEIGHTS 1 /4'' = 1'-0" Uj W �URINAL LLO �- o' C L - •- Q W Q — c d r � co i- 6 i 4 3 TTY. 22PTYP. i - I- _ _ I - -- -- --- --- - _ f �-I - ----� - _.._ .... _. .- --------- --- - I �- _ -- —-- ----- -- I- - - I_� D C B A 2 A501 2 TYP. REVISIONS FOR CITY SUBMITTAL 314119 PLAN CHECK ZN 4/22QO19 KEYNOTES INTERIOR ELEVATIONS @ MEN'S RESTROOM 2 1❑ GRANITE COUNTERTOP W/4"BACK SPLASH & SIDE SPLASH 1 /4" = 1'-0" 2 ❑3 WATER SUPPLY AND DRAIN PIPES UNDER LAVATORIES SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES AND SINKS. SMOKY BROWN PEAR NATURELLE FINISH CABINETS BY FORMICA -STYLE: 5488 NT 1 4 ] 3 7 5 6 '. - 8 2 TYP, C cry z Z ^� O O Q U 7 W J UJI - a. CC:. LANCE U LL gAA 4 NEW STAIRS HANDRAILS & GUARDRAILS. w/ I i I — � ; � � — L=UJ _ � Z of ityo i — - - - -- — I — � CO— _ 06 } Proect Mona9et SP D C B A 2 12 N scale: Project Number 1809109 TYP. A501 SHEET NUMBER A200 INTERIOR ELEVATIONS @ WOMEN'S RESTROOM 1 1 /4" = 1'-0" zo= LAVATORY PER 1 T' MIN HEADER PER STRUCTURAL PLUMBING DWGS G. I. DRIP 'L _ \ GYP. BD. EA. SIDE 4 " c 4. -- WALL ................. -- STEEL WINDOW FRAME D ° ° e ... .. " ' W/ REMOVABLE STOP PLUMP ENGINEERING INC. ( " o" 4 ° 44 STRUCTURAL, CONSULTING ENGINEERS MECHANICAL, PLUMBING, KNEE x ( CLEARAN z_ / E (� — HOLLOW METAL FRAME W/ T-STRAP BENT & SECURED TO MASONRY W/ 2" LAG ELECTRICAL, CIVIL, SURVEYING, ARCHfiECTURAL 914 E. KATELLA AVENUE z i ( 1(4°CLEAR GLASS (SEE ELEVATION IF GLASS IS TO BE TEMP.) BOLTS IN LEAD SHIELDS, STRAPS AT 2-O" O.C. 6" FROM EA. END 5 AT JAMB ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.petca.com PRIOR TOINSTALLATION, _J CONTRACTOR SHALL ro h MIN. 3 AT HEAD MIN. CONFIRM THAT THESE z Lu DOORSEESCHEDULE CLEARANCES WILL BE :2 TOE n Q MET b. CLEARNCE w � INSULATE ALL DRAINS AND HOT WATER PIPES MAX I_ _I MIN '` ----- SEE PLAN FOR LOCATION Of SAW CUT OPNG. IN CONC.WALL WALL THICKNESS DETAIL 20 DETAIL 16 COUNTER CLEARANCES 12 WINDOW HEAD/JAMB 8 HM FRAME @ EXIST. CONCRETE 4 JOINT BETWEEN INT. Stamp: AND EXT. SLABS THRESHOLD SET IN CONT. BED OF BUILT-UP METAL STUD HEADER 1 WHERE WALL OCCURS ---- SEALANT BOTH SIDES (TYP,)MASTIC �I,,RD.A. oz �F 14 A SEALANT WOOD STUD PER PLAN PER WOOD STUD PER STRUCTURAL34218 STRUCTURAL O¢ � 2 % SEALANT BOTH SIDES (TYP.) EACHLJAMBL 3 `FRAME RENFOR INS ��' /0 A LEEx MAX, PER MFR'S RECOMMENDATIONS A 03l+9I2o ALL HARDWARE LOCATIONS. iik CONC. PAYING - - METAL FRAME, REFER TO DOORSCHEDULE FOR TYPE (RATED WHERE REQUIRED) DOOR - SEE DOOR SCHEDULE DOOR - SEE DOOR SCHEDULE ' 4" PRE-FAB K-D FRAME, REFER TO No. lOxlz' FHWS, PHILLIPS DOOR SCHEDULE FOR TYPE W HERE WALL OCCURS NOTE: 1 - 0.37 1 ?-0 /) / /l /U /DETAIL 19 DETAIL 15 ALUMINUM THRESHOLD 11 INT. DOOR HEADER DETAIL 7 INT. DOORJAMB DETA\�ILILL(((,/// 3 zJ MIN. OF (2) 12 GA HANGAR VERTICAL WIRE WIRE TENSION VERTICAL WI E IRE HANGERS PER 14 uj WIRES TO STRUCTURE ABOVE HANGER WIRE 12 170# 14 HANGERS PER (MAY BE SLACK), TYP. 11 225# THROUGHOUT, U.N.O. 10 300# i SUSPENDED CEILING I a„M a„M "A W ACT CEILING TILE RMSTRONG BERC2" CLIP @ UNATTACHED ENDS /'\ tICC-ES-ESR-1308)t,.11POP uj PROVIDE SUPPORT BLOCKING AS OSEISMICLOCK.INGPI RIVET @ EACH T-BAR GRID RUNNER p�(�AND 1 ® W �OREQ. 001 oITH ADJ.SHELF WALL TYPE 0Q RECESSED STANDARDS. PER PLAN � MAIN RUNNER l9 3 V)PLASTIC LAMINATEBINET LIGHT FIXTURE R o E �// Q 12 GA. GALV. WIRE FOR ''}< /lk a 4 p 2 2 I�G N FIXTURE HANGER WIRES TIE 4 o as ' /� C14 o �•/ WIRE PULLS - WIRE 3 TIMES MIN. T-BAR GRID LOCKING CLIP TO FASTEN g ! '— ---- (THROUGHOUT a WALL ANGLE PER T-BAR GRID REVISIONS CROSS RUNNER TO MAIN PLAN WALL ANGLE PER RUNNER T-BAR GRID PLAN FOR CITY SUBMITTAL PER PLAN D D T-BAR GRID UNATTACHED END PER PLANE T-BAR GRID ATTACHED END COMPRESSION STRUT (@12'-0" 1. METAL SUSPENSION SYSTEMS FOR ACOUSTICAL TILE AND FOR LAY -IN PANEL CEILINGS SHALL O.C.) & (6'-0" MAX. FROM WALL) 12 GA VERT HANGER WIRE @ BE INSTALLED IN ACCORDANCE WITH "CALIFORNIA BUILDING CODE" (IBC) CHAPTER 808 - CHECK a PLA44/2�19 UPPER CABINET SECTION 18 LIGHT FIXTURE IN CEILING GRID 14 2-0 lx4 W/ ' —__ I SELF RIMMING LAV. FASTEN 5E 4'-0" O.C. WITH MIN (3) TIGHT ACOUSTICAL CEILING SYSTEMS. HANGER WIRES LAM. FACE v-- PER MFR. 56 GRID ATTACHED _ TURNS IN 1-1IZ' 2. HANGERS FOR SUSPENDED CEILING SHALL BE NOT LESS THAN THE SIZES SET FORTH IN ASTM COMPRESSION STRUT SHALL � m ' TO WALL M LDING C635 & C636, FASTENED TO OR EMBEDDED IN THE STRUCTURAL FRAMING, MASONRY OR NOT TAKE THE PLACE OF A COVED BACKSPLASH 12 GA SPLAYED BRACE CONCRETE. HANGER WIRE WIRE WITH MIN. (4) TIGHT —THREADED R D - - d .� - • --_--------- - - M ' , a5DTURNS IN 1-1 /2" 3. HANGERS SHALL BE SADDLE -TIED AROUND MAIN RUNNERS TO DEVELOP THE FULL STRENGTH 12'- " O.C. M X. 8 �_`� ` IiA " - �°y��ti{yl;`� --- WALLTYPE �) OF THE HANGERS. LOWER ENDS OF FLAT HANGERS SHALL BE BOLTED w/ 1 /8" BOLTS TO MA PER PLAN p {•--�) 4'-0" O. RUNNER CHANNELS OR BENT TIGHTLY AROUND RUNNERS AND BOLTED TO THE MAIN PART P=IAY 17 2019 INSULATE HW ' + PIPE AND DRAINU- ---GRANITE i z O _z 4 4 MAX. OF THE HANGER. - ---- - -� COUNTERTOP W/ 4" ¢ = p QO Ud SPLAY BRACE WIRE 1I 4. SPLICES AND INTERSECTIONS OF RUNNERS SHALL BE ATTACHED WITH MECHANICAL CROSSRU NER ZO BACK SPLASH @SIDE z ¢ INTERLOCKING CONNECTORS SUCH AS POP RIVETS, SCREWS, PINS, PLATES W/ BENT TABS, jr �I of Tukwila z SPLASH p q 4 S OR OTHER APPROVED CONNECTORS. DESIGN CONNECTORS FOR 2 TIMES DESIGN LOAD ILDING DIVISION x a ¢ M X. U ULTIMATE AXIAL TENSION OR COMPRESSION (MIN. 60 LBS.) OR, CROSS -FURRING SHALL MAX.dAAX O 0 O BE SECURELY ATTACHED TO THE MAIN RUNNER BY SADDLE -TYING WITH NOT LESS THAN ONE O STRAND OF NO. 16 OR TWO STRANDS OF NO. 18 U.S. GAUGE TIE WIRE OR APPROVED I I -J FIXED PANEL MAIN RUNNER TILE WALL TRIM EQUIVALENT ATTACHMENTS. < CABINET PULL 5' _ 5E MAIN RUNNER, @ N-0" LATERAL FORCE BRACING (THREADED RODS) 5. THE MAIN RUNNER AND CROSS -RUNNER SHALL NOT BE LESS THAN THE SIZES SET FORTH IN O.C. (OR 2'-0" O.C., SEE H uj z NOTE: CONST. SHALL BE 3/4" PLYW'D. VERIFY MATERIAL - ASTM C635 & Cb36, EXCEPT THAT OTHER STEEL SECTIONS OF EQUIVALENT STRENGTH MAY BE NOT TO EXCEED 12' O.C. EACH WAY. THE FIRST REFL CLG PLANS) 2" MAX. FROM BRACE WIRES POINT WITHIN 4' FROM EACH WALL. SUBSTITUTED FOR THOSE SET FORTH IN THE STANDARD. [� Pmlect tim"aee" SP W/PLASTIC LAMINATE FINISH ON ALL EXT. SURFACES. ALL INT. SURFACES SHALL BE TO CROSS RUNNERS--- CROSS RUNNER @ 2'-0" O.C. b. LIGHTING FIXTURES: FURNISH AND INSTALL COMPLETE WITH LAMPS, BALLASTS AND REQUIRED m _ oolQ: a WHITE KORTRON SHIM AS REQUIRED MOUNTING HARDWARE. PRIOR TO ORDERING FIXTURES, VERIFY MOUNTING METHODS AND CABINET DOOR W/ PLASTIC LAMINATE FACE TO BE 1-PIECE W/BASE SD GRID UNATTACHED HANGER WIRE TO WALL MOLDING LOCATION FINISHES. ALL FIXTURES MOUNTED IN'T" BAR CEILINGS TO BE INDEPENDENTLY SUSPENDED w/ TYP. SPLAY BRACING DETAIL SUSPENDED LAY -IN CEILING DETAIL at WALL (4) 12 GA. STEEL WIRES. INSTALLATIONS IN FIRE -RATED AREAS TO BE DONE ACCORDING TO B A CODE REQUIREMENTS. m C Prolea Number 1809109 SHEETNUMBER FIN "v 4" 7. CONTRACTOR TO PROVIDE COMPRESSION STRUT AT 12'-O" O.C. SEE DETAIL 66, THIS SHEET. FL R 1' h` PROVIDE CALC TO JUSTIFY SIZE AND LENGTH OF STRUT CABINET SECTION 1 17 SUSPENDED T—BAR CEILING 13 TYPICAL CEILING DETAILST 5 1 TYPICAL CEILING NOTES 1 A501 0 ROOM FINISH SCHEDULE DOOR TYPES ROOM FINISH SCHEDULE FLOORING BASE WALLS CEILING PAINT 1. 1 Tx24" PORCELIN TILE -DALTILE "MULTI GREEN SA09". I I. VINYL BASE - 20. 12'k24" PORCELIN WALL TILE -DALTILE "META DARK GRAY SA07". 40. ACT - 2x4 ARMSTRONG 50, EXISTING FLOOR GROUT COLOR: # 1 B5 NEW TAUPE ARMSTRONG VINYL WALL GROUT COLOR: # 19 PEWTER "CERTAINTEED BQCL" T-BAR 51. SATIN FINISH ACCENT WALL PAINT: 2.6'X36" HALEIWA PAR 2015 LBW BY PARAIGM WALL BASE 21. GYP 8D TILES. SHERWIN WILLIAMS "SW 6232 MISTY" COMMERCIAL- EXTRUDED WATERPROOF ARMSTRONG"PRELUDE XL" 52. SATIN FINISH MAIN WALL PAINT: 3. EXISTING T-BAR GRID- 15/16 FLAT GRID SHERWIN WILLIAMS "SW 6234 UNCERTAIN 4. CONCRETE 3000 Psi - QUARTZ (2X4) SYSTEM. GRAY" 41. OPEN TO STRUCTURE 53. SATIN FINISH PAINT: ABOVE SHERWIN WILLIAMS " WHITE SW 1573' 54. PAINT TO MATCH EXISTING. WALLS PAINT Z i LOCATION O 0 Z IleN 3 �n V Z 11J N 'S O W a 3 3 3 3 3 3 3 m 34 U 100 HALLWAY 3 11 21 21 21 21 41 54 101 M/LOCKER 1 21 21 21 21 40 51 51 51 51 102 MEN'S RESTROOM 1 20 20 20 20 40 - - - - 103 WOMEN'S RESTROOM 1 20 20 20 1 20 40 104 W/1-OCKER 1 21 21 21 21 40 51 51 51 51 105 BREAK ROOM 2 11 21 21 21 21 40 52 52 52 51 201 CONFERENCE ROOM 2 11 21 21 21 21 40 53 53 53 53 202 ELECTRICAL ROOM 4 11 21 21 21 21 40 53 53 53 53 203 W/H ROOM 4 11 21 21 21 1 21 1 40 53 53 53 53 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. HARDWARE 1: (MENS, WOMENS & EMPLOYEES ROOM) HARDWARE 5: (ELECTRICAL & STORAGE RM) 3 EA HINGES 3 EA HINGES I EA PRIVACY 1 EA STOREROOM LOCK TEA CLOSER TEA CLOSER 1 EA KICKPLATE 1 EA KICKPLATE HARDWARE 2: (OFFICE, CONF. RM) 3 EA HINGES 1 EA STOREROOM LOCK 1 EA CLOSER I EA KICKPLATE 1 EA PANIC HARDWARE HARDWARE 3: (OFFICE, CONF, RM) 3 EA HINGES 1 EA STOREROOM LOCK 1 EA CLOSER 1 EA KICKPLATE NOTES: INTERIOR, BLANK COVER. EXT. CYLINDER LOCK & LEVER. DOOR IS NOT TO BE OPENABLE FROM INSIDE CONFERENCE ROOM. HARDWARE 4: (HALLWAY) 3 EA HINGES I EA STOREROOM LOCK EA CLOSER 1 EA KICKPLATE 1 EA PANIC HARDWARE I EA THRESHOLD (U=0.37) 1 EA SWEEP I EA WEATHERSTRIP NOTES: PROVIDE PANIC BAR & DOOR CLOSER W/ THRESHOLD (U=0.37) AND WEATHER STRIPPING. FINISH FLOOR 0 WINDOW TYPES I ABBREVIATIONS I DOOR NOTES FF - FACTORY FINISH GI - 114" WIRE GLASS HM HOLLOW METAL PT PAINT WD WOOD 7 1. ADJUST CLOSER SO THAT FROM AN OPEN POSITION OF 70o DOOR WILL TAKE AT LEAST 3 SECONDS TO MOVE TO A POINT 3" FROM THE LATCH MEASURED TO THE LEADING EDGE OF THE DOOR. 2. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 3. ILLUMINATED EXIT SIGNS TO HAVE A MINIMUM OF 6" HIGH LETTERS. (GREEN) 1 4. ALL EXISTING AND NEW DOORS HAVE SOLID SMOOTH FINISHES. NO AD..IONAL PANEL IS REQUIRED AT THE BOTTOM I2"ON PUSH SIDE, TS" ON PULL SIDE OFTHE 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. DOOR SCHEDULE ROOM NAMES DR No. DOOR SIZE DOOR FRAME DETAILS MISC STC HARDWARE GROUP REMARKS W H T MATT.TYPE FINISH MATL TYPE FINISH HEAD JAMB SILL DOOR RATING GLASS SIZE HALLWAY 100 D1 3'-0" &-8" 1 3/4" HM A FF HM - PT 4/A501 4/A501 - - - 4 NOTE 1 M/LOCKER 101 D2 S-0" 6-8" 1-3/4" WD A PT HM _ PT 71A501 3/A501 MEN'S 102 D3 31-0" 6'-8' 1-3/4" WD A PT HM - PT 7/A501 3/A501 W0MEN'S 103 D4 3'-0" 6'-8" 1 3/4" WD A PT HM - PT 7/A501 31A501 W/LOCKER 104 D5 3'1" 6'-8 1 3/4' WD A FF HM — PT 7/A501 3/A501 --- ----- -- BREAK ROOM 105 D6 6'-0' 7-0" 1 3/4" WD C FF HM PT 7/A501 3/A501 CONF.RM.201 D7 3'-0" C-8" 13/4" WD B FF HM _ PT 7/A501 3/A501 - - - 2 PROVIDE PANIC HARDWARE CONF. RM. MID8 6'1" 71" 1 314' WD D FF HM - PT 7/A501 3/A501 - - - - 3 O 2 CONF. RM. 201 D9 3'-0" b'-8" 13/4" WD 8 FF HM - PT 7/A501 3/A501 - - _ - 2 PROVIDE PANIC HARDWARE ELECT. RM. 202 D10 3'-0" b'-8" 1 314" WD A FF HM PT 7fA501 3JA501 W/H ROOM 203 Dl l 3'-0" b'-8" 1 3/4" WD A FF HM _ PT 7(A501 3/A507 - - - 5 _ DOOR SCHEDULE NOTES 1 1. PROVIDE PANIC BAR & DOOR CLOSER W/ THRES OLD (U=0.37) AN WEATHER STRIPPING. 11 A507 2. INTERIOR, BLANK COVER. EXT. CYLINDER LOCK & LEVER. DOOR IS NOT TO BE OPENABLE FROM INSIDE CONFERENCE ROOM. 1 - WINDOW SCHEDULE WINDOW QTY UNIT SIZE FRAME DETAILS NO WIDTH HEIGHT MATERIAL FINISH TYPE GLAZING HEAD I JAMB SILL REMARKS W 1 12 N-0" 4-0" HM PT A GET 8/A501 8/A501 — To be insulated metal fixed, U=0.34 NOTE: WINDOW SIZES ARE LESS THAN 25% OF THE WALL AREA 3t „" 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.pelca.com ✓APR D A. AC Q � PF� 42M03/19/20 s/DNA L J z V) lW 171110 Uj W pm0 }C ry 07 N E <C w — + I W REVISIONS FOR CITY SUBMITTAL 3/4119 PLAN CHECK S 4/2212019 W 00 CL 00 i Q` O N D 1- O CZ VIAY 17 201119 p Z J' ity of Tukwila < 131. I S a� d Or Project Manager. Sp Dale: soon: m Project Number: 1809109 h SHEETNUMBER A600 GENERAL REQUIREMENTS 1�4= 1. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACI CONSENT OF THE ENGINEER OR ARCHITECT. CODE AND SPECIFICATIONS (ACI 318-14, ACI 301). THE FOLLOWING NOTES ARE PROVIDED FOR USE AS GUIDE TO ALL REQUIREMENTS. 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BYTHE CONTRACTOR AT THE SITE. 1. MATERIALS FOR CONCRETE: 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN A. CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, • PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. C-150-07). 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFYALL GRADES, DIMENSIONS, • PORTLAND BLAST -FURNACE SLAG CEMENT ORPORTLAND-POZZOLAN CEMENT, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. "SPECIFICATION FOR BLENDED 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, • UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE I OR TYPE INCLUDING THAT OF ALL SUB -TRADES. 11, ASTM C-150-07 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY • THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. 7. ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE LOCAL BUILDING B. ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER. CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. C. WATER: 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS • MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS WATER SPECIFIED IN ASTM C-941C94M-07. MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. D. AGGREGATES: 9. THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE • AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C-33-03). CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. • FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE INGREDIENTS. EACH SIZE OF COARSE AGGREGATE, A WELL AS THE 10. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE B COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO APPROVED IN WRITING BYTHE OWNER. THE APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE ASTM 11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING SPECIFICATIONS. DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 2. PROPORTIONING: 12. SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. A. GENERAL: 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS OF ANY LIABILITY IN CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS. 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 B. STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OF THE CONCRETE (F'c) FOR RESPONSIBILITY FOR CONSTRUCTION BIDS OR CONSTRUCTION PERFORMED FROM THESE EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH DRAWINGS. REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A DIFFERENT TEST AGE IS SPECIFIED. 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 SLAB -ON -GRADE 3000 PSI BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE CONT. FTG'S 3000 PSI ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BYTHE PAD FTG'S 3000 PSI ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. - DRYPACK OR GROUT FOR BASE PLATES 4000 PSI 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 C. SLUMP: ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION Of UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE CONSTRUCTION. PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 IN. OR LESS IF 16. THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE CONSOLIDATION IS TO BE BY VIBRATION, 5IN. OR LESS IF CONSOLIDATION IS TO BE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: BY METHODS OTHER THAN VIBRATIONS. WATER CEMENT RATIO IS TO BE 0.5 MAX A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING D. MAXIMUM SIZE OF COARSE AGGREGATE: CHECKER WITH THEIR SIGNATURES. THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS ONE -FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, CONFORMING TO THE CONSTRUCTION DOCUMENTS. 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 C. CONTRACTOR TO SUBMIT THE DESIRED NUMBER HARD COPIES OF SHOP DRAWINGS THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION PLUS TWO EXTRA SETS TO ENGINEER FOR REVIEW. IF PDF'S ARE SUBMITTED THE NUMBER ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. 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. E. ADMIXTURES: 17. STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN IBC CHAPTER 17. 1. THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY WEIGHT OF CEMENT. THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BYTHE METHOD DESCRIBED IN AASHTOT260. 1 SEISMIC FACTORS 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 IMPORTANCE: 1.0 ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE PROVIDED. OCCUPANCY: 11 SS: 1.431 3. ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S St: 0.553 INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. SITE CLASS: D SDs 0.954 F. SELECTION OF PROPORTIONS: SDI 0.533 SEISMIC D.C.: D THE PROPORTIONS OF INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE SEISMIC F.R.S.: A.5 WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION V: 0.24W (ASO) EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE Cs 0.24 OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. R: 4.0 4. CONCRETE FLOOR SLABS ON GRADE SHALL BE 4" THICK (UNLESS OTHERWISE ANALYSIS: E.L.F.P. NOTED). SLABS WHICH ARE TO RECEIVE RESILIENT FLOORING CARPET OR p: 1.30 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 BYTHE WINDFACTORS BUILDING OFFICIAL PRIOR TO PLACING OF CONCRETE. OCCUPANCY: 1.0 WIND (SPEED): 110MPH WIND (PRESSURE): 21.55 PSF (VARIES) EXPOSURE: C INTERIOR: 5.00 PSF DESIGN LOADS LOCATIONS: D.L. L.L. FLOOR 18.0 PSF 100.0 PSF WALL 10.0 PSF N/A STAIRS 10.0 PSF 100.0 PSF 1. REINFORCING STEEL SHALL CONFORM TO ASTM A-615/A-615M-04a GRADE 60, UNLESS OTHERWISE NOTED. ALL REINFORCING SHALL BE FROM IDENTIFIED STOCK WITH MILL ANALYSIS SUPPLIED. ALL DOWELS, #4 OR SMALLER MAY CONFORM TO ASTM A-615/A-615M-04a GRADE 40. 2. DOWELS SHALL BE PROVIDED AT POUR AND CONSTRUCTION JOINTS AND SHALL BE THE SAME SIZE AND SPACING AS THE REINFORCING SHOWN FOR THE SUBSEQUENT CONSTRUCTION, UNLESS OTHERWISE NOTED. 3. REINFORCING SHALL HAVE THE FOLLOWING MINIMUM COVER: A. CONCRETE CAST AGAINST EARTH....... 3" B. SLAB ON GRADE ...............CENTER (FOR ONE LAYER) 4. WHEN REQUIRED WELDING OF REINFORCING STEEL SHALL CONFORM TO"STRUCTURAL WELDING CODE -REINFORCING STEEL" (AWS D1-4-05). THE MILL ANALYSIS SHALL INCLUDE THE CARBON EQUIVALENCE TO ESTABLISH WELDABILITY. NO WELDING SHALL BE DONE AT THE BEND IN A BAR, WELDING OF CROSS BARS (TACK WELDING) SHALL NOT BE PERMITTED EXCEPT AS AUTHORIZED OR DIRECTED BYTHE ENGINEER. 5. ALL CONTINUOUS BARS OR DOWELS OF #3 THRU #61N SIZE SHALL LAP 57 BAR DIAMETERS IN - CONCRETE AND MASONRY, UNLESS OTHERWISE NOTED. FOR BARS LARGER THAN #6, SEE PLAN FOR SPLICE DETAILS. WIRE MESH SHALL LAP MINIMUM OF 12". 6. BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELYTO IMPAIR BONDING. BENDS SHALL BE MADE COLD. 7. CONTINUOUS INSPECTION OF CONCRETE SHALL BE SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL. 8. ALL REINFORCING STEEL LAPS OR SPLICES SHALL BE AS INDICATED ON PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFIED, LAPS OR SPLICES SHALL BE WELL STAGGERED, 9. ALL FIELD WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-7061 A-706-05a GRADE 60. WELDING SHALL BE PERFORMED BY BUILDING DEPARTMENT APPROVED CERTIFIED WELDERS USING E70XX ELECTRODES. 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. FOUNDATION 1. EXCAVATE FOR FOUNDATIONS TO THE DEPTHS SHOWN ON THE DRAWINGS BELOW UNDISTURBED SOIL OR COMPACTED EARTH, 18" MINIMUM UNLESS OTHERWISE NOTED. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC. NECESSARY TO SUPPORT CUT AND/OR FILL BANKS DURING EXCAVATION, AND FOR FORMING AND PLACEMENT OF CONCRETE. 3. CARE SHALL BE TAKEN NOT TO OVEREXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILS AROUND FOOTINGS AT HIGHER ELEVATION. 4. FILLING AND BACKFILLING SHALL BE INSPECTED AND APPROVED BY THE CITY INSPECTOR PRIOR TO FORMING. 5. ALL FILL AND BACKFILL MATERIAL SHALL BE APPROVED BYTHE CITY INSPECTOR. 6. FILLING AND BACKFILLING SHALL BE COMPACTED TO A MINIMUM OF 90%OR MORE IF SO NOTED, OF MAXIMUM DENSITY IN ACCORDANCE WITH THE ASTM TEST METHOD D-1557-02e01. FLOODING BACKFILL IS NOT PERMITTED. 7. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHALL BE TAKEN SO AS NOT TO DRY OUT UNDERLYING NATURAL SOILS. DESIGN VALUES SOIL BEARING PRESSURES: 1500 PSF. CONT. FTG'S PER IBC TBL. 1806.2: 1500 PSF. PAD FIG'S LATERAL PRESSURES: 100 PCF. PASSIVE 60 PCF. ACTIVE (ASSUMED) 100 PCF. AT REST (ASSUMED) 0.20 Cf COEFF. FRICTION SOILCLASSIFICATION CL, ML, MH, & CH WHERE A BUILDING OFFICIAL DETERMINES THAT IN -PLACE SOILS WITH AN ALLOWABLE BEARING CAPACITY OF LESS THAN 1500 PSF ARE LIKELYTO BE PRESENT AT THE SITE, THE ALLOWABLE BEARING CAPACITY SHALL BE DETERMINED BY A SOILS INVESTIGATION. 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/A992-06a. 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 BYTHE 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 718"0 A325-N. HOLE SIZE SHALL BE BOLT DIAMETER PLUS I(16". 7. ALL CONNECTIONS USING ASTM A325 BOLTS SHALL BE TORQUED EITHER BY TURN OF THE NUT METHOD OR BY CALIBRATED TORQUE WRENCH PER AISC. B. 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 GROUT CEIVED WITH "FIVE-STAR" NON -SHRINK GROUT OR EQUAL. MINIMUM COMPRESSIVE STREtj'� �'T�hyy'� BE AS SPECIFIED IN THE CONCRETE SECTION OF THESE NOTES. ALL SURFACES SHA $g PROPERLY CLEANED OF FOREIGN MATERIAL PRIOR TO THE GROUTING OPERATION. MAR 2 9 2019 12. PROVIDE 3x NAILER WITH 1 /2"0 BOLT AT 2C Q.C. (2 FACES) AT ALL STEEL COLUMNS IN WOOD STUD WALLS. U.N.O. PERMIT CENI PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: PR D. A. p G�pF WAS11�G 4 � /ycoA 34218 2 o,,�s9F6, Is s/aNA L ENS EXP. 03/19/T0 s en r ur L .Rt, E Rkha �dpfu peka.mn, Richard �AurrTR ETTEn9h.ft9, is J L' Yi'e�m, iepi� au<nammia .a:rnc'F��bRt@5t7J11�d"{i14)3BSt835 03/26/2019 Z v ) tW� V W O W ui ) co 00 4 00ry E ?0 > d < W c I� oIT a ti+I c N F- REVISIONS FOR CITY SUBMITTAL 314119 r.r s AG iZa�ry a7 y W F- LDING DIVISION Qf W Z ``Li^^J l.J 1 SHEETNUMBER 1 D19_010d1 FRAMING LUMBER 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 FRAMING LUMBER CONT. M PLYWOOD WALL SHEATHING, ROOF, AND SUBFLOOR 3/8" PLYWOOD..................8d 1/2"PLYWOOD..................10d 1/2" PLYWOOD .................. 10d 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 10" LONG ANCHOR BOLTS AT 6'-0" o.c., W/3N3"xl/4" PLATE WASHERS, UNLESS OTHERWISE NOTED. 13. BRIDGING OF JOISTS OR RAFTERS: (MAX) PROVIDE BRIDGING AT 10'4" o.c. FOR ROOF RAFTERS AND B'-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 12'o.c. OR IOd 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. W 1. FLOOR TRUSS CALCULATIONS AND PLANS SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO BUILDING DEPARTMENT SUBMITTAL. FLOOR TRUSSES SHALL NOT BE INSTALLED UNTIL TRUSS CALCULATIONS AND DRAWINGS HAVE BEEN APPROVED BY ENGINEER OF RECORD AND BUILDING DEPARTMENT. SPECIAL INSPECTION "1111NMEMCiiiiii�►(►� 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 ❑ NO SPECIAL INSPECTION REQUIRED @ AT [d1. PLACEMENT OF ALL CONCRETE WITH Pc OF GREATER THAN 2,500 PSI BILK. BLOCK d2. BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. BLK'G BLOCKING B.M. BEAM ❑ 3. SPECIAL MOMENT -RESISTING CONCRETE FRAME. B.N. BOUNDARY NAIL C CAMBER 4. REINFORCING STEEL AND PRESTRESSING STEELTENDONS. q CENTERLINE ❑ 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. C.J. CEILING JOIST ❑ 4.2 DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO CONC. CONCRETE HAVE SPECIAL INSPECTION BY ITEM 1. CONT. CONTINUOUS D OR d NAIL PENNY 5. WELDING DBL. DOUBLE �) 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: OF. DOUGLAS FIR DFPT DOUGLAS FIR e WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. PRESSURE TREATED CONTINUOUS INSPECTION IS NOT REQUIRED FOR: 0 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 ❑ 5.2 SPECIAL MOMENT -RESISTING STEEL FRAMES. FLR. FLOOR e NON-DESTRUCTIVE TESTING IS ALSO REQUIRED. F.O.B FACE OF BEAM F.O.S. FACE OF STUD ❑ 5.3 WELDING OF REINFORCING STEEL. FTG. FOOTING F.G. FINISH GRADE ❑ 6. HIGH STRENGTH BOLTING F.V. FIELD VERIFY 7. STRUCTURAL MASONRY GA. GAUGE ❑ 7.1 OTHER THAN FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY, DURING PREPARATION AND TAKING OF GALV. GALVANIZED ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF GLB. GLUE LAMINATED BEAM REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIORTO CLOSING OF CLEANOUTS, AND HDR. HEADER 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 El PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST -IN -PLACE DRILLED 11. REINF. REINFORCING PILES OR CAISSONS. R.O. ROUGH OPENINGS ❑ 12. SHOTCRETE. DURING THETAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. S SHEATHING SQ. SQUARE El SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH -WORK EXCAVATIONS, GRADING AND 13. STD. STANDARD 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 TYP. TYPICAL ' REFER TO 2015 I.B.C. U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: WD WOOD W/ WITH El VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFORMANCE WITH THE SOILS INVESTIGATION A. REPORT. W.W.F. WELDED WIRE FABRIC ❑ 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 ENSURETHAT: 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 BROUGHT TO 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 BYTHE 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. RECEIVED CITY OF 1 UIiWILA MAR 2 9 2019 1( PERMIT CENTER �l/0, PROCON DEVELOPMENT 4522 Katella Ave, Los Alamitos, CA 90720 t �• V z r v� ) Lu 0 Lu L..G� uj O CD C O 1= O t /1 Q < C 0 C v ) IT M 2 i� FI, St=tiG� 03/26/20191 REVISIONS FOR CITY SUBMITTAL 3l4119 L LJ TO 00 _ 0- � Q 0 �? y t" ? N D uR ( SHEETNUMBER K1117A 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 1 2 2. REINFORCING STANDARDS SEE 5300 5300 3. FOR PIPE THRU FOOTING DETAILSEE DETAIL 5300 4. SEE ARCHITECTURAL, MECHANICAL AND PLUMBING DRAWINGS FOR DEPRESSIONS, CURBS, DRAINS, ECT. IN FLOOR SLAB. 5. SEE SHEET 10 FOR SHEAR WALLSCHEDULE._a S301 3 6 6. FLOOR SLAB JOINTS PER 5300 5300 7. HOLDOWNS SHALL BE TIED IN PLACE PRIORTO FOUNDATION INSPECTION. SEE 11 5300 8. UNLESS NOTED OTHERWISE ALL EXT. WALLS SHALL SW6 HAVE PLYWOOD IN ACCORDANCE WITH SHEAR WALL 9. HOLD DOWN CONNECTOR BOLTS SHALL BE TIGHTENED TO FINGER TIGHT PLUS ONE HALF WRENCH TURN PRIOR TO COVERING THE WALL FRAMING. 10. TYPICAL STEPPED FOOTING SEE 10 5300 11. TYPICAL ANCHOR BOLT SEE 5300 12. (N) FOOTING TO (E) FOOTING SEED 5301 13. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND HOLD-DOWNS SHALL BE FINGER TIGHT AND WRENCH TURNED JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE MINIMUM OF 0.299 INCH BY 3 INCHES BY 3 INCHES. FOUNDATION NOTES 46'-2 1 /8" PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: P(2 D. A. p �G��S WAS//4G� J z 34218 ss/ONAIL F-N�\ EXP. 03/19/20 � E Rcha 4F#ai�a®Patca.cam T i a. in Richard unSi3`t�E 9mea^^e nr R"e' iih, aw,«mu,�s d s� �s1 +4l3es.78ss J03/26/2019 Z V) 'Wn V Q W > O w ui �mOlz- a 00 N a)�y` O " C W ry < 7 N _Sz J P— REVISIONS FOR CITY SUBMITTAL 314119 M19MXCIMM REcFNIED CITY OF 1 uKWILA MAR 2 9 2019 PERMIT CENTER ,9-ala::2 UNDATION PLAN A ALE' 1 1/,V=1'-0° z Q J z 0 f— Q n z O LL SP Dade: scde: d Prolea Nvmaer. 1809109 H SHEET NUMBER PLYWOOD NAILING SCHEDULE ALL NAILS 10d COMMON OR 10d PLYWOOD INTERMEDIATE BEARINGS @ 12" O.C. TYPE CONT. EDGE EDGE NON-CONT. PANEL EDGES ® 6" 6" 12" © 6" 6" 12" 23'-6 1 /4" 15'-9 1 /2" 20'-81 /4" NAILING DIAPHRAGM Y 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 5 2. HEADER DETAIL. SEE 5301 4 3. SILL FRAMING DETAIL SEE 5301 4. TOP PLATE SPLICE DETAIL SEE 2 5301 2 5. LEDGERS TO BE SPLICED PER S3O7 6. STUD NOTCHING DETAIL SEE 5301 7. ALL STRAPS TO USE 1 Od NAILS. 8. DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. SEE DETAIL 5301 9. UNLESS NOTED OTHERWISE ALL EXT. WALLS SHALL HAVE PLYWOOD IN ACCORDANCE WITH SHEAR WALL SWb SHEAR WALL SCHEDULE PER 10 5301 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. 46'-2 1 /8" 19-Di RECIFIVED CITY OF i'i1KWILA MAR 2 9 2019 PERMIT CENTER PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 �pRQA.A>� �O DE WASH L2 0 qf,6 4218��p 4 F_ /STF 03/26/2019 z V) (W V > 0 W m0C. � 00 — ry a)0� 00 > 0 EQWQ� o rV N REVISIONS FOR CITY SUBMITTAL 314119 Z — d J r� V G \ OD �( t 17 cu 19 L.L_ w O 3U1 ING DIVISION Q Z N Project Manager. SP Data: save: `m Proled Number: 1809109 H SHEETNUMBER 01 LAN A 1 1 ALE: 1 1/4a=1'-0a C ag -�♦ PLU P! — 60'-0" ARCHITECTURE & ENGINEERING a division of Plump Engineering, Inc. 3'4" 11'-7" 4'-0" 6'-0" 4'-0" 6'1" 4'-0" 6'-0" 4'-0" 1 V-7" 9 1 4 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714)385-1835 F(714) 385-1834 www.plumpgroup.com �a.7ROC n� I I 1 \-- 6x6 HDR. — — — — - 6x6 HDR. _ 5 TYP. 5301 6x6 9 ssoo — 6x6 HDR.I e. — — — I S5oo I �— ,— — — — — _ _ _ _ 6x6 HDR. HDR. - PROCON DEVELOPMENT o ._.---- _ 4522 Katella Ave. Los Alamitos, CA 90720 0 qm 0 o I O d ' ._....—, o -------- i 0� o e o 0 - Stomp: N @ @ @ @J D A. A� c, of was,y G� •¢ .i�'' o Q 4. w — UNIT 4 4 4 I 5 S301 ^ --- MAX. WT = 2800#I TYP. _ y z 3 - �o q 34218 �Q, f67S1ER�' /ONA L ESE' EXP. os/slzo — a. -- 12- S500 --- UNIT o — O ••-__ 73/4x30"GLg I...__...."'•'-- MAX. WT = 780# SEE 12 -1 (E)73/4x30'GLB -- xl` Z. N 4x8 5500 b fa ah Y ar E-Rkha ( N9 Ix Richard ?PCu ➢i Rea�san I"�tn'tlt �thm of this » �2e<i' �1.,,ss5yyza��T1'otoa 4x6 BLK'G nP' _____—__—_ ( I�I Z w Q x OPENING, TYP. Nr (N)4x8 N 4x8 _ q r 1 v 03/26/2019 Z (E) 2x6 @ 16" O.C. _ w (E) 2x6 @ 16' O.C. w w w O d (E) 2x6 @ 16" O.C. C0 d O b'tbeO� I I O (E) 2x6 @ 16' O.C. O o (E) 2x6 @ 16" O.C. _ a".o it < (E) 2x6 @ 16" O.C. °J (E) 2x6 @ 16" O.C. `O (E) 2x6 @ 16" O.C. (E) 2x6 @ 16" O.C. I bo K ^ do K w ao — W N N w N N w N N ^ ITT ar XN 3 XN v V Uj XN I I S502 II®II ^ 4 3 3 11 — 11 11 1. 2. 3. 4. CONTRACTORTO VERIFYALL DIMENSIONSAND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 5 HEADER DETAIL. SEE 5301 Q SILL FRAMING DETAIL SEE S301 TOP PLATE SPLICE DETAIL SEE 2 - 2 Sd00 -------- -------- 5400 6x6 HDR. ---- ---- (E) ry W W O00 00 Ou- 0013'-7 01 ID Q ry Q > `/' � i5 \ W Q 3 •• Ory o v ! ■ • N 5400 1 -- ----------------------------- —_-- 5 --+ -6x6 HDR.--T------------------ 6x6 HDR.TV I x30" GLB S301 •� 9 TYP. S500 4'-0" 10-2 318" _ — �'_q'" — - 7 9'-7 3J8" II Ii ------J — — — — — — ------ °°------- E (j73/4x30"GLB 3/8" 4'-0" 4'-3" ( — — —------- — ------ — ----- �T- 7 - I I 1 I I 1 1 1 1 1 1 I I - III' I REVISIONS FORGITYSUBMITTAL W4/19 5. LEDGERS TO BE SPLICED PER 5301 II r— 1� I 6. 7. 8. 6 STUD NOTCHING DETAIL SEE 5301 ALL STRAPS TO USE I Od NAILS. DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. SEE DETAIL 1 5301 C)A.-'� '. -- ° ( 1I 11 t COS- z Q W V z ' '.` L+`ti 'r -1 14i,G LD :- < ,.., -. < . -, o ... t, ° . . ° .< _z . ° " ° .� ° ° ° - , ^ ._ �o�,Y172C19 of Tukwila 9. UNLESS NOTED OTHERWISE ALL EXT. WALLS SHALL HAVE PLYWOOD IN ACCORDANCE WITH SHEAR WALL sw6 SHEAR WALL SCHEDULE PER 10 5301 BU Q U- LL '�`G Dj 10. 71. 12. ROOF 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). ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.CD ALL BOLT HOLES SHALL BE DRILLED 1 /32" TO 1 /16" OVERSIZED. %� 46-2 1 /8 B nECF[VEn CITY OF T UKWILA MAR 2 9 2019 PERMIT CENTER O — N Prgen M—oo SP °e'e $cale: Prgetl Number: 1809109 b-19-nv� SHEETNUMBER FRAMING NOTES X ROOF FRAMING PLAN A S102 - CALE 1/4„_Y-a' Q u 0 U UnC Aso PL P� ARCHITECTURE & ENGINEERING a division of Plump Engineering, Inc. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714)385-1835 F(714)385-1834 www.plumpgroup.com r ®-y PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: �P(20. A. A< �G �E WAS/, Q: NOT USED 9 NOT USED 6 NOT USED 4 NOT USED 2 . - - z �o P 34218 we FOSS AMA L1 L �NG\�EXP. 03/19/2a 7QR Y ' MIR y Y E=Rbh dp1VlPeica cwn Richardumh JEngineenng, h � 'asa ir�am�fh"aeumo<orm�: tn.�4)38S1M5 2x6 STUDS @ 16" O.C. SHEAR PANEL PER PLAN B.N. 1 1PLYWOOD GLUED & # 10 SCREWS @ 6" O.C. 03/26/2019 Z ' v E.N.W 2x BLK'G ( " ) ��V..// 2x F.J. PER PLAN 2x6 LEDGER W/(2)1/4 'SDSSCREWS @ EA. STUD - (1) 1/4"0'SDS'SCREW L� TO BLK'G @ 16" O.C. W > 0 W 00 L: 00 0mo�00 -Ei��01 > 0 NOT USED 8 SE NOT UD 5 NOT USED 3 LEDGER TO WALL 1 E Q w Q o Z ry N i oA V) m N F— 1 /2" PLYWOOD 2'-5 1 /8" 6 5/8" 4'4' 6'-0 7/8" SEE@ LANDING REVISIONS FOR CITY SUBMITTAL S301 2x4 LEDGER W/ 314119 1(4"0'SDS'SCREWS @ EA. STUD E.N. 1 2x4 @ 16' O.C. ,TYP. 2-2x TOP PLATES _ 71 TYP. LANDING PER PLAN 2-2x TOP PLATES @ O O �Fg TYP. 2x4 LEDGER W/ 1/4"0'SDS' 2x6 STUDS Z 2x6 STUDS (2) @ 16" O.C. x n l 1!2" PLYWOOD @ 16" O.C., TYP. S EA. END w � � OG, _ 1 - Q - , �v...,^, . (SSE SEE 'S S'SCRE 2) 1/4"0 'SDS' 16" O. @ 16" O.C.. TYP. �.` J � � SCREWS 5301 @ 16" O.C. TYP. 2x4 @ 16" O.C. TYP. J 2x BLK'G ,,, Q I— UJI +� it t LUi � {q p1,g �+q� nEGFI ED CITY OF 1 i1 Y'A A Q W X'I of Tulcv ila au P. Z t E.N.MAR 2 9 2019 �O BEAM PER PLAN WI PERMIT CENTER Z W SIMPSON'HUC' HGR. W EA. END B 4x12 LEDGER W/ (3) 1/4"0 - (E) STAIR Pxo.d M—g- SP 'SDS' SCREWS ome: @ EA. STUD ai _ soap: N Proles Number. 1809109 SHEET NUMBER NOT USED 7 STAIR SECTION B ENLARGED STAIR PLAN A S200 — 1 "=1'-0"1 3/&'=1'-0" SEE SECTION - RIGHT J = z 1/4 THE SLAB THICKNESS OR p SLEEVE - 2" WHICHEVER IS GREATER PLASTIC STRIP OR SAWCUf O w U w SLAB SHOULD BE SAWED AS SOON AS POSSIBLE AFTER a.N POURING. I c r1 4" MIN. ROUGHEN - CONTINUOUS REBAR 4 4 3'-0" O _ -I SURFACE THRU CONSTRUCTION JOINT MAX. - i CONTROL JOINT 61-1 I � �d ° 9' MIN. SLEEVE 1'-6' TRENCH 5/8" SMOOTH ROD @ 24"o.c. MIN. I X 2'-0" LONG -TYPICAL SIMPSON HD REFER UNLESS OTHERWISE NOTED. 1 /4" RADIUS TOOLED EDGE REFER TO PLANS & LOCATE DOWELS AT SIMPSON CATALOG CENTERLINE OF SLAB AND TAPE OR COAT ONE END FOR INSTALLATION POST PER PLAN ! • PERPENDICULAR TO JOINT. OF ROD TO PREVENT REQUIREMENTS NOT REFER TO SIMPSON SPECS I NOTE: WHERE PIPES ARE MORE THAN 3'-0" BONDING OF CONCRETE. SPECIFIED IN THIS DETAIL. FOR REQUIRED BOLTS 1 1 BELOW BOTTOM OF FOOTING, NOTIFY ENGINEER TYPCiAL- PROVIDE CONSTRUCTION JOINTS AT CENTER PER HD TYPE. BEFORE PROCEEDING WITH CONSTRUCTION. LINES OF COLUMNS OR OTHER CONTROL JOINT LOCATIONS 1 a ` AS SHOWN ON PLANS. METAL KEY JOINTS MAY BE USED -° DIGGING OR AT CONTRACTOR'S OPTION. MUDSILL a ° "' PIPETRENCHES 4 " CONCRETE EDGE PARALLEL TO (WHERE IT OCCURS) FOOTING NOT 3/8" EXPANSION JOINT MATERIAL PERMITTED BELOW THIS LINE CONTRACTION JOINT - Z o m p; 1 m a W THICKEN FOOTING AS REQD a "' FOR 3" MIN. COVER FOR PIPE CLEARANCE DIAGRAMS 9 CONSTRUCTION JOINT b CONCRETE JOINTS 3 FTGS.POURED AGAINSTSoIL. ALT.: FORM CONC. BELOW . . -" v - SOIL FOR MIN. EDGE DIST. L I _ _ U--- _ _ _ _j M - (2) #5 EA. WAY DEEPENED FTG. F F @ EA. HD. F F IF REQD. FOR MIN. MIN. MIN. IN. BOLT EMBED. CLBOLT (SEE fe) . SEE GENERAL NOTE SHEET FOR CLEARANCES _ LENGTH OF POURED -IN -PLACE CONCRETE DEEPENED FTG. FACE OF WALL OR WALLS, FOOTINGS, OR EMBEDMENT LENGTH CONCRETE • POURED -IN -PLACE CONCRETE ° MASONRYWALLS. WALLS, FOOTINGS, OR • ° . - USE MIN. CONCRETE STRENGTH f'c= 3000 PSI ,- a` . HORIZONTAL MASONRY WALLS. , - MIN. ANCHOR BOLT EMBEDMENT IS TO BE MEASURED INTO THE FIRST POUR ONLY. REINFORCING ° .d - REFER TO THE SCHEDULE BELOW FOR TYP. HOLD DOWN REQUIREMENTS 4 6. UNLESS OTHERWISE NOTED ON PLANS. - ALL HOLD DOWN THR'D. RODS TO HAVE 3/8"x3" SQ. WASHER W/ HEAVY HEX NUT T.&B. p VERTICAL REINFORCING HORIZONTAL[F7 VERTICAL REINFORCING WHEREAPPLICABLE n ANCHOR BOLT OR STANDARD NUT & z x U WHEREAPPLICABLE ' REINFORCING ALL HOLD DOWN THR'D.ON (E) FTG'S TO HAVE SIMPSON "SET-XP" EPDXY STANDARD HEADED WASHER -TYPICAL tD o °4 a ° a (IARR #2508) SPECIAL INSP. REQD. BOLT UNLESS OTHERWISE NOTED z ° SIMPSON HOLDOWN ANCHOR MIN. EMBED. MIN. END F ALLOWABLE °p. ° ° (LARR #25720) BOLT ri3 de POST TENSION (LB) EMBEDMENT LENGTH BOLT SIZE TYPICAL U.N.O. ( ) 3/8" 5/8" 7!8" CONCRETE LEDGER/SILL 4" 5" 5" � ¢ z _ o � 0" � m 44 ° ° 2 - #5 END BARS < ° ° " TYPICALU.ON. � � • d ° 1 - #5 VERTICAL - - TYP. U.O.N. 4-. •.., 2- #5 END BARS - TYPICAlU.O.N. a HDU2-SDS2.5 5/8" 9" (2)-2X 9" 2365 HDU4-SDS2.5 5/8" 9" (2)-2X 9" 3510 MASONRY LEDGER/SILL 5" 6" 6" HDU5-SDS2.5 5/8" 9" (2)-2X 9" 4360 STEEL COLUMN BASE PLATE 10" 12" 12" WOOD SILL PLATE 9" 9" V. 0 0 HDU8-SDS2.5 719' 9" 4X 16' 5360 35 BAR DIAM. 35 BAR DIAM. 3" 2'-0"MIN. 35 BAR DIAM. 2'-0" MIN. ALTERNATE 35 BAR DIAM. 3" HOW 1-SDS2.5 1" 12" 6X 18" 8590 NOTE: EMBEDMENT LENGTHS ARE FOR 7/8"0 BOLTS OR SMALLER. SEE PLAN FOR EMBEDMENT LENGTHS 135 BAR DIAM. 2'-0"MIN. BENDS HDU14-SDS2.5 V 14" 6X I 11070 FOR LARGER BOLTS. PLAN VIEW - DOUBLE CURTAIN PLAN VIEW - SINGLE CURTAIN HOLDOWN DETAIL BOLT EMBEDMENT LENGTHS REINFORCING ••TING CORNERSp X,. „D,. REINPG. SAME SIZE AS FIG. REINFORCING J_ NOT LESS THAN "D" � CONC. STEM WALL BEND BARS IN FTG. n 'L BOTTOM RIIIIAL OF FTG. NOTE: NO PIPES ALLOWED IN STEP FOOTING. AT C.I.P. CONCRETE STEM WALL TYPICAL STEPPED 'H11— OOK z HOOK V o� mw wJ rNCRETE SURFACE BAR SCHEDULE BAR SIZE EMBEDMENT 65d b STRAIGHT SPLICE LENGTH 1 35d b HOOK SPLICE LENGTH WITHOUT HOOK WITH HOOK #3 1'-9" 9" 2'-1" 2'-U' #4 2,1" 11-0" 2'-9" 2'-0" #6 3'-2" 1'-b" 4'-1"V2-I #7 4',5" 1' 9" 6 9' #8 4'-11" 2'1" 6'-6"#9 5'4"2�_3"7'-4"#10 5'-10" 21" 8-3" s 1. THE ABOVE LENGTHS ARE BASED ON CAST - IN -PLACE AND PRECAST CONCRETE 2500 PSI OR GREATER AND 60000 PSI REINFORCING AND 1.51NCH CLEARANCE. 2. ALL REINFORCING STEEL LAPS OR SPLICES = SHALL BE AS INDICATED ON PLAN. WHERE U Li LAP OR SPLICE LOCATIONS ARE NOT z SPECIFICALLY INDICATED LAPS OR SPLICES SHALL BE STAGGERED AT LEAST 2'-0" o.c. 3. AT WELDED DEFORMED WIRE FABRIC, LAP -SPLICE 35db AS SHOWN BELOW: SPLICE 2" MIN. OF LENGTH MIN 1 /5 TIMES THE SPLICE LENGTH j—L— —"-- • -'— FLIP ALTERNATING OR 6" MAX. MIN. LAP PER TABLE MATS DETAILING _HOOK DETAILING DIMENSION ( A or G DIMENSION _ -- J D- � I b A or G 4db>21/2" 4db#3-8 12db 5d b #9-11 6db#14-18 180 9TOOK 90'HOOK END HOOKS - ALL GRADES BAR SIZE FINISHED BEND DIAMETER D, IN. 1801 HOOKS 90° HOOKS A or G J A or G #3 2 1 /4 5" 3" 6" #4 3 6" 4" 8" #5 3 3/4 7" 5" 10" #6 41/2 8" 6" #7 5 1 /4 10" 7" V-2" #8 6 11" W 1'4" #9 9112 1'-3" 11314" 1'-7' #10 103/4 1'-5" V-1114" 1'-10" # 11 12 I'-7" l'-2 3/4" 2'1" # 14 18 1 /4 2'-3" V-9 3/4" 2'-7' # 18 24 V-0" 2'-4 1 /7' 3'-5" I,IOka 4 U QDIIVIMain Igj["I 6dbFOR #3, #4, #5 12dbFOR #6, #7, #U HOOK i j A or G H FAI ZO ZO D N _1 to z J db 4 z lOdb 00 05 db i D "' D 90° HOOK 135o HOOK STIRRUP AND TIE HOOKS, ALL GRADES BAR SIZE D, IN. 90o HOOKS 135° HOOKS A or G A or G H, APPROX. #3 1 1 /2 W, 5" 3 1 /7, #4 2 4 112" 6 1 /2" 4 1 /2" #5 2 1 /2 6" 8" 5 112" #6 4 1 /2 1'-p" 11" 6 1 /2" #7 5 114 1'-2" 1'-0 1/2" 7 3/4" #8 6 1'-4" 1'-2 1 /2" 9" RECEIVED CITY OF TUKWILA MAR 2 9 2019 PERtl4IT CENTER db = NOMINAL DIAMETER OF BAR OR WIRE (INCHES) 1 19- SPLICE LENGTHS, AND STANDARD HOOKS 1 PROCON DEVELOPMENT I 4522 Katella Ave. Los Alamitos, CA 90720 �F VIAS, 4 34218 _0/sIcR UO3/26/2019 z W �VJf ry Lu > f 1� � LLI 0L: m0�00 r/ 000 0 N r O, Q W h E a Iry N n N F�- REVISIONS FOR CITY SUBMITTAL 114119 J W n Lvi _1 < Tukwila DWI 1 ry Z) U H '_ Project Manags: SP Date: saaia: N h Proleaf Number. 1609109 SHEETNUMBER CYCIIII NEW OPENING IN EXISTING WALL. REFER TO ARCH DWS. FOR DIMS. CORE 4"0 HOLE BEFORE HAND CHIP TO SAWCUTfING OPENING. FORM NEAT TYP. CORNER IF REQ'D 2" CUTTING BLADE SILL PER N LIMIT OF SAW CUT ANCHOR PER B SCHEDULE 1 OVER CUTTING NOT 2xSTUD PER SCHEDULE PERMITTED SCHEDULE T� 1/2" MAX ANCHOR PER x SCHEDULE HAND CHIP TO EXIST. O- FORM NEAT FRAMED SHEATHING PLATE WASHER CORNER IF REQ'D WALL PER SCHEDULE ELEVATION SECTION SILL PER E.N. SCHEDULE an�Hi nirvv 'a PLATE WASHER 2XSTUDPER B PER SCHEDULE SECTION "B-B" SCHEDULE SECTION "A -A" TYP. EDGE PANEL WIDTH -SEE PLANS _ NAILING TO EDGE SEE NOTE #2 HOLDOY NAILING TYP, BELOW POST _ ____ 7I -Tl U T IT Ir BLK'G. II II II I1— —4 II If TYP. I I = �_ I II II I Rom -HEADER N I I I II I I I 6" &41N. T1IP. 11 I II II II WINDOW END II U II II II II I II II II POST WHERE II II II II II II II if- II REQ'D. II II II II II II II (I II INTERIOR NAILING II II II II II II II II II II TYP. DOOR "T'II II II IENDPO2x OR 3x WHEREII II I " II () II II IISILL PLATE REQ'D.A--1i� II I I I e n II II _lt IL L SPECIAL HOLDOWN '' T` ANCHOR BOLTS, SEE SCHEDULE, ANCHOR. SEE PLANS FOR SIZE & SPACING. AT 2ND AND SCHEDULE FOR 1t FLOOR CONDITION SEE - AND & LOCATION TYP. SCHEDULE FOR NAILING TYPEAS SHOWN 5300 AND/OR LAG BOLTS.e NOTES i. PLYWOOD SHEATHING SHALL BE STANDARD (EXT. GLUE) GRADE STRUCT. I. PROVIDE 5300 2x MIN. FRAMING MEMBER OR BLOCKING AT ALL EDGES. SEE SCHEDULE OR PLANS FOR LOCATION OF 3x SILLS AND STUDS, PROVIDE EDGE NAILING TO END STUD OR POST WHERE HOLDOWN OCCURS. PLYWOOD SHEATHING SHALL CONFORM TO SHEAR WALL DETAILS. 2. HOLES ARE NOT ALLOWED IN PLYWOOD SHEAR WALLS, UNLESS APPROVED BYTHE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. IF A HOLE IS APPROVED, IT IS TO BE -ENTIRELY WITHIN ONE SHEET. PROVIDE BLOCKING AND EDGE NAILING AROUND OPENING. 3. MINIMUM WIDTH OF PLYWOOD TO BE 2'-0" 4. SILL P SHALL BE TREATED D.F. CONFORMING TO SILL PLATE DETAILS WHERE IN CONTACT WITH CONCRETE. 5. ALL SHEAR WALL NAILING TO BE INSPECTED PRIOR TO COVERING. 6. ALL SHEAR WALLS TO EXTEND UP TO BOTTOM OF ROOF RAFTERS, ROOF JOISTS OR FLOOR JOIST. 7. MINIMUM TWO ANCHOR BOLTS IN EACH SHEAR WALL. B. ANCHOR BOLTS SHALL BE EMBEDDED MIN. 9" INTO FOOTING UNLESS NOTED OTHERWISE. 9. ALL NAILING TO BE 1 /2" TO EDGE OF SUPPORT AND SHEET. 10. SEE PLANS FOR LOCATION OF HOLDOWNS. VERIFY WITH ARCHITECTURAL WINDOW AND DOOR LOCATIONS FOR PROPER LOCATION OF HOLDOWNS. 11. 3'Sc3 xl /4" PLATE WASHER AT ALL A.B. 12. NAILS TO BE COMMON. SHEAR WALL SCHEDULE: MARK SHEATHING ALLOWABLE SILL& SILL& FRAMING & NAILING Iil SHEAR (2) SILL BOLTING SILL NAILING CLIPS (6) SEISMIC/WIND SW6 15/32' STRUCT I PLY*, (1) SIDE W/ IOd 260 pif 2x NOMINAL 5/8'0 2x NOMINAL (5) 1 /4"0 A35 / LTP5 @ COMMONS @ 6" O.C. @48"O.C. SDS X5"LG. SCREWS@ WO.C. ALL PANEL EDGES 365 pif 16, O.C. SW4 15/32' STRUCT I PLY*, (1) SIDE W/ 10d 390 pif 2x NOMINAL 5/8" 0 2( NOMINAL (5) 1140 A35 /LTP5 @ COMMONS @4'O.C. @32''O.C. SOS X5"LG. SCREWS@ 12'O.C. ALL PANEL EDGES (4) (7) 550 pif 12' O.C. SW4-2 15/32' STRUCT I PLY*, (2) SIDE W/ IOd 785 pif 3x NOMINAL 518"0 3x NOMINAL (5) 1/40 A35 / UPS @ COMMONS @ 4" O.C. @ 16" O.C. SDS X 5" LG. SCREWS @ 6" O.C. ALL PANEL EDGES (3) (7) 1100 pIF 7' O.C. SW3 15/32'STRUCT I PLY*, (1) SIDE W/ 10d 510 pif 3x NOMINAL 5/&0 3x NOMINAL (5) 1/4"0 A35 / LTP5 @ COMMONS @ 3" O.C. @ 24" O.C. SDS X 5" LG. SCREWS @ 8" O.C. ALL PANEL EDGES (4) (7) 715 plf 10' O.C. SW3-2 15/32' STRUCT I PLY*, (2) SIDE W/ 10d 1025 pif 3x NOMINAL 5/80 3x NOMINAL (5) 114"0 A35 /LTP5 @ COMMONS @ a'O.C. @ 121 O.C. SDS X 5" LG. SCREWS @ 6" O.C. ALL PANEL EDGES 13) (7) 1430 pif 5" O.C. SW 2 15/32' STRUCT I PLY*, (1) SIDE W/ 10d 670 pif 3x NOMINAL 5/8'0 3x NOMINAL (5) 1140 A35 / LTP5 @ COMMONS @ 2' O.C. - @ 161 O.C. SDS X 5" LG. SCREWS @ 8" O.C. ALL PANEL EDGES (4) (7) 935 pIf 8" O.C. SW2-2 15/32' STRUCT 1 PLY*, (2) SIDE W/ 10d 1340 pIF 3x NOMINAL 5/&'O 3x NOMINAL (5) 114" 0 1 A35 / LTP5 @ COMMONS @ 2" O.C. @ W SDS X 5" LG. SCREWS @ 4" O.C. ALL PANEL EDGES (4) Q) 1875 pif O.C. 4" O.C. NOTES: 1. ALL NAILING ALONG INTERMEDIATE FRAMING MEMBERS IS TO BE IOd COMMONS @ 6" o.c. 2. VALUES ARE BASED ON STUDS SPACED @ 24" o.c. 3. PANEL EDGES SHALL BE OFFSET TO FALL ON DIFFERENT MEMBERS, OR 3x NOMINAL MEMBERS ARE REQUIRED. 4. FRAMING SHALL BE 3x NOMINAL ALONG ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 5. RIM OR BLOCKING BELOW SHALL BE 3x NOMINAL. 6. SIMPSON CLIPS OR EQUAL FROM 2nd FLOOR BLOCKING TO TOP PLATES. 7. STRUCTURAL OBSERVATION REQUIRED BY ENGINEER OF RECORD. PL" BEAN 2-2x POST 40% MAX. STUD WIDTH NOTCH 25% MAX. STUD WIDTH 5/8" MIN. EDGE NOTCH 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 I BORE %OF STUD 2x4 2x6 25% 7/8" 1 3/8" 40% 1 3/8" 2 1 /8" 60% 2" 3114" SAW CUT DETAIL ( 9 STUD NOTCHING 6 (6) 16d -.J. PER PLAN 2x6 STUDS @ 16" O.C. BEAM TO COLUMN ([CCSIMPSON#2508) XP' EPDXY ([CC #2508) r SPEC. INSP. REQ'D. IN) FOOTING REBAR1 TOP & BOTTOM °cQ ° a 4 4 11-0.1 165d LAP (E) FOOTING (N) FOOTING 2-2x TOP PLATES FOR NAILING SEE --1 GEN. NOTES \ (6) 16d --\ \ 2x CRIPPLES @ 16" O.C. FOR HEADER OVER OPN'G. SEE PLAN FOR SIZE 4x10 / 6x8 AND LARGER - HEADERS USE 2-2x JAMBS. W/ 4x BLK'G. (1) STUD FOR — INTERIOR WALLS OR (2)STUDS FOR EXT. WALLS W/ I Od @ 12" O.C. IOd@IZ'O.C. (1) STUD FOR IN WALLS OR (2) STUDS END POST AT PLYWOOD FOR EXT. WALLS SHEAR PANEL WHERE W/ 1 Od @ 12" O.C. OCCURS WITH E.N. `.Coll:. STUDS SHOWN ARE FOR INDICATION ONLY. ACTUAL LOCATION TO SUIT CONSTRUCTION REQUIREMENTS. (MAX. SPACING @ 16" O.C.) ,V.VnV1 T Mwj 2-2x SILL PLATES 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/ I Od @ 12" O.C. 4'-0" MIN. 11 4'-0" MIN. TF. JOINT <E JOINT @ JOINT I I I PLATE SIZE & NUMBER OF BOLTS, SEE SCHEDULE - NAILSSEE SCHEDULE 1 1 /2"TYP. 3" 6"6' ' I 16d @ 6" MIN. TYP. I MIN. MINy I / i I 1 `-' 12 GA x PLATE WIDTH SPLICE STRAP BETWEEN PLATES PROCON DEVELOPMENT BETWEEN AT JOINT I - 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: NAIL SPLICE BOLT SPLICE .o-n .4 - SCHEDULE TYPE NO. NAILS OR BOLTS EACH SIDE OF JOINT PLATE SIZE VALUE A 8 - 16d NAILS 2-2x 11354 B 12-16d NAILS 2-2x 2707 C 18-I6dNAILS 2-2x 14061 D 27-16dNAILS 2-2x 15414: E 36-16dNAILS 2-2x �8122( RAP PER 'AMING NOTES DGER TYPE STRAP NAILS END LENGTH VALUE F CS14 30-10d 18" 2490 G ST6236 40-16d 18" 3845 H CMSTC16 50-16d 24" 4585 1 CMST14 66-10d 36' 6490 J CMST12 86-10d 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. E & LEDGER SPLICE p LJ -.. /%� EDGE NAILING (E.N.) PLAN MIN. PLYWOOD SHEET IS * ALTERNATE: OSB 2'x4' // / STAGGER JOINT OF PLYWOOD - 3/8" MIN. EDGE DISTANCE FOR NAILS )E WASH 34218 /STERF 03/26/2019 z y / W uj > O w �m00 uj 0CL- co (D N __dd\\ =w o 0 O n- Q vJ <3 N F= 2 REVISIONS FOR CITY SUBMITTAL LONG DIM. OF PLYW D. TO RUN PER- PENDICULAR TO JOIST PLYWOOD SHT'G. - BEARING WALL CITY OFT UK%VILA MAR 2 9 2019 PERLUT CENTER (fie 17,14 I=;,A,Y 17 2013 CitV of Tukwila SHEETNUMBER S301 J Q W r) J ry U (v I— N SHEAR WALL SCHEDULE 10 (N) FOOTING TO (E) FOOTING wwwrifflufflVATEIMM (E) PLYWOOD (E) 4x PURLIN 1 1 6 - MAX. Sim 'MP36' (E) 2x SUBPURLIN -b MAX. #4 @ 18" O.C. W/ �A �U PSON'SET-XP'EPDXY C #2508) ARCHITECTURE & ENGINEERING '. CIAL INSP. REQ'D a division of Plump Engineering, Inc. 0 0 0 0 0-no 0 • o �g ��o 0 0 ® omeom®ANAHEIM, EMBED}914 E. KATELLA AVENUE 4(6" CALIFORNIA 92805 CONC. SLAB CONC. SLAB P (714) 385-1835 F(714) 385-1834 e e o�(E) ®�8o--ee 0 a ® eo age PER PLAN R PLAN www.plumpgroup.com (N) SISTER EA. SIDE li�—I (3 PIECES MAX.) ii - - s610 •®� 3" (3) #5CONT. T.&B. .E� x�e><On • DEU#7r.GOP1tSFIi1'.i1VC." in U CLR. (E) GLB PER PLAN — SEE PLAN 1/2LENGTH PROCON DEVELOPMENT MIN' 4522 Katella Ave. Los Alamitos, CA 90720 LENGTH Stamp: pRDA, WASH PURLIN STRENGTHENING 6 OPENING @ FOOTING 3 9FC 34218 e ' s/O AL ��G EXP. 03/19/IO 1 J2" THK. BASE PLATE 3/4"O THRD. ANCHORS W/ (2) 3/4"O THR'D RODS. ?.°t DOWELS TO MATCH GLAZING PER ARCH'L. ;,q, ' 6" MIN. WI WASHERS @ 24" O.C. & SIMPSON'SET-XP' EPDXYa. 12"MAX. W/ SIMPSON'SET-XP' EPDXY (ICC#2508) FOOTING W/SIMINF'GT.&B. E.N. � n Lm F"gm�nns, RlCflardPlUf%J (ICC#2508) SPECIAL INSP. REQ'D. - (2 1 /2" EMBED) PER PLAN ET PPE OXY d° 2-2x TOP PLATES 3 I GRI f a •�Sm •"mmwms SPECIAL INSP. REQ'D. (4 1 /2" EMBED.) (ICC #2508) SPEC. INSP. REQ'D. ry (E) F.N. 3/16 (41/2" EMBED)�'�`�$o`�e'�s (E) PLYWOOD d COL. PER PLAN p o o ❑ 0 4 ° n a (E) BLDG. WALL 2x6 STUDS @ 16" O.C. l • (E) CONC. WALL 12 CIDT 12 d. ° '— I! —I = _ i ° - SHEAR PANEL PER PLAN #4 @ 18" O.C. W7 03/26/2019 CAP BOLT 12 12 b5d LAP —" SIMPSON'SET-XP' EPDXY P.T. SILL W/ (ICC #2508) BOLTS PER SHEAR Z ACCESS HOLE COL. PER PLAN °' SPECIAL INSP. REQ'D WALL SCHEDULE (6" EMBED) (E) 2xSUBPURLINS @ 24" O.C. }, p I 1/ SECTION 'B-B' SECTION "A -A" (E) CONC. SLAB (E) CONC. SLAB W LVL PER PLAN PER PLAN E N PER PLAN W/ 1/70 M.B. 912' O.C. � I STAGGERED a / n v L v` 6 114" CAP It I I l1!( I, I I - (E) 4x PURLIN PER PLAN z L DOGER - - _ _ _ - 22'-6" MAX. (E) FTG. .-.ROF I i l ' I I _Uj LC- L 1,° 3" (3) #5 CONT. T.&B. C CM > O LI-1 I•I I•I I I (3) SIDES, TYP. I I 1/4 '� ° ° I -,-I SEE PLAN p O co O r 11 I I I I HSS PER PLAN I I !!! I11-' C ` s— I• I ----------------------- I• I N < 0 S �,-, : PURLIN STRENGTHENING 1-1 N FOOTING TO WALL 5 GLAZING @ FOOTING 2 E w N 9 I I I I U C�....f� w /� o v l W N H S301 I,I I,1 II II REVISIONS I 1 I I FOR CITY SUBMITTAL 314/19 II II SHEAR PANEL 4- z l 1 I I z - PER PLAN - '? I .1 I • I g 2x6 STUDS @ 16" O.C. wl ) I Iw o o SIMPSON'A35' - ___.----- POST PER PLAN 2x6 STUDS @ 16" O.C. a. ¢ = I I I I= I I 1 I EA. SIDE #4@18"O.C.W! SHEAR PANEL #4@IWO.C.W/ PER PLAN - --- P.T. SILL W/ 1/2"Oxb" REDHEAD'TRUBOLT+' `? „a,, I I ( I o .. ;� 1' I 1' 1 SIMPSON'SET-XP' EPDXY P.T. SILL W/BOLTS (ICC #2508) SIMPSON'SE(-XP' EPDXY I P.T. SILL W/BOLTS (ICC #2506) ` (ICC #3772) a ) ( l I PER SHEAR WALL SCHEDULE SPECIALINSP.REQ'D PER SHEAR WALL SCHEDULE SPECIALINSP.REQ'D 1, a,„ ;; SPECIAL INSP. REQ'D I I 1 I I J ) ) (6" EMBED) (b" EMBED) (E) CONC. SLAB (E) BLDG. WALL PER PLAN I ) I I NC. SLAB SLAB (E) CONIC. SLAB (E) CONC. SLAB �� W E.N. a' a I • I B l • I B PEER PLAN PER PLAN PER PLAN E.N. PER PLAN J II II ) I I I ° < of-iulcwi)a a I —I ° III 4 ° BUIL I DIV1310N, (E) FTG. ° A `-e ` - a W (3 #5 CONT. T.&B. M U CLR. ) M U CLR. (3) #5 CONT. T.&B. N 4 ° ` e ° a 4 n Prolea manager: sP -° ' ' -1_-_- °— —i _ �I- SEE PLAN SEE PLAN CITY Op I'UK V1LA Dale; —III=jII- I_ i I— SEE PLAN !-) !— $COe MAR 2 9 2019 Pro eaNum 1809109 ELEVATION SHEETNUMBER PERMIT CENTER WALL @ E CONC. WALL 10 H-FRAME DETAIL 7 POST @ FOOTING 4 WALL @ FOOTING S400 0 0 o MECH'L UNIT PER PLAN FACTORY ROOF CURB SEE MECH DWG'S z� FOR ADDITIONAL INFORMATION ? SEE MECH'L.DRAWINGS B.N. 2E - sd. CANT STRIP 2-2x PER PLAN MIN. (8) 1/4"0'SDS'SCREWS AROUND (2PER SIDE) OPENING TYP. 4x MIN. BLK'G. DUCT NOTE: 1. VERIFY WEIGHT & SIZE W/ EQUIPMENT MANUFACTURER. •'' WEB STIFFENER ATTACHMENT - NAIL QUANTITIES RED-145 TM RED-I65 TM RED-I90TM AND RED-190H TM RED-190HS TM JOIST 8d (2 1/2") NAILS 8d (2 1/2") NAILS 16d (3 1/2") NAILS I6d (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 14" 3 5 3 3 6 16" 3 6 4 4 6 19, 7 4 4 8 20" 8 5 5 10 22" - 9 6 it 10 24" - 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" 5/9'x2 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 1 %2" --r3 2x4 CONSTRUCTION GRADE OR BETTER A SNUG FIT F w � Q¢¢ N Z C'1 - d 1751-1 z ¢ A VIEW "A -A" 0 ` N (1) 1 1/2" (TYP.) W/2x4 SOLID SAWN LUMBER WEB STIFFENERS. (2) NAILS MAY BE DRIVEN FROM ONE SIDE ONLY. TRUSS BLOCKING 15 rd • B.N. (2 ROWS) 2x6 STUDS PLYWOOD PER PLAN @ 16" O.C. ®�({ $ - T.O.S. 2xSILLW) /4"0 B.N.IARRCHITEECTURE & ENGINEERING (E) PLYWOOD - Il 'SDS' SCREWS 2x6 BLK'G @ 32" O.C. a division of Plump Engineering, Inc. PER PLAN @ 16"O.C. 4x6BLK'G �11 I PLYWOOD PER PLAN 914 E. KATELLA AVENUE (E)2xPER PLAN I 1 T.O.S. ANAHEIM, CALIFORNIA 92805 1 E.N. P (714)385-1835 F(714)385-1834 i www.plumpgroup.com I � I 2-2x TOP PLATES 11 it 2-2x TOP E.N. PLATES TRUSS PER PLAN WEB BLK'G. SHEAR PANEL TRUSS PER PLAN 'LPTS' PER 1 /2"Ox5" LG. PER PLAN SW SCHEDULE LAG SCREW @8'-0"O.C. 2x6STUDS TRUSS BLK'G E.N. •�� _ . @ 16" O.C. FULL HEIGHT, °�� ( SHEAR PANEL TRUSS PER PLAN pEVELO'IGING FULL WIDTH) PER PLAN SHEAR PANEL -. PER PLAN zx6 16""O.C. PROCON DEVELOPMENT @ .0 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: I,,R D. A. p 4�,,E WASH WALL @ TOP 9 FRAMING DETAIL 6 FRAMING DETAIL 3 -�P' 34218 2 �FSPf�(SIERS� S/0NA L ENS EXP. 03/19/20 EM 2x6 STUDS `"dRuK{ Y �05 aw @ 16" O.C. '- SHEAR PANEL PER PLAN # E i �gro (E) CONC. WALL F21Ch8Fdi1UT1�3IS Pu E gineatlng 2x6 STUDS a B.N. 2x6 STUDS �,<# ta.�Rg iaM a�maoems @ 16" O.C. 2x SILL W/ 1 /4"0 @ 16" O.C. c 'SDS' SCREWS E.N. �C nut+ 1a13az�a3s @ ib" O.C. 2x SILL W/ I/4"0�=•7y 2x SILL W/ 114"0 PLYWOOD PER PLAN 'SDS' SCREWS B.N. 'SDS' SCREWS T.O.S. @ 16" O.C. ;��% @ 16" O.C. E.N. PLYWOOD PER PLAN T.O.S. PLYWOOD PER PLAN J BEAM PER PLAN 03/26/2019 71 E.N. 3x TRUSS BLK'G Z -- (6) 16d 3xTRUSS BLK'G (FULL HEIGHT) (FULL HEIGHT) E.N. t ^ v J 4 TRUSS PER PLAN Uj SIMPSON'HTT5' @ 32" O.C. TRUSS PER PLAN W/ 5/8"0 THR'D ROD SHEAR PANEL 'A35' PER - �VVj/ SHEAR PANEL & SIMPSON'SET-XP' PER PLAN SW SCHEDULE •CI\ PER PLAN EPDXY (ICC #2508) SPECIAL INSP. REQ'D 2-2xTOP PLATES n/ (4 1 /2" EMBED) 2x6 STUDS @ 16" O.C. Uj W POST PER PLAN -- E.N. _ HEADER PER PLAN > 0 W 00 E.N. Ica00 O d00 0ry o Q \/ 0 BEAM TO POST 8 FRAMING DETAIL 5 FRAMING DETAIL 2 D Q w Q - ♦Z/� rv/� N o �! W N F- o_ REVISIONS FOR CITY SUBMITTAL 314119 2x6 STUDS @ 16" O.C. 2x6 STUDS 2x SILL W/ 1/ "0 - B.N. @ 16, O.C. 'SDS' SCREWS @ 16" O.C. 2x6 BLK'G @ 32" O.C. 2x SILL W/ 1 /4"0 —� 'SDS' SCREWS T.O.S. PLYWOOD PER PLAN @ 16, O.C. E.N. T.O.S. E.N. 2-2x TOP PLATES WEB BLK'G. 3x TRUSS BLK'G (FULL HEIGHT) E.N. TRUSS PER PLAN SHEAR PANEL PER PLAN SHEAR PANEL PER PLAN HEADER PER PLAN 2x6 STUDS ---'---'--- @ 16" O.C. E.N. OMWAM At PC B.N. PLYWOOD PER PLAN Cc BU TRUSS PER PLAN --- 'A35' PER SW SCHEDULE 2-2x TOP PLATES iiEG�'NEO CITY OF'fUK%'JILA MAR 29 2019 PERMIT CENTER J_ Q t7u (, F- ~ N '_ C. _ r of 1 Rwila I If!G DIVISION ProleclNwnoger. sP srola: rallom� 1609109 S H E E T N U M B E R S500 FRAMING DETAIL 1 DEMOLITION NOTES 1. DEMOLITION WORK SHALL BE PERFORMED ACCORDING TO THE ARCHITECTURAL PLANS. 2. ALL MATERIALS, LIGHTING FIXTURES, CONVENIENCE OUTLETS, WIRES, CONDUITS, JUNCTION BOXES AND ALL OTHER DEVICES SHALL CONFORM TO MATCH THE EXISTING CONDITIONS AND EQUIPMENT ON THE JOB SITE, UNLESS OTHERWISE NOTED. 3. REMOVE, REROUTE AND REWIRE EXISTING FIXTURES, RECEPTACLES AND JUNCTION BOXES AND PROVIDE NEW BRANCH CIRCUITS, PANEL FEEDERS, AND DEVICES AS SHOWN ON THE PLANS OR AS REQUIRED FOR A COMPLETE OPERABLE SYSTEM, IN FULL ACCORDANCE AND COMPLIANCE WITH ALL APPLICABLE CODES. 4. ALL EQUIPMENT WHICH IS DISCONNECTED AND REMOVED SHALL BE RETURNED TO THE OWNER. 5. FURNISH AND INSTALL ALL NECESSARY CONDUITS, WIRES, JUNCTION BOXES, BLANK COVER PLATES, ETC, AT ALL LOCATIONS AFFECTED BY RELOCATION OF OUTLETS. 6. WHERE INTERRUPTION OF A CIRCUITS FEEDING EXISTING EQUIPMENT OCCURS DUE TO NEW WORK, THIS CIRCUIT SHALL BE REHABILITATED AND MADE CONTINUOUS FROM PANELTO LAST EXISTING OUTLET. 7. THE CONTRACTOR SHALL REUSE EXISTING CONDUIT RUNS AND HOMERUNS WHERE POSSIBLE ACCORDING TO CODES HAVING JURISDICTION, PULL NEW WIRES AS REQUIRED. ALL OTHER EXISTING UNUSED CONDUITS AND WIRES SHALL BE REMOVED BACK TO LAST EXISTING OUTLET. 8, UPDATE PANEL DIRECTORIES AT EXISTING PANELS TO REFLECT NEW WORK. 9. THE CONTRACTOR SHALL VERIFY THE CURRENT IN EXISTING FEEDERS AND BRANCH CIRCUITS THAT ARE AFFECTED BY THIS PROJECT PRIOR TO ADDING LOAD TO EXISTING CONDUCTORS, BREAKERS, PANELS, TRANSFORMERS OR SWITCHGEAR. NOTIFY ARCHITECT IMMEDIATELY IF ANY EXISTING EQUIPMENT IS FOUND TO BE OVERLOADED OR WILL BECOME SO IF NEW LOAD IS ADDED. 10. THIS DRAWING IS BASED ON EXISTING DRAWINGS AND OWNER SUPPLIED INFORMATION. THERE HAS BEEN NO VERIFICATION OF PRECISE LOCATIONS, WIRING OR OPERATION OF EXISTING EQUIPMENT. CONTRACTOR SHALL VERIFY ALL JOB CONDITIONS PRIOR TO BID. CONTRACTOR SHALL THOROUGHLY EXAMINE AND VERIFY POINTS OF CONNECTION, ACCESSIBILITY, SIZES, LOCATIONS, ELEVATIONS, ETC. EXISTING CONDITIONS FOUND UNACCEPTABLE OR IN VIOLATION OF CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE CORRECTED. 11. CONTRACTOR SHALL PERFORM ALL VERIFICATION, OBSERVATION,TEST, AND EXAMINATION WORK PRIOR TO THE ACTUAL CONSTRUCTION, HE SHALL ISSUE A WRITTEN NOTICE OF ALL FINDINGS TO THE ARCHITECT LISTING ALL MALFUNCTIONS, FAULTY EQUIPMENT AND DISCREPANCIES. 12. ADDITIONAL LABOR AND MATERIAL REQUIRED TO PROVIDE A COMPLETE AND OPERABLE SYSTEM IN ACCORDANCE WITH CODES AND ALL AUTHORITIES HAVING JURISDICTION NOT LISTED IN THE WRITTEN NOTICE TO THE ARCHITECT SHALL BECOME PART OF THE CONTRACTOR'S WORK JUST AS IF IT WERE INDICATED AND IMPLIED ON THE PLANS. ABBREVIATION AFT ABOVE FINISHED FLOOR FLA FULL LOAD AMPS R,(R) REMOVE, RELOCATE - AFG ABOVE FINISHED GRADE FSP FIRE SUPPRESSION PANEL SCC SHORT-CIRCUIT CURRENT AIC AMP INTERRUPTING CURRENT GFCI GROUND FAULT CIRCUIT SAD SEE ARCHITECTURAL DRAWING BC BARE COPPER INTERRUPTER SMD SEE MECHANICAL DRAWING BKBD BACKBOARD G, GND, GRD GROUND UNO UNLESS NOTED OTHERWISE CO CONDUIT ONLY IG ISOLATED GROUND VL VERIFY LOCATION E,(E) EXISTING LCL LONG CONTINUOUS LOAD WP WEATHERPROOF ECP ENVIRONMENTAL CONTROL PANEL N,(N) NEW WT WATERTIGHT NF NON -FUSED EG EQUIPMENT GROUND NL NIGHT LIGHT EM EMERGENCY N PANEL 'HMP' VOLTS:480V ;PHASE. 3_ .A_ IC. 42.000 AMP ;! -:MAIN_MLO MOUNTING: RECESSED _ (WIRE T - _ t - !BKR _R_ATNNG: 'CT J (BUSSING: 225 AMP LOAD A VA B-VA GVA CT BKR A VA B VA GVA ' LOAD 1 2 6013 19035 "' ., M 45KVAXPMR TI' - 5 6 x_=_ a 17290 M - _son 7 8 ;. 9 TO 11 12 �Y ;'- '- 13 14 �° 17 16 19 0 21 1 22 - s 1231 1241 PHASE TOTALS. 19035 16629 17290 52954 TOTAL CONNECTED LORD VA_(FOR DEMANDiOAD,SEE BELOW) PHASE AMPERES: 687 600 624 r.---_ ! DEMAND LOAD CALCULATION: NOTES L LIGHTING LOADS:_ 1 25 X _ M MOTOR LOADS (INCL LGST)1 00 X 52954 -__ 52954 VA LARGEST VA I 0251 X i 12000 3000i.VA R RECEPTACLES 1ST 10K _ 050 X 0 0 VA� _ ._ ._. ......_-- K KITCHEN LOADSQTY j_ 0 065 -X 0 -- OVA.__ N NONCONTINUOUS LOADS OTHER - 700 X 0 OYA - ; (P-PANEL, INCL INABOVE) TOTAL N.E.C. DEMAND _ LOAD = 55954YA 673 AMPERES /N PA►NEL 'MP' 1 VOLTS:120/208V PHASE: 3 ! _.... 1 MOUNTING: RECESSED (WIRE. 41 ! 1 A.I.C. :I RATING: ,22,000AMP ! j ;MAIN: 150A BUSSING: M5 AMP LOAD A VA 8-VA C.VA BKR CT CT BKR IA -VA B-VA GVA LOAD 2ND FLOOR LIGHTING L 1515 %., �ij Via_ 2011 1 1 2 2011 1200 ",, ,�' ;. R VENDING CONFERENCE ROOM RECEPTACLES 720 200 3 1 4 2011 120D :; R VENDING CONFERENCE ROOM RECEPTACLES R^� 2011 5 6 2011 1200 R VENDING WATER HEATER CLOSET RECEPT R 360 S" ,.? 2011 7 8 2011 1200i ri,i,a, f. R KITCHEN GFCI MENS HAND DRYER R 1500 ? 20/1 9 10 3013ir„ 2250,r', M WATER HEATER MENS HAND DRYER R 1500 2011 11 12 ;�`11_'2250M- LOCKER ROOMOREAKROOMREC R 1440 *' - 2011 13 14 2011 1600 R MICROWAVE EXHAUST FAN ft 1200 `° ,T.,' 20/1 15 16 20/1 180 're8 R KITCHEN GFCI WOMENS HAND DRYER R OV4 1500 20/1 17 18 20/1 J,, 1600R MICROWAVE GFCI RESTROOM R 360; - 2011 19 20 20/1 1600 ;,-;„ ?' ft GARBAGE DISPOSAL 1 ST FLOOR LIGHTING L 1239 - 2011 21 22 20/1 P` 180 -"R KITCHEN GFCI 20/1 23 24 20/1 =,*-, �. �' 160 R KITCHEN GFCI ' 1 2011 25 26 20/1 1600 .� ka, R MICROWAVE RTU-2 M ' 3600 'L 50/3 27 28 6013 4560 , M RTU-1 -- M 3600 - 29 30 - ' 4560 M - -- M 3600 ,.�; 31 32- PHASE TOTALS: 19035 16629 17110 52774 TOTAL CONNECTED LOAD VA (FOR DEMAND LOAD SEE BELOW) PHASEAMPERES 1585 1385 DEMAND LOAD CALCULATION L UGHITNG WADS:--_ C-CONi1N000S LOADS OTHER M MOTOR LOADS ONGL LGST) !_ LARGEST VA: - - ECEPTA--CLES: 1ST 10K' -r R-R1600, BALANCE K-KITCFIEN LOADS__._ OTY I. N NONCONTINUOUS LOADS, OTHER_ (P=PANEL,-INCL IN ABOVE) -i _ 0 - _� ;TOTAL 1.25 1.25 1001 _0251 1 00 0501 1.00� X X . X - X X X - X 1 _ I 2754 3443 _ 0 _ OVA 28980 28960!VA j„12000 , __ 3000•VA 1W00 11040 . --- 0 0 NOTES._ _ VA_ ! _ _ _ ___ - -- ;--. - _.._ ---- -.--- - VA i I N.E.C. DEMAND LOAD,' - 60943 VA i 10.4 AMPERES C4UNINk -1110i1-'1 1. ELECTRICAL CONTRACTOR SHALL VERIFY VOLTAGE, HORSEPOWER RATINGS, EXACT LOCATIONS OF ALL ELECTRICAL AND OTHER EQUIPMENT PRIOR TO ANY ROUGH -IN. IF DISCREPANCIES ARE NOTED, ADVISE THE ARCHITECT/ENGINEER IMMEDIATELY. 2. SEE RELATED WORK SHOWN ON CONSTRUCTION DOCUMENTS PREPARED BY THE ARCHITECT FOR WORK AND MATERIALS TO BE FURNISHED AND INSTALLED UNDER THIS WORK. 3. LOCATE LIGHT FIXTURES SO AS TO AVOID ALL EQUIPMENT FURNISHED BY OTHER TRADES. COORDINATE ALL ASPECTS OF INSTALLATION PRIOR TO ROUGH -IN. 4. THE ELECTRICAL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE 2014 EDITION OF THE NATIONAL ELECTRICAL CODE, AND ALL. LOCAL CODES HAVING JURISDICTION. 5. ALL LIGHT FIXTURES SHALL BE FURNISHED TO MATCH WITH THE CEILING TYPE IN WHICH THEY ARE INSTALLED. PRIOR TO BID, CONTRACTOR SHALL VERIFY CEILING TYPE INDICATED ON ARCHITECTURAL DRAWINGS. LOCATE ALL LIGHT FIXTURES AS SHOWN ON THE REFLECTED CEILING PLAN. 6. ALL ELECTRICAL EQUIPMENT EXPOSED TO THE WEATHER OR DAMP AND WET AREAS SHALL BE WEATHERPROOF AND HAVE UL LABEL CONSISTENT WITH APPLICATION (NEMA 3R). 7. CONTRACTOR SHALL FURNISH AND INSTALL AN AUXILIARY JUNCTION BOX AT ALL LOCATIONS WHERE A RECESSED LIGHT FIXTURE IS SHOWN WITH MORE THAN EIGHT (8) WIRES CONNECTING OR RUNNING THROUGH IT. SEE NEC 370-6 AND 41G-1 1. 8. CONTRACTOR SHALL OBTAIN THE EQUIPMENT SUPPLIER'S DRAWINGS AND INFORMATION RELATIVE TO THIS PROJECT. HE SHALL UTILIZE THIS INFORMATION FOR EXACT POINTS OF CONNECTION. NO INSTALLATION SHALL BE PERMITTED IN VIOLATION OF MANUFACTURER'S RECOMMENDATIONS. 9. ALL ELECTRICAL EQUIPMENT SHALL BE NEW AND U.L. LISTED. 10. LIGHTING FIXTURE CATALOG NUMBERS, VOLTAGES, AND LAMP TYPES ON THE FIXTURES SCHEDULE SHALL BE TREATED AS MINIMUM REQUIREMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION AND COORDINATION OF ALL VOLTAGES NUMBERS LAMP TYPES AND MOUNTINGS. 11. CONTRACTOR SHALL FURNISH AND INSTALL A GROUND WIRE IN ALL CONDUITS. GROUND WIRES MAY NOT BE SHOWN, BUT SHALL BE INCLUDED IN THE ELECTRICAL CONTRACTOR'S BASE BID AND SIZED PER NEC ARTICLE 250-94 AND 250-96, OR AS NOTED ON DRAWINGS. 12. FACILITIES SYSTEMS: AT NO TIME SHALL ANY WORK BE DONE THAT MAY INTERRUPT THE OPERATIONS OF ANY EXISTING FACILITIES WHICH AFFECTS PEOPLE OR EQUIPMENT OUTSIDE THIS SCOPE. IF, IN THE OWNER'S OPINION THERE IS NO POSSIBLE WAYTO AVOID SUCH DISRUPTION, THE CONTRACTOR SHALL CONTACT APPROPRIATE AUTHORITIES, SUBMIT A PLAN FOR APPROVALTO THOSE RESPONSIBLE. OBTAIN ALL AGREEMENTS, AND THEN COMPLY WITH THOSE AGREED UPON PROCEDURES IN ALL ASPECTS, COORDINATION OF OUTAGE OF ANY SYSTEM SHALL BE EXECUTED WITH SUFFICIENT ADVANCE NOTICE SO AS TO MINIMIZE THE IMPACT OF THE INTERRUPTION OF SERVICES. 15. THE CONTRACTOR MUST VISIT THE SITE PRIOR TO SUBMITTING A BID AND INCLUDE ALL REQUIREMENTS FOR EXISTING FIELD CONDITIONS IN HIS PRICE. 16. ALL SWITCHES AND RECEPTACLES SHALL BE SPECIFICATION GRADE AND 20 AMPERE MINIMUM. WALL - PLATES SHALL BE TYPE 302 STAINLESS STEEL, COLOR OF DEVICES TO BE SELECTED BY ARCHITECT. 17. ALL WIRING SHALL BE INSTALLED IN RACEWAYS. 18. ALL WIRING SHALL BE COPPER, #12 AWG MINIMUM, TYPE THWN AND RATED FOR 600 VOLTS. 19. RACEWAYS ALLOWED: RIGID METAL CONDUIT (REQUIRED IN MECHANICAL, ELECTRICAL AND EQUIPMEN ROOMS), EMT, STEEL FLEXIBLE CONDUIT (MAXIMUM LENGTH SHALL BE 6 FEET) AND PVC COATED METAL CONDUIT (REQUIRED UNDERGROUND AND IN EXISTING SLABS). MINIMUM SIZE HOMERUN SHALL BE 3/4", OTHERWISE 1 /2" MINIMUM ALLOWED. ANY RACEWAYS WITH 6 OR MORE CONDUCTORS SHALL BE 3/4" MINIMUM (INCLUDING GROUNDING CONDUCTOR). ALUMINUM FLEXIBLE CONDUIT SHALL NOT BE USED. FLEXIBLE CONDUITS EXCEEDING 6 FEET IN LENGTH SHALL INCLUDE AN GREEN INSULATED CODE -SIZED EQUIPMENT GROUNDING WIRE, PROPERLY BONDED A EACH END TO MAINTAIN GROUNDING CONTINUITY AS REQUIRED BY CODE. 20. FITTINGS: GALVANIZED STEEL TYPE; SET -SCREW TYPE. 21. SLEEVES: PROVIDE SLEEVES FOR ALL RACEWAYS AND/OR WIRING THROUGH FIRE -RATED WALLS, CEILINGS AND CONCRETE OR STEEL FLOORS. SEAL SLEEVES, AFTER INSTALLING RACEWAYS, WITH APPROVED FIRE -RATING MATERIAL OF EQUAL RATING AS ORIGINAL FIRE -RATING. CABLES AND WIRING THROUGH SLEEVES SHALL BE SEALED ON BOTH ENTRIES. 22. ALL EXISTING AND NEW PANELBOARDS SHALL HAVE TYPE -WRITTEN DIRECTORIES ADDED BY THE CONTRACTOR INDICATING EXISTING CONDITIONS, PRESENT MODIFICATIONS AND NEW WORK. 23. SEAL ALL PENETRATIONS THOUGH FLOOR OR FIRE RATED WALLS WITH FIREPROOFING MATERIAL THAT HAS AN EQUIVALENT FIRE RATING AS THAT OF THE EXISTING CONDITION. 24. THE ELECTRICAL WORK SHALL BE GUARANTEED FOR A PERIOD OF NO LESS THAN ONE YEAR AFTER THE DATE OF ACCEPTANCE BY OWNER. ANY WORK, MATERIAL, OR EQUIPMENT FOUND TO BE FAULTY DURNNC THAT PERIOD SHALL BE CORRECTED AT ONCE UPON WRITTEN NOTIFICATION AT THE EXPENSE OF THE ELECTRICAL CONTRACTOR. 25. ALL CONDUIT ONLY (C.O.) SHALL HAVE A PULL WIRE OR ROPE. 26. PROVIDE THE OWNER WITH ONE SET OF COMPLETE ELECTRICAL REPRODUCIBLE DRAWINGS AT THE COMPLETION OF THE JOB SHOWING ACTUAL DIMENSION AND CIRCUITS. 27. ALL BROCHURES, OPERATING MANUALS, CATALOGS, SHOP DRAWINGS, ETC. SHALL BE TURNED OVER TO THE OWNER AT JOB COMPLETION. 28. CLEAN PREMISES OF ALL DEBRIS RESULTING FROM WORK AND LEAVE WORK IN A COMPLETE AND UNDAMAGED CONDITION. 13. CONTRACTOR TO TAG/IDENTIFY ALL CONDUCTORS FOR EQUIPMENT INSTALLATION. 29. PATCH, REPAIR, AND PAINT TO MATCH SURROUNDING CONDITION, ANY AREA DAMAGED IN THE 14. CONDUIT AND DUCT RUNS ARE SHOWN SCHEMATICALLY. BUILDING CONDITIONS WILL DETERMINE THE OF THE ELECTRICAL WORK. ACTUAL RUNS. LIGHTING FIXTURE SCHEDULE SYMBOL FIXTURE WATTAGE VOLTAGE I LAMPS DESCRIPTION MANUFACTURER CAT. NO. FINISH I MOUNTING I REMARK TYPE A 45 120 1 INTEGRAL 2'x4' LED RECESSED MOUNTED ORACLE WHITE RECESSED ( LED DRIGER 010% 40K LED LIGHT FIXTURE W/ TROFFER 2BLT4-40L ADP-LP840-LED 3220 LUMENS AE 45 120 SAME AS TYPE "A" EXCEPT WITH EMERGENCY LED DRIVER, AND WITH MIN. OF 90 MINUTES BATTERY BACK-UP. ❑ B 30 120 INTEGRAL 2'X2' LED SURFACE MOUNTED ORACLE OR APPROVED EQUAL LED DRIVER 0_10V WHITE SURFACE - 40K LED LIGHT FIXTURE 2BLT2-40L ADP-LP840-LED 3220 LUMENS DIMMING TO 10% Q 86 120 INTEGRAL LED WALL LIGHT ATLAS LIGHTING LED DRIVER 0-10V 40KLED (WET LOCATION) WLD86LED BLACK RECESSED DIMMING TO10% ELECTRICAL SYMBOLS LIST QF -I FUSED SWITCH, SIZE AS SHOWN -V.L. NON -FUSED SWITCH, SIZE AS SHOWN - V.L. TIME CLOCK - 7 DAY, SKIP -A -DAY FEATURE WITH MANUAL BY-PASS SWITCH AD MOTOR OUTLET - IDENTIFICATION SURFACE MOUNTED PANEL 120/208V, 3-PHASE, 4-WIRE ® MAIN SWITCHBOARD OR POWER DISTRIBUTION BOARD FLEXIBLE CONNECTION I'�rCP'�<PROVIDE CORD AND PLUG I ® I XE 1 2.3 I 120 I LED I EXIT SIGN UTHONIA WITH 0 MINUTES BATTERY BACK-UP. I LQM S W 3 R 120 EL N ( WHITE I UNIVERSAL ' (E) 277/480V, 3 0,4 WIRE MAIN SERVICE "MS' 65KAIC (E) 277/480V, 3 O, 4 WIRE FULLY BUSSED - 7 T8 --I9 I------ (20)0A ( 200A 200A [GF (p 3 !� 3P �� 3P - - PROVIDE - � � MATCHING BREAKER (E) 6@ 4"C., 4 #500 MCM I & 1 #4/0 GND �" - - N G ----�- I---- ----7--T--; 2"C. 4#3/O THHN CU+1#2 GND TO (E) POWER UTILITY FACILITIES I 3PA PANEL 'HMP' MLO TO (E) LOAD/CIRCUITRY (E) 1"C.3#1 THHN CU + 1#4 GND TO REMAIN PROTECT IN PLACE (E) (E) 45KVA, XFMR'Tl' CWP LIFER PRI:48OV,30,3W-Delta SEC:208V,30,4W-Wye rX ` Y t#4GND--1 I1/2"C.4#1/OTHHNCU+1#6GND MAX. L=10' VD%=NEG (N) PANEL 'MP' 150A MCB - - - I CONDUIT UNDER SLAB OR BELOW GRADE, 3/4" MINIMUM EXCEPT NO HASH CONDUIT RUN EXPOSED --70' MARKS DESIGNATE 2 #12 WIRES. OTHER CONDUIT AND WIRE AS INDICATED HOMERUN TO PANEL "A", CIRCUITS #1 AND #3 TELEPHONE 3/4"C.O.-U.O.N. TI = 1-114" C.O.; T2 = 1-1 /2" C.O. �i INDICATES PLAN NOTE NUMBER "1", SEE PLAN -� CONDUIT STUB OUT, 3/4" MINIMUM -SEE PLANS FOR NOTES LIGHTING FIXTURE OUTLET - VERIFY MOUNTING WITH FIXTURE SCHEDULE @ I I-0 EXIT LIGHT FIXTURE -ARROWS AS SHOWN (90 MINUTES MINIMUM) I� 1,� (D DUPLEX RECEPTACLE AT +18" / rpDUPLEX MOUNTED ABV. COUNTER 14� DOUBLE DUPLEX/ DUPLEX RECEPTACLE AT+18"= CONTROLLED VL NIGHT LIGHT Dc CEILING -MOUNTED PHOTOCELL SENSOR JUNCTION BOX AT+18" WALL MOUNTED U.O.N GROUND FAULT INTERRUPTING RECEPTACLE/jam= GFCI MOUNTED ABOVE COUNTER / WP ®® DUPLEX/DOUBLE DUPLEX RECEPTACLE, FLUSH FLOOR MOUNTED C DUPLEX RECEPTACLE, CEILING MOUNTED (�{ DEDICATED RECEPTACLE, 208V, 10 SINGLE POLE SWITCH AT 48" U.O.N. - V.L. t2 DOUBLE POLE SWITCH AT +48" U.O.N. - V.L. 3 THREE-WAY SWITCH AT +48" U.O.N. - V.L. FOUR-WAY SWITCH AT +48" U.O.N. - Y.L. } a "a" INDICATES OUTLET CONTROLLED AT+48" U.O.N. (PROVIDE SEPARA SWITCH FOR EACH DESIGNATION) $M MOTOR CONTROL TOGGLE SWITCH H.P. RATED CEILING -MOUNTED MOTION/OCCUPANCY SENSOR 2 HP FC 120V t SPECIFICATIONS; INFORMATION ADJACENT TO CALL -OUT INDICATES HORSE DENOTES MECHANICAL EQUIPMENT SEE MECHANICAL DRAWINGS FOR EXACT POWER (H.P.) AND VOLTAGE RATING ❑d P OR C MOUNT JUNCTION BOX WITH BLANK COVER PLATE 6" ABOVE ACCESSIBLE CEILING FOR MODULAR FURNITURE POWER POLE BY OWNER. "P" INDICATES POWER SUPPLY, "C" INDICATES DATA AND TELEPHONE SUPPLY PB 4/0 PULL BOX DIMMER/ OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH SINGLE LEVEL SWITCHING AT+48" (120 VOLT) JaD OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH SINGLE LEVEL SWITCHING AT +48" (120 VOLT) ..LL 3ab OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH BI-LEVEL SWITCHING AT+4&' (120 VOLT) 1, 3abD DIMMER/OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH BI-LEVEL SWITCHING AT +48" (120 VOLT) Cj DATA/TELEPHONEOUTLET, WALL -MOUNTED DATA OUTLET, WALL -MOUNTED SHEET LEGEND E001 GENERAL NOTES, SYMBOLS LIST, LIGHT FIXTURE/PANEL SCHEDULES & SLD E002 ELECTRICAL DETAILS E100 FIRST FLOOR POWER PLAN E101 SECOND FLOOR POWER PLAN E102 FIRST FLOOR LIGHTING PLAN E103 SECOND FLOOR LIGHTING PLAN E104 ROOF POWER PLAN SINGLE LINE DIAGRAM NOTES I ST. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDUITS ALL NEW. S2. CONDUCTOR SHALL BE COPPER. S3. ALL EQUIPMENT AND CONDUITS SHOWN ARE EXISTING UNLESS NOTED OTHERWISE. S4. VISIT SITE BEFORE BIDDING PROJECT TO SEE ALL EXISTING CONDUITS. QUALIFY ANY EXISTING CONDITIONS IN BID THAT WERE FOUND DURING SITE VISIT. IF NO SITE VISIT IS DONE IT WILL BE THE ELECTRICAL CONTRACTORS RESPONSIBILITY TO DO PROJECT COMPLETE PER PLANS WITH NO EXTRA COST 7 PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 s�P52 D. A. A! G OF WASy G� 9 34218 �Fss ONA LT 03/2612019 z W_n yV/ rV uj >0W Lu i 00 - W O CL - N 000, E Q W Q o 4 a noN F� REVISIONS FOR CITY SUBMITTAL 3/4/19 = J C) � N�t J OV W J O m Lu _r . uj �1 '' ... .� z Iy J CL Lau f TUk%A+ila Q j , !G DI i 1 W 0� z� x JEGr"_IVED r Z,iF fi1l�i%VILA �L1J V LL N P'.je tM_gw.. SP Oaie: MAR 2 9 2019 �la: RMIT CENTER Prdect Number. 1809,09 SHEETNUMBER SEPARATE PERMITA €�,�,. APPROVALL E001 REQUIRED DEMOLITION NOTES 1. DEMOLITION WORK SHALL BE PERFORMED ACCORDING TO THE ARCHITECTURAL PLANS, 2. ALL MATERIALS, LIGHTING FIXTURES, CONVENIENCE OUTLETS, WIRES, CONDUITS, JUNCTION BOXES AND ALL OTHER DEVICES SHALL CONFORM TO MATCH THE EXISTING CONDITIONS AND EQUIPMENT ON THE JOB SITE, UNLESS OTHERWISE NOTED. 3. REMOVE, REROUTE AND REWIRE EXISTING FIXTURES, RECEPTACLES AND JUNCTION BOXES AND PROVIDE NEW BRANCH CIRCUITS, PANEL FEEDERS, AND DEVICES AS SHOWN ON THE PLANS OR AS REQUIRED FOR A COMPLETE OPERABLE SYSTEM, IN FULL ACCORDANCE AND COMPLIANCE WITH ALL APPLICABLE CODES. 4. ALL EQUIPMENT WHICH IS DISCONNECTED AND REMOVED SHALL BE RETURNED TO THE OWNER. 5. FURNISH AND INSTALL ALL NECESSARY CONDUITS, WIRES, JUNCTION BOXES, BLANK COVER PLATES, ETC. AT ALL LOCATIONS AFFECTED BY RELOCATION OF OUTLETS. 6. WHERE INTERRUPTION OF A CIRCUITS FEEDING EXISTING EQUIPMENT OCCURS DUE TO NEW WORK, THIS CIRCUIT SHALL BE REHABILITATED AND MADE CONTINUOUS FROM PANELTO LAST EXISTING OUTLET. 7. THE CONTRACTOR SHALL REUSE EXISTING CONDUIT RUNS AND HOMERUNS WHERE POSSIBLE ACCORDING TO CODES HAVING JURISDICTION, PULL NEW WIRES AS REQUIRED. ALL OTHER EXISTING UNUSED CONDUITS AND WIRES SHALL BE REMOVED BACK TO LAST EXISTING OUTLET. 8. UPDATE PANEL DIRECTORIES AT EXISTING PANELS TO REFLECT NEW WORK. 9. THE CONTRACTOR SHALL VERIFY THE CURRENT IN EXISTING FEEDERS AND BRANCH CIRCUITS THAT ARE AFFECTED BY THIS PROJECT PRIOR TO ADDING LOAD TO EXISTING CONDUCTORS, BREAKERS, PANELS, TRANSFORMERS OR SWrrCHGEAR. NOTIFY ARCHITECT IMMEDIATELY IF ANY EXISTING EQUIPMENT IS FOUND TO BE OVERLOADED OR WILL BECOME SO IF NEW LOAD IS ADDED. 10, THIS DRAWING IS BASED ON EXISTING DRAWINGS AND OWNER SUPPLIED INFORMATION. THERE HAS BEEN NO VERIFICATION OF PRECISE LOCATIONS, WIRING OR OPERATION OF EXISTING EQUIPMENT. CONTRACTOR SHALL VERIFY ALL JOB CONDITIONS PRIOR TO BID. CONTRACTOR SHALLTHOROUGHLY EXAMINE AND VERIFY POINTS OF CONNECTION, ACCESSIBILITY, SIZES, LOCATIONS, ELEVATIONS, ETC. EXISTING CONDITIONS FOUND UNACCEPTABLE OR IN VIOLATION OF CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE CORRECTED. 11. CONTRACTOR SHALL PERFORM ALL VERIFICATION, OBSERVATION,TEST, AND EXAMINATION WORK PRIOR TO THE ACTUAL CONSTRUCTION. HE SHALL ISSUE A WRITTEN NOTICE OF ALL FINDINGS TO THE ARCHITECT LISTING ALL MALFUNCTIONS, FAULTY EQUIPMENT AND DISCREPANCIES. 12. ADDITIONAL LABOR AND MATERIAL REQUIRED TO PROVIDE A COMPLETE AND OPERABLE SYSTEM IN ACCORDANCE WITH CODES AND ALL AUTHORITIES HAVING JURISDICTION NOT LISTED IN THE WRITTEN NOTICE TO THE ARCHITECT SHALL BECOME PART OF THE CONTRACTOR'S WORK JUST AS IF IT WERE INDICATED AND IMPLIED ON THE PLANS. AFF ABOVE FINISHED FLOOR FLA FULL LOAD AMPS R,(R) REMOVE, RELOCATE AFG ABOVE FINISHED GRADE FSP FIRE SUPPRESSION PANEL SCC SHORT-CIRCUIT CURRENT AIC AMP INTERRUPTING CURRENT GFCI GROUND FAULT CIRCUIT SAD SEE ARCHITECTURAL DRAWING BC BARE COPPER INTERRUPTER SMD SEE MECHANICAL DRAWING BKBD BACKBOARD G, GND, GRD GROUND UNO UNLESS NOTED OTHERWISE CO CONDUIT ONLY IG ISOLATED GROUND VL VERIFY LOCATION E,(E) EXISTING LCL LONG CONTINUOUS LOAD WP WEATHERPROOF ECP ENVIRONMENTAL CONTROL PANEL N,(N) NEW WT WATER TIGHT NF NON -FUSED EG EQUIPMENT GROUND NL NIGHT LIGHT EM EMERGENCY i N PANEL 'HMP' I ' VOLTSABOV (PHASE: 3 i 'iA.I.C. RATING 142,OOOAMP i !MAIN: MUD MOUNTING: RECESSED ;WIRE: 4 -� ! ! 'BU651NG: 226 AMP LOADIA-VA 13-VA GVA BKR CT ICTIBKR IA -VA B VA GVA LOAD 1 2 6013 19035 '. ,� - M 45KVA XFMR TI' 3 4 1 .," 16629 "' J M - 2M t'-?'J 5 6 b 17290 M - 7 8 T 9 10 '^ 13 14 15 16 17 1S I '�3`r 19 20 1211122 PHASE TOTALS: 19035 16629 17290 52954 TOTAL EC CONNECTED LOADVA FOR DEMAND LOAD SEE BELOW L ( ) PHASE AMPERES: 68.7 600 624 _ _ `DEMAND LOAD CALCULATION NOTES: L -LIGHTING LOADS .... ,.., 125 X, �_..._ 0 :_ OiVA-__ ------ - _ _.--..____. _.-- C-CONTINIIQ US LOADS, OTHER 1.25 X 0 - 0 VA _ M MOTOR LOADS (INCL LOST) _ 1A01 X 0.251 X 52954 52954iVA 192000 3000rVA _- - _ __ LARGEST VA R RECEPTACLES 1ST 10K 1 t.00 X _ I 0 ,= 01.VA _ I -"BALANCE- -_ I 1 050 X 0 - OUA 1 - ---- K KITCHEN LOADS QTY .. 0 -065 X '� 0 OVA-_�__J---_- N NONCON_TINUOUS LOADS OTHER_.,:1 OOI X 0 DIVA (P PANEL, INCL. IN ABOVE) !' TOTALN.E.C. DEMAND _ LOAD i= 55954;VA= 673IAMPERES (N) PANEL 'W" VOLTS:120/208V (PHASE: 3 A.I.C. RATING: 122,00.0AMP t s MAIN: 150A _ MOUNTING: RECESSED iWIRE: 41 _; 1 , BUSSING: 225 AMP LOAD ' A VA B-VA GVA BKR CT CT BKR A -VA 13VA GVA LOAD 2ND FLOOR LIGHTING L 1516 �. T?„ 20/1 1 2 20/1 1200 �.� ". R VENDING CONFERENCE ROOM RECEPTACLES R 720 2011 3 4 2011 - 120D R VENDING CONFERENCE ROOM RECEPTACLES R 3'"�` 720 2011 6 6 2011 g=,. L , 1200 R VENDING 2011 7 8 20/1 1200 x --^ R KITCHEN GFCI WATER HEATER CLOSET RECEPT R 3600M MENS HAND DRYER R „ "-` 1600 20l1 91 10 30/3 W-j 2260 ,4 _ M WATERHEATER MENS HAND DRYER R 1440 1500 2011 11 12 r 2250 M - LOCKER ROOMISREAKROOM REC R ''' 2011 13 14 20/1 1600 `R MICROWAVE EXHAUST FAN R 12M 2011 151 16 20/1 -�„ 180 - R KITCHENGFCI WOMENS HAND DRYER R WM,z. 1500 ZVI1 171 18 20/1 x:nP k 1600 R MICROWAVE GFCI RESTROOM R 360 } `* 1239 . 20/1 191 20 20/1 1600 R IGARBAGE DISPOSAL 1ST FLOOR LIGHTING L 2011 211 22 2011 180 `` R KITCHEN GFCI REM 20/1 231 24 2011 .-- 180 R KITCHEN GFCI 2011 25 26 2011 1600 ^ p:R R MICROWAVE RTU-2 M 3600 T- 50/3 27 28 60/3 4560 ,: .- M RTU-1 -- M, 3500 - 29 30 - '" 4560 M - -- M 3600 , �za ,u;.% - 31 32 - 4560 = " M - PHASE TOTALS 1 19035 16629 17110 52774 TOTAL CONNECTED LOAD I.._ _.. VA (FOR DEMANLOAD SEE B OELOM .. _. _._ PHASE AMPERES: 1585 1385 1425-_. DEMAND LOAD CALCULATION � _.25I ,. - _ NOTES: L UGHTING LOADS 1 X - PM 3443 VA C=CONTINUOUS LOADS OTHER . J 1.251 X __ - 0 _ _ M MOTOR LOADS (INCL LGST) , 1.00 X 1 28980 _ 28980.VA_ -. _ _ LARGEST VA: .LL 0.25y _ _ R RECEPTACLES: 1ST 10K ' OOI X - 10000 = 10000VA - - ------- _- .BALANCE _1 .50 X 1104 0 5520 VA"_. _- K WN6NCONTiN000S LOADS (P=PANEL, INCLINABOVE)- ;TOTAL N.E.C.DEMAND LOAD 50941VA = 141.4'AMPERES GENERAL NOTES 1. ELECTRICAL CONTRACTOR SHALL VERIFY VOLTAGE, HORSEPOWER RATINGS, EXACT LOCATIONS OF ALL ELECTRICAL AND OTHER EQUIPMENT PRIOR TO ANY ROUGH -IN. IF DISCREPANCIES ARE NOTED, ADVISE THE ARCHITECT/ENGINEER IMMEDIATELY. 2. SEE RELATED WORK SHOWN ON CONSTRUCTION DOCUMENTS PREPARED BY THE ARCHITECT FOR WORK AND MATERIALS TO BE FURNISHED AND INSTALLED UNDER THIS WORK. 3. LOCATE LIGHT FIXTURES SO AS TO AVOID ALL EQUIPMENT FURNISHED BY OTHER TRADES. COORDINATE ALL ASPECTS OF INSTALLATION PRIOR TO ROUGH -IN. 4. THE ELECTRICAL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE 2014 EDITION OF THE NATIONAL ELECTRICAL CODE, AND ALL. LOCAL CODES HAVING JURISDICTION. 5. ALL LIGHT FIXTURES SHALL BE FURNISHED TO MATCH WITH THE CEILING TYPE IN WHICH THEY ARE INSTALLED. PRIOR TO BID, CONTRACTOR SHALL VERIFY CEILING TYPE INDICATED ON ARCHITECTURAL DRAWINGS. LOCATE ALL LIGHT FIXTURES AS SHOWN ON THE REFLECTED CEILING PLAN. 6. ALL ELECTRICAL EQUIPMENT EXPOSED TO THE WEATHER OR DAMP AND WET AREAS SHALL BE WEATHERPROOF AND HAVE UL LABEL CONSISTENT WITH APPLICATION (NEMA 3R). 7. CONTRACTOR SHALL FURNISH AND INSTALL AN AUXILIARY JUNCTION BOX AT ALL LOCATIONS WHERE A RECESSED LIGHT FIXTURE IS SHOWN WITH MORE THAN EIGHT (8) WIRES CONNECTING OR RUNNING THROUGH IT. SEE NEC 370-6AND 410-11. 8. CONTRACTOR SHALL OBTAIN THE EQUIPMENT SUPPLIER'S DRAWINGS AND INFORMATION RELATIVE TO THIS PROJECT. HE SHALL UTILIZE THIS INFORMATION FOR EXACT POINTS OF CONNECTION. NO INSTALLATION SHALL BE PERMITTED IN VIOLATION OF MANUFACTURER'S RECOMMENDATIONS. 9. ALL ELECTRICAL EQUIPMENT SHALL BE NEW AND U.L. LISTED. 10. LIGHTING FIXTURE CATALOG NUMBERS, VOLTAGES, AND LAMP TYPES ON THE FIXTURES SCHEDULE SHALL BE TREATED AS MINIMUM REQUIREMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION D COORDINATION OF ALL VOLTAGES NUMBERS LAMP TYPES AND MOUNTINGS. ER FICATION AN , 11. CONTRACTOR SHALL FURNISH AND INSTALL A GROUND WIRE IN ALL CONDUITS. GROUND WIRES MAY NOT BE SHOWN, BUT SHALL BE INCLUDED IN THE ELECTRICAL CONTRACTOR'S BASE BID AND SIZED PER NEC ARTICLE 250-94 AND 250-96, OR AS NOTED ON DRAWINGS. 12. FACILITIES SYSTEMS: AT NO TIME SHALL ANY WORK BE DONE THAT MAY INTERRUPT THE OPERATIONS OF ANY EXISTING FACILITIES WHICH AFFECTS PEOPLE OR EQUIPMENT OUTSIDE THIS SCOPE. IF, IN THE OWNER'S OPINION THERE IS NO POSSIBLE WAY TO AVOID SUCH DISRUPTION, THE CONTRACTOR SHALL CONTACT APPROPRIATE AUTHORITIES, SUBMIT A PLAN FOR APPROVAL TO THOSE RESPONSIBLE. OBTAIN ALL AGREEMENTS, AND THEN COMPLY WITH THOSE AGREED UPON PROCEDURES IN ALL ASPECTS, COORDINATION OF OUTAGE OF ANY SYSTEM SHALL BE EXECUTED WITH SUFFICIENT ADVANCE NOTICE SO AS TO MINIMIZE THE IMPACT OF THE INTERRUPTION OF SERVICES. 15. THE CONTRACTOR MUST VISIT THE SITE PRIOR TO SUBMITTING A BID AND INCLUDE ALL REQUIREMENTS CLG. WAIL FLR. FOR EXISTING FIELD CONDITIONS IN HIS PRICE. OF -I 16. ALL SWITCHES AND RECEPTACLES SHALL BE SPECIFICATION GRADE AND 20 AMPERE MINIMUM. WALL- PLATES SHALL BE TYPE 302 STAINLESS STEEL, COLOR OF DEVICES TO BE SELECTED BY ARCHITECT. 17. ALL WIRING SHALL BE INSTALLED IN RACEWAYS. 18. ALL WIRING SHALL BE COPPER, #12 AWG MINIMUM, TYPE THWN AND RATED FOR 600 VOLTS. 19. RACEWAYS ALLOWED: RIGID METAL CONDUIT (REQUIRED IN MECHANICAL, ELECTRICAL AND EQUIPMENT ROOMS), EMT, STEEL FLEXIBLE CONDUIT (MAXIMUM LENGTH SHALL BE 6 FEET) AND PVC COATED METAL CONDUIT (REQUIRED UNDERGROUND AND IN EXISTING SLABS). MINIMUM SIZE HOMERUN SHALL BE 3/4", OTHERWISE 1/2" MINIMUM ALLOWED. ANY RACEWAYS WITH 6 OR MORE CONDUCTORS SHALL BE 3/4" MINIMUM (INCLUDING GROUNDING CONDUCTOR). - ALUMINUM FLEXIBLE CONDUIT SHALL NOT BE USED. FLEXIBLE CONDUITS EXCEEDING 6 FEET IN LENGTH SHALL INCLUDE AN GREEN INSULATED CODE -SIZED EQUIPMENT GROUNDING WIRE, PROPERLY BONDED AT EACH END TO MAINTAIN GROUNDING CONTINUITY AS REQUIRED BY CODE. 20. FITTINGS: GALVANIZED STEEL TYPE: SET -SCREW TYPE. 21. SLEEVES: PROVIDE SLEEVES FOR ALL RACEWAYS AND/OR WIRING THROUGH FIRE -RATED WALLS, CEILINGS AND CONCRETE OR STEEL FLOORS. SEAL SLEEVES, AFTER INSTALLING RACEWAYS, WITH APPROVED FIRE -RATING MATERIAL OF EQUAL RATING AS ORIGINAL FIRE -RATING. CABLES AND WIRING THROUGH SLEEVES SHALL BE SEALED ON BOTH ENTRIES. 22, ALL EXISTING AND NEW PANELBOARDS SHALL HAVE TYPE -WRITTEN DIRECTORIES ADDED BY THE CONTRACTOR INDICATING EXISTING CONDITIONS, PRESENT MODIFICATIONS AND NEW WORK. 23. SEALALL PENETRATIONS THOUGH FLOOR OR FIRE RATED WALLS WITH FIREPROOFING MATERIAL THAT HAS AN EQUIVALENT FIRE RATING AS THAT OF THE EXISTING CONDITION. 24. THE ELECTRICAL WORK SHALL BE GUARANTEED FOR A PERIOD OF NO LESS THAN ONE YEAR AFTER THE DATE OF ACCEPTANCE BY OWNER. ANY WORK, MATERIAL, OR EQUIPMENT FOUND TO BE FAULTY DURING THAT PERIOD SHALL BE CORRECTED AT ONCE UPON WRITTEN NOTIFICATION AT THE EXPENSE OF THE ELECTRICAL CONTRACTOR. 25. ALL CONDUIT ONLY (C.O.) SHALL HAVE A PULL WIRE OR ROPE. 26. PROVIDE THE OWNER WITH ONE SET OF COMPLETE ELECTRICAL REPRODUCIBLE DRAWINGS AT THE COMPLETION OF THE JOB SHOWING ACTUAL DIMENSION AND CIRCUITS. 27. ALL BROCHURES, OPERATING MANUALS, CATALOGS, SHOP DRAWINGS, ETC. SHALL BE TURNED OVER TO w - T- _3 0 1..0 16( NL Pc O I'O ELECTRICAL SYMBOLS LIST DESCRIPTION FUSED SWITCH, SIZE AS SHOWN - V.L. NON -FUSED SWITCH, SIZE AS SHOWN - V.L. TIME CLOCK-7 DAY, SKIP -A -DAY FEATURE WITH MANUAL BY-PASS SWITCH MOTOR OUTLET- IDENTIFICATION SURFACE MOUNTED PANEL 120/208V, 3-PHASE, 4-WIRE MAIN SWITCHBOARD OR POWER DISTRIBUTION BOARD FLEXIBLE CONNECTION /"'�CP''61-5'PROVIDE CORD AND PLUG CONDUIT CONCEALED ABOVE CEILING OR IN WALLS CONDUIT UNDER SLAB OR BELOW GRADE, 3/4" MINIMUM HASH MARKS INDICATE QUANTITY OF #12 WIRES IN CONDUIT, EXCEPT NO HASH CONDUIT RUN EXPOSED MARKS DESIGNATE 2 #12 WIRES. OTHER CONDUIT AND WIRE AS INDICATED HOMERUN TO PANEL "A", CIRCUITS #1 AND #3 TELEPHONE 3/C C.O. - U.O.N. TI = 1-1 /4" C.O.; T2 = 1-1 /2" C.O. INDICATES PLAN NOTE NUMBER "1", SEE PLAN CONDUIT STUB OUT, 3/4" MINIMUM -SEE PLANS FOR NOTES LIGHTING FIXTURE OUTLET - VERIFY MOUNTING WITH FIXTURE SCHEDULE EXIT LIGHT FIXTURE -ARROWS AS SHOWN (90 MINUTES MINIMUM) DUPLEX RECEPTACLE AT +18" / DUPLEX MOUNTED ABV. COUNTER DOUBLE DUPLEX/ DUPLEX RECEPTACLE AT+18"= CONTROLLED NIGHT LIGHT CEILING -MOUNTED PHOTOCELL SENSOR THE OWNER AT JOB COMPLETION. GROUND FAULT INTERRUPTING RECEPTACLE/t=g= GFCI MOUNTED 28. CLEAN PREMISES OF ALL DEBRIS RESULTING FROM WORK AND LEAVE WORK IN A COMPLETE AND UNDAMAGED CONDITION. 13. CONTRACTOR TO TAG/IDENTIFY ALL CONDUCTORS FOR EQUIPMENT INSTALLATION. 29. PATCH, REPAIR, AND PAINT TO MATCH SURROUNDING CONDITION, ANY AREA DAMAGED IN THE COURSE 14. CONDUIT AND DUCT RUNS ARE SHOWN SCHEMATICALLY. BUILDING CONDITIONS WILL DETERMINE THE OF THE ELECTRICAL WORK. ACTUAL RUNS. LIGHTING FIXTURE SCHEDULE SYMBOL FIXTURE WATTAGE I VOLTAGE LAMPS DESCRIPTION MANUFACTURER CAT. NO. FINISH MOUNTING I REMARK TYPE O A 45 120 INTEGRAL 2'x4' LED RECESSED MOUNTED LIGHT FIXTURE W/ TROFFER ORACLE 2BLT4-40L ADP-LP840-LED 3220 LUMENS WHITE RECESSED LED DRIVER 0-10V 40K LED DIMMING TO 107. AE 45 120 SAME AS TYPE "A" EXCEPT WITH EMERGENCY LED DRIVER, AND WITH MIN. OF 90 MINUTES BATTERY BACK-UP. ❑ B 30 120 INTEGRAL 2'x2' LED SURFACE MOUNTED ORACLE OR APPROVED EQUAL WHITE SURFACE LED DRIVER 0-10V 40K LED LIGHT FIXTURE 28LT2-40L ADP-LP840-LED 3220 LUMENS DIMMING TO 10% O Q 86 120 INTEGRAL LED WALL LIGHT ATLAS LIGHTING WLD86LED BLACK RECESSED LED DRIVER 40K LED (WET LOCATION) DIM DIMMING DIMMING TO 10% OR APPROVED EQUAL (OWNER) ® XE 2.3 120 LED EXIT SIGN LTFHONIA WHITE UNIVERSAL WITH 90 MINUTES BATTERY BACK-UP. LQM S W 3 R 120 EL N (E) 277/480V, 3 0,4 WIRE MAIN SERVICE "MS' 65KAIC - - - - - - - - - - - - - - - - - - - - I I (E) 277/480V, 3 O, 4 WIRE FULLY BUSSED (0)OA 200A 200A [GFF -�3 -j ( P ( ( 3P PROVIDE �) 3P �) 3P - - q I ( MATCHING BREAKER (E) 6@ 4"C., 4 #500 MCM __ I G & 1 #4/0 GND t I I I ( TO (E) POWER UTILITY 2"C.4#3/O THHN CU+1#2 GND I ( ( I // 6oA I FACILITIES \ i IN 3P PANEL 'HMP' I � MLO TO (E) LOAD/CIRCUITRY � (E) 1"C.3#1 THHNCU+1#4GND TO REMAIN PROTECT IN PLACE (E) (E) 45KVA, XFMR'TI' CWP LIFER PRI:48OV, 30,3W-Delta SEC:208V, 30, 4W-Wye 1#4GND 11/2"C.4#1/OTHHNCU+1#6GND MAX. L=10' VD%=NEG ABOVE COUNTER / WP ®® DUPLEX/DOUBLE DUPLEX RECEPTACLE, FLUSH FLOOR MOUNTED ]C DUPLEX RECEPTACLE, CEILING MOUNTED 01 DEDICATED RECEPTACLE, 208V, 10 SINGLE POLE SWITCH AT 48" U.O.N. - V.L. 12 DOUBLE POLE SWITCH AT +48" U.O.N. - V.L. 3 THREE-WAY SWITCH AT+48"U.O,N.-V.L. FOUR-WAY SWITCH AT+48"U.O.N.-V.L. "a" INDICATES OUTLET CONTROLLED AT+48" U.O.N. (PROVIDE SEPARA a SWITCH FOR EACH DESIGNATION) M MOTOR CONTROL TOGGLE SWITCH H.P. RATED o� CEILING -MOUNTED MOTIONJOCCUPANCY SEHSOR SPECIFICATIONS; INFORMATION ADJACENT TO CALL -OUT 2H� FO � INDICATES HORSE DENOTES MECHANICAL EQUIPMENT SEE MECHANICAL DRAWINGS FOR EXACT POWER (H.P.) AND VOLTAGE RATING MOUNT JUNCTION BOX WITH BLANK COVER PLATE 6" ABOVE EDP OR C ACCESSIBLE CEILING FOR MODULAR FURNITURE POWER POLE BY OWNER. "P" INDICATES POWER SUPPLY, "C" INDICATES DATA AND TELEPHONE SUPPLY © 4/0 PULL BOX DIMMER/ OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH SINGLE LEVEL SWITCHING AT+48" (120 VOLT) JaD OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH SINGLE LEVEL SWITCHING AT+48"(120VOLT) ,LL Lb OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITHBI-LEVEL SWITCHING AT+48" (120 VOLT) iabD DIMMER/OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH BI-LEVEL SWITCHING AT +48" (120 VOLT) DATA/TELEPHONE OUTLET, WALL -MOUNTED DATA OUTLET, WALL -MOUNTED SHEET LEGEND I E001 GENERAL NOTES, SYMBOLS LIST, LIGHT FIXTURE/PANEL SCHEDULES & SLD E002 ELECTRICAL DETAILS E100 FIRST FLOOR POWER PLAN E101 SECOND FLOOR POWER PLAN E102 FIRST FLOOR LIGHTING PLAN E103 SECOND FLOOR LIGHTING PLAN E104 ROOF POWER PLAN SINGLE LINE DIAGRAM NOTES St. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDUITS ALL NEW. S2. CONDUCTOR SHALL BE COPPER. S3. ALL EQUIPMENT AND CONDUITS SHOWN ARE EXISTING UNLESS NOTED OTHERWISE. S4. VISIT SITE BEFORE BIDDING PROJECT TO SEE ALL EXISTING CONDUITS. QUALIFY ANY EXISTING CONDITIONS IN BID THAT WERE FOUND DURING SITE VISIT. IF NO SITE VISIT IS DONE IT WILL BE THE ELECTRICAL CONTRACTORS RESPONSIBILITY TO DO PROJECT COMPLETE PER PLANS WITH NO EXTRA COST . PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: PR D. A, p WASH CG2i 9c a �o q 34218 % �Q FTSONAI, LENG\�Exv. 03(19JR0 � «s �.�,3 E-RtkaMpT 11>�paica.can, � .�.�-caw��q�i�g � e, ice. •. Richard R urr E s eanne, (1 aocvma 33 n,.cesgaaau�„ t/ta1 sestaas 03126/2019 Z W ry u-i >aLu Oco0CL 00 C) 00 0) "" O' 0 E �I \� UUj I1�1 Q O 4 v J coW - P- REVISIONS ='n V � p FOR CITY SUBMITTAL 314/19 � J u') V) J 06 O Lj J m Q IT° w N H O U_J Q - 5 . 1 Ci 6UIL jI:cr1 rSn QF 'I iS }:1t1€I MAR 2 9 2019 _j IZ < Lu LLJ z� W x �' l.i u call a ! !v DiVI3iCN pmlect Monager sP Da,e: RMIT CENTE C H Projed Number, 1809109 IN) PANEL MP' 150A MCB SEPARATE PERAPPROVAL TAND APP'i�011AL REQUIRED * E001 =o� DESCRIPTION: SENSOR SWITCH DUAL RELAY ON/OFF SWITCH WITH BUILT IN DUAL TECH OCCUPANCY SENSOR LOAD 1 = LIGHT, LOAD 2 = EXHAUST FAN REQUIRES 120VAC/277VAC NOTE: IMPORTANT: WHEN SWITCHING 277VAC ON BOTH RELAYS, THE LINE PROVIDE ENCLOSURE TO MATCH 5 3/4" WALL RATING IF PANEL OCCURS IN INPUTS MUST BE OF THE SAME PHASE FIRE RATED WALL. CONTRACTOR SHALL FIELD VERIFY WITH ALL LOCATIONS. 1I H E8 20 ARCI--ITECTURE & ENGINEERING STEEL STUD BUILDING STRUCTURE a division of Plump Engineering, Inc. 14 AWG #14 AWG 914 E. KATELLA AVENUE CLASS 1 WIRINGCLASS 1 WIRING 147 ( ANAHEIM, CALIFORNIA 92805 Nz Hz Ni \� P (714) 385-1835 F(714) 385-1834 www.plumpgroup.com -BLACK-5 ENGRAVED NAMEPLATE ON FRONT PANEL m TYPEWRITTEN CIRCUIT DIRECTORY BLUE WHIE �— LOCATED ON INSIDE FACE OF DOOR LOAD BLUE BLACK LOAD z GREBN - HINGED, LOCKABLE AND FLAT DOOR WSX PDT 2P — GND FLUSH LOCK HANDLE AND MECHANISM DTFTC:., BOLT TO STRUCTURE, BOTH SIDES, WITH 114" DIAMETER BOLTS, THREE PER SIDE PROCON DEVELOPMENT T24 2016 COMPLIANT SEQUENCE OF OPERATION: AND FRAME, AS REQUIRED 4522 Katella Ave. - Los Alamitos, CA 90720 1. OCCUPANCY SENSOR PROVIDES AUTOMATIC ON/OFF OF LIGHTS AND EXHAUST FAN BASED ON ROOM OCCUPANCY ( USE DEFAULT TIME DELAY FOR OCCUPANCY SENSOR) Stamp: 2. WSX PDT 2P LINE VOLTAGE SWITCH PROVIDES MANUAL OVERRIDE OF THE LIGHTS AND EXHAUST FAN: ON/OFF. 3. WHEN SWITCHING 277VAC ON BOTH RELAYS, THE LINE INPUTS MUST BE OF THE SAME PHASE. - I,,R D A p WAgy �cy�-o �G�OS NOT USED SCALE: NOT USED SCALE: SCHEMATIC OF RESTROOM SCALE: n SCALE: P 4 G RECESSED MOUNTING PANEL NOTTOSCALE - NOT TO SCALE EXHAUST FAN NOT TO SCALE NOT TO SCALE 34215 4 �""FSPF�/S1CR��Q``� s/0NA L ENS EXP. 03/i9(20 MAIN SERVICE a tUMINAiRE MANUFACTURER'S ENTRANCE CONDUIT SLEEVE PER SEAL ENTIRE ANNULAR SPACE EARTHQUAKE CUP. (4) PER FIXTURE CORNERS, ATTACH WITH TH SHEET EQUIPMENT "MSB" SPECIFICATIONS SECURED AROUND SLEEVE/CONDUIT IN WALL '0 MAT ETAL SCREW _ INTERFACE WITH FIRE RETARDANT. SEALANT PER SPECIFICATIONS ��ggrere mn�am. FIXTURE WHIP FROM JUNCTION PANELBOARD W'bB:D4'Oi BOX (6 FT. LONG MAX) SERVICE FEEDER LUMINAIRE SUSPENSION WIRES ^N PHASE LUMINAIRE RE (►10 MIN.) ATTACHED TO MAIN BONDING JUMPER, BUSES O TO SCHEDULE STRUCNRE (TIP. ®EACH CORNER) N N NEC 250.28 SEAL ENTIRE ANNULAR CONDUIT PER EQUIP. BONDING JUMPER, SPACE AROUND SPECIFICATIONS NEC250.102(C) w mm SLEEVE/CONDUIT INTERFACE STANDARD WALL BUILDING WALL/FLOOR 03/26/2019 J 3 TWIST MINIMUM (TIP.) W G o °z Z ¢ WITH NON -SHRINK WATER COPPER SERVICE Z (9 O TIGHT GROUT PER Z GROUNDING ELECTRODE SPECIFICATIONS CONDUCTOR, MINIMUM SIZE z _ AS SHOWN ON GROUNDING CONDUIT SLEEVE PER UL LISTED FILL, �/•� ARCHITECTURAL ELECTRODE CONDUCTOR #4/0 CU VOID �+ CEILING GRID SCHEDULE SPECIFICATIONS SECURED OR CAVITY MATERIAL w INTERSYSTEM BONDING IN WALL FOR USE IN THROUGH TERMINATION (IBT), FIRESTOPS PER - LUMINAIRE NEC 250.94 SPECIFICATIONS - REFER TO SCHEDULE BUILDING STEEL, NEC 250.52(2) DRIVEN �w 5/8" X 10' \ ^, r w \_SLAB REBAR OR#4 COPPER CLAD SEAL ENTIRE ANNULAR CONDUIT PER LIFER GROUND, (SPACED IO' APART)SPACE NEC 250.52(3j AROUND SPECIFICATIONS `�r W ACOUSTICAL CEILING SLEEVE/CONDUIT INTERFACE FIRE -RATED WALL BUILDING WALL/FLOOR w i OD TILE (TIP•) WITH NON -SHRINK WATER � 00 TIGHT GROUT PER COLD WATER PIPE, SPECIFICATIONS �/C0 Q>` NEC250.52(1) i�� ~ � > p SCALE: SCALE: SCALE: Q C 2X4 LIGHTING FIXTURE DETAIL ACT. 7 SERVICE GROUNDING SYSTEM 6 CONDUIT PENETRATION PANEL E w NOT TO SCALE DIAGRAM NOTTOSCALE NOT TO SCALE oA m N co 0 REVISIONS FOR CITY SUBMITTAL N KEYED NOTES G 314/19 �1 TYPICAL FOR WOOD AND METAL STUD ROUGH —IN. OUTLET BOX Q PLASTER RINGS NOT SHOWN. COORDINATE RING RECEPTACLE GROUNDNG DEPTH TO BE FLUSH LUGSCREW WITH FINISHED SURFACE, UNLESS NOTED 6 r ( OTHERWISE. 9 -c iV%E B LOCATE ALL OUTLET BOXES IN ACCORDANCE GROUNDING CONDUCTOR t (GREEN) CG WITH ARCH AND MECH. C. ( DRAWINGS AND WITH ALL APPLICABLE SHOP G f TAPPED HOLE IN BOX. DRAWINGS. `4; 17 22 3 ° N C'I (TYP.) i ® OUTLET BOXES ON OPPOSITE SIDES OF WALLS Q 7 °� o OR PARTITIONS IN THE SAME STUD SPACE MUST F_ f TUlttnrlla _ N ° BE SEPARATED BY A MIN. OF 6" HORIZONTAL DISTANCE. CI Uj Q i O GROUNDING SCREW-# 10 32x3/8" bUIL. ivQ ELECTRICAL BOXES INSTALLED IN FIRE RESISTANT SLOTTED HEXAGON HEAD, WASHER Q a WALLS OR PARTITIONS SHALL COMPLY WITH IBC ` o FACE SCREW. (TYPICAL) o i ° ° ° 714.3.2. STRIP INSU L. AND LOOP BASE ' �„/ 0 ' ° o (TYP.) CONDUCTORAROUNDnECIF1V10) © INSULATED THROAT EMT CONNECTOR. PHASE SCREW WITHOUT CITY ()F'1UKWILA CUTTING CONDUCTOR OR U a ° ❑7 CADDY FASTENER, THROUGH STUD PROVIDE ADDITIONAL WIRE- NEQUALTO WIRE NUT MAR 29 20i9 W .. ° CABLE/CONDUIT SUPPORT. NEUTRAL (TYPICAL) W argac nw"as�: SP °o o c 4 ® ADJUSTABLE BAR HANGER. PERMIT CENTER Dma. BRANCH CIRCUIT FEEDER CONDUIT NOTE: v [MC CABLE] 5 4 0 TYPICAL DEVICE JUNCTION BOX. GROUNDING CONDUCTOR TYP. FOR ALL SHALL BE CONTINUOUS SO - THAT REMOVAL OF DEVICE H aWaa N bL 1809109 I WILL NOT INTERFERE WITH CONDUCTOR CONTINUITY. SHEET NUMBER SEPARATE �� PERit11TAND SCALE: 9 I scnLIAPP ; E002 TYPICAL ROUGH -IN DETAIL TYPICAL RECEPTACLE GROUNDING DETAIL i NOT TO SCALE NOTTOSCALE 0 4 GENERAL NOTES: G1. PLANS ARE PREPARED WITH REQUIRED BRANCH CIRCUITS INDICATED BY CIRCUIT NUMBERS AND HOME RUNS. PROVIDE AND INSTALL ALL CONDUITS, CONDUCTORS BOXES, MISC. FITTINGS, ECT, FOR A COMPLETE OPERABLE SYSTEM. BRANCH CIRCUIT INSTALLATION SHALL COMPLY WITH SPECIFICATION AND C.E.C. (2016). G2. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE AND OFFSET 2C MINIMUM. G3, ALL PENETRATIONS THROUGH FIRE WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. G4. ALL UNDERGROUND CONDUITS SHALL BE PVC. SCHEDULE 40, MINIMUM 3/4"C. RUN CODE SIZE INSULATED EQUIPMENT GROUND CONDUCTOR. G5. WORKING CLEARANCE SHALL BE AFFORDED TO ALL ELECTRICAL EQUIPMENT IN ACCORDANCE WITH NEC 110.26. G6. WHERE A SHARED NEUTRAL CONDUCTOR IS USED FOR MULTIPLE BRANCH CIRCUITS, CONTRACTOR SHALL GROUP CIRCUITS TOGETHER IN PANEL AND PROVIDE A MANUFACTURER FURNISHED HANDLE -TIE TO SIMULTANEOUSLY TRIP ALL OF THE CIRCUITS SHARING THE NEUTRAL. G7. VOLTAGE DROP IN ACCORDANCE WITH ENERGY CONSERVATION CODE 505.7.3. G8. ALL 120V CIRCUIT LENGHTS GREATER THAN 100 FT SHALL BE INCREASED TO #10 AWG AND TO #8 AWG WHEN GREATER THAN 160 FT. INCREASE CONDUIT SIZE FOR 40% FILL. KEY NOTES: 1❑ HOMERUN TO PANELBOARD CIRCUITS & RECEPTACLES SHOWN ARE TO BE TIED/CONNECTED PER ASSIGN ZONE AREAS WITH CIRCUIT NUMBERS DESIGNATED. (TYPICAL FOR ALL HOMERUN CIRCUITS) 2O PROVIDE COMPLETE CONNECTION TO NEW ELECTRIC HAND DRYER, AS REQUIRED. ALL SPECIFICATION AND REQUIREMENTS SHALL BE COORDINATE WITH ARCHITECT/OR OWNER PRIOR TO ORDERING EQUIPMENT AND ROUGH -INS. REFER TO PLUMBING DRAWINGS FOR MORE INFORMATION. PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: PR D. A. p G�oF WASH CGIi 34218 S/^NA L �N� Ex "/19/2o UO3/26/2019 Z V) (W V Lu > O w °m0[L- LLJ ., aoo m °` o \ W h 4u � _ N 3 � a)m a N I — REVISIONS FOR CITY SUBMITTAL 314/19 Ootm O 1L u— _ douQLu nE.CF]AIED ty of iukWila Vi��ICN+?- _ Um ILA �+ MAR 2 9 2019 PERMIT CENTER N TAND Pwjec Mana®e SP Swie: Proled Number. 1809109 SHEET NUMBER L 100 FIRST FLOOR POWER PLAt*E .J°REl GENERAL NOTES: G1. PLANS ARE PREPARED WITH REQUIRED BRANCH CIRCUITS INDICATED BY CIRCUIT NUMBERS AND HOME RUNS. PROVIDE AND INSTALL ALL CONDUITS, CONDUCTORS BOXES, MISC. FITTINGS, ECT, FOR A COMPLETE OPERABLE SYSTEM. BRANCH CIRCUIT INSTALLATION SHALL COMPLY WITH SPECIFICATION AND C.E.C. (2016). G2. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE AND OFFSET 24" MINIMUM. G3. ALL PENETRATIONS THROUGH FIRE WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. G4. ALL UNDERGROUND CONDUITS SHALL BE PVC. SCHEDULE 40, MINIMUM 3/4"C. RUN CODE SIZE INSULATED EQUIPMENT GROUND CONDUCTOR. G5. WORKING CLEARANCE SHALL BE AFFORDED TO ALL ELECTRICAL EQUIPMENT IN ACCORDANCE WITH NEC 110.26, G6. WHERE A SHARED NEUTRAL CONDUCTOR IS USED FOR MULTIPLE BRANCH CIRCUITS, CONTRACTOR SHALL GROUP CIRCUITS TOGETHER IN PANEL AND PROVIDE A MANUFACTURER FURNISHED HANDLE -TIE TO SIMULTANEOUSLY TRIP ALL OF THE CIRCUITS SHARING THE NEUTRAL. G7. VOLTAGE DROP IN ACCORDANCE WITH ENERGY CONSERVATION CODE 505.7.3. G8. ALL 120V CIRCUIT LENGHTS GREATER THAN 100 FT SHALL BE INCREASED TO # 10 AWG AND TO #8 AWG WHEN GREATER THAN 160 FT. INCREASE CONDUIT SIZE FOR 40% FILL. KEY NOTES: Q HOMERUN TO PANELBOARD CIRCUITS & RECEPTACLES SHOWN ARE TO BE TIED/CONNECTED PER ASSIGN ZONE AREAS WITH CIRCUITNUMBERSDESIGNATED. (TYPICAL FOR ALL HOMERUN CIRCUITS) ❑2 PROVIDE 20A-120V SPLIT DUPLEX RECEPTACLE. ONE SHALL BE CONTROLLED PER TITLE 24, AND THE OTHER SHALL BE UNCONTROLLED. THE CONTROLLED RECEPTACLE SHALL BE PERMANENTLY MARKED TO DIFFERENTIATE FROM THE UNCONTROLLED RECEPTACLE. ROUTE THE CONTROLLED CIRCUIT THROUGH THE APPLICABLE POWER PACK. O3 PROVIDE COMPLETE CONNECTION TO NEW WH WATER HEATER, AS REQUIRED. ALL SPECIFICATION AND REQUIREMENTS SHALL BE COORDINATE WITH ARCHITECT/OR OWNER PRIOR TO ORDERING EQUIPMENT AND ROUGH -INS. REFER TO PLUMBING DRAWINGS FOR MORE INFORMATION. ® SEALING: WHERE PORTIONS OF INTERIOR RACEWAY SYSTEM ARE EXPOSED TO WIDELY DIFFERENT TEMPERATURES, CIRCULATION OF AIR FROM WARMER TO COLDER SECTION SHALL BE PREVENTED. =o� PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: PR D. A. WASy �p 9 34218 p �� T S ONA LL F-NG��cxa. OS/19/29 Richard (i 03/2612019 z V) (W ry u-i 0 w ui m �l 00 co° w - r N o, o E < LU < u o Z ry 04 o V) o_ ca N F�— REVISIONS FOR CITY SUBMITTAL 314/19 Z _I CL C LLJ fl 17 !VE€1 Uiil3il Iiin O G'NG DIVi>3ION O 9 2019 u n CENTER Z O U w :n N Projen Manager. SP Data: N Smle: Pra7en Namber. 1809109 H P ATE SHEETNUMBER MIT AND El 1 'SUE LED /�A GENERAL NOTES: G1. PLANS ARE PREPARED WITH REQUIRED BRANCH CIRCUITS INDICATED BY CIRCUIT NUMBERS AND HOME RUNS. PROVIDE AND INSTALL ALL CONDUITS, CONDUCTORS, BOXES, MISC. FITTINGS, ECT, FOR A COMPLETE OPERABLE SYSTEM. BRANCH CIRCUIT INSTALLATION SHALL COMPLY WITH SPECIFICATION. G2. SUBSCRIPTS IN LIGHTING PLAN DENOTES SWITCH. EXAMPLE: 2a, 2 DENOTES CIRCUIT NUMBER AND a DENOTES SWITCH THAT CONTROLS CORRESPONDING LIGHTS. G3, EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE (I 1 LUX) 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. KEY NOTES: 1� HOMERUN TO PANELBOARD CIRCUITS & RECEPTACLES SHOWN ARE TO BE TIED/CONNECTED PER ASSIGN ZONE AREAS WITH CIRCUIT NUMBERS DESIGNATED. (TYPICAL FOR ALL HOMERUN CIRCUITS) PROVIDE A PHOTOCELL LIGHTING CONTROL DEVICE CEILING MOUNTED, 6' FROM WINDOW TO CONTROL ALL DAYLIGHT FIXTURES AS REQUIRED. ❑3 ROUTE CONDUITS OVERHEAD & PROVIDE NECESSARY SUPPORT PER CEC. EXIT SIGN AND EMERGENCY LIGHT LIGHTING SHALL BE PROVIDED WITH A BATTERY BACK-UP UNIT WITH MINIMUM OF 90 MINUTES AND MUST BE WIRED AHEAD OF ANY SWITCHING DEVICES. ❑S ALL EMERGENCY BATTERY PACK FIXTURES SHALL BE PROVIDED WITH A CONSTANT HOT CONNECTION TO THE CHARGING LEAD. Ss�LL PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: FR D. A. S 1C, pE WASy Gar s P�'f n9FS 1'EftE'� 01 J0 3/2612019 Z V rury ui > 0 mo�00 00 co �� a> ) 0 Q Lu o d REVISIONS FOR CITY SUBMITTAL 1' CO P3ECEITtt'.i� DU CITY OF TUKWILA MAR 2 9 2019 PERMIT CENTER N Z G� O z V) _ 0 LL J iMrll1 i4G D1Vi'{Qt! Profecl r�r,oe�r: SP Dare: SHEET NUMBER _ 1® 3 0 V °0 e 0 U a g u 0 U O z 3 3' a �g 00 �a0 Oz zm� z� zoo I.O� GENERAL NOTES: G1. PLANS ARE PREPARED WITH REQUIRED BRANCH CIRCUITS INDICATED BY CIRCUIT NUMBERS AND HOME RUNS. PROVIDE AND INSTALL ALL CONDUITS, CONDUCTORS, BOXES, MISC. FIRINGS, ECT, FOR A COMPLETE OPERABLE SYSTEM. BRANCH CIRCUIT INSTALLATION SHALL COMPLY WITH SPECIFICATION. G2, SUBSCRIPTS IN LIGHTING PLAN DENOTES SWITCH. EXAMPLE: 2a, 2 DENOTES CIRCUIT NUMBER AND a DENOTES SWITCH THAT CONTROLS CORRESPONDING LIGHTS. G3. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE (I I LUX) 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, KEY NOTES: 1❑ HOMERUN TO PANELBOARD CIRCUITS & RECEPTACLES SHOWN ARE TO BE TIED/CONNECTED PER ASSIGN ZONE AREAS WITH CIRCUIT NUMBERS DESIGNATED. (TYPICAL FOR ALL HOMERUN CIRCUITS) ❑2 THE CORRIDOR IS TO DIM TO 507 WHEN UNOCCUPIED DURING THE DAY, AND TURN OFF WHEN UNOCCUPIED AFTER HOURS. VERIFY PROGRAM WITH OWNER. PROVIDE FIR (PASSIVE INFRARED) OCCUPANCY SENSOR. ❑3 ROUTE CONDUITS OVERHEAD & PROVIDE NECESSARY SUPPORT PER CEC. P4 EXIT SIGN AND EMERGENCY LIGHT LIGHTING SHALL BE PROVIDED WITH A BATTERY BACK-UP UNIT WITH MINIMUM OF 90 MINUTES AND MUST BE WIRED AHEAD OF ANY SWITCHING DEVICES. 0 ALL EMERGENCY BATTERY PACK FIXTURES SHALL BE PROVIDED WITH A CONSTANT HOT CONNECTION TO THE CHARGING LEAD. © PROVIDE A PHOTOCELL LIGHTING CONTROL DEVICE CEILING MOUNTED, 6' FROM WINDOW TO CONTROL ALL DAYLIGHT FIXTURES AS REQUIRED. Projectinfurmation FIXTURE TYPE'Q' Job Name Flzt—Type 86 Watt LED Die Cast Wall Light catalog Number WLD86LED Approved by Lumens: 9173 Watts: 85.62 LumensfWatt: 107.1 CRI: 83.1 CCR 4685 Lifespam 200,000+ NO Construction: Rugged Traditional aluminum die cast housing provides proven ZSa:?y environmental protealon for LED modules.Traditional fixture designs provide a familiar look and standard installation requirements. Retaining _-- -"-low - thislookallowstheabilitytoupgradefixturesgradually, while retaining WLD86LED Designts Protected the same overall fixture appearance throughout a facility. by U.S. Patent Nm 9A82,395 Glare Free: Positioning of the LED modules within the housing result in light directed to desired locations and eliminates offensive light. Lens` DIMENSIONS: Lens assembly is designed to provide high efficiency and totarget the light where needed to satisfy outdoor lighting requirements. Positioning ofthe LEDs (along with Patent Pending thermal management I ystem) results in the light being directed to desired locations eliminating glare and offensive light. Thermal Management: sot Atlas'Patent Pending exclusiveThermai StackingTechnology System"' ° m features a unique Internal design that allows for lower operating i temperatures which results in a brighter, whiter light, more stable color and Longer LED and driver life. ter Listings: Luminaire is certified to UUcUL Standards for Wet Locations Lighting Facts Certified DedgnLights Consortium Premium qualified luminaire, eligible for rebates e from DLC member utilities. DLC Product ID: P4XQ6ZBF e.�r AC Input: 1201208240/277V Driver. Constant current Class 2,120-277 VAG 50-60 Hz High Efficiency- min, 84% 0-IOVDimming '.. LEDs: '..... 4500K CCf Epoxy Guard"" protective conformal coated boards Atlas LEDs provide higher lumen output, greater energy efficiency and more reliable fixture performance.They are tested and binned at 700mAwhich is the actual operating cunent used in Atlas LED luminaires, giving a better representation ofactualperformance. Testing: Atlas LED luminaires have been tested by an independent laboratory in accordance with IESNA LM-79 & LM-80, and have received the Department of Energy"Lighting Facts"labei. Warranty: Five-year limited warranty Installation: Fixture retains the same knock -out sizes and positions as previous models, reducing wiring costs. Weight: 15.01bs. Photo Control: For factory installed 120V button photo control add suffix PC to part number. Emergency Back-up: For factory installed Emergency Back -Up add suffix EB to part number. 480 Volt: For 480V add suffix 4 to part number. 'LED LffeSpon 8asedUpon LM-80 Test Results ATLAS LIGHTING PRODUCTS, INC. -The majority of Atlas Lighting Products are assembled in USAfacilities by PO BOX 23481 BURLINGTON, NC 27216 an American Workforce utilizing both Domestic and Foreign components. 800-849-8485 ) FAX: 336-227-0110 I—allaslightingpmductwor Meets Buy American requirements within the ARRA. ' iQfED 'r 1'iltC VIILA 29 2019 !T CENTER PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: P(2 D. A, p G� QF W AS11,<<�r yc q z �p ,p 34218 p �4 s DNA LT L NG`�cxa. 03/19/20 E R" hartiRt4�peica.crnry Richard uR1p E 9maedag, Ea t A � n i� wJwr ottnts z? .,.,..... >.�Qpn�ctaato.:(tt 41 sas-lets d 03/26/2019 Z V UJ ry W } a ma�00 00 00 p 6 V N �Z/� REVISIONS FOR CITY SUBMITTAL 314/19 ucuvla � DiVi:.�IOF! Q 0 _I IL 7 Z Z _ 0= w� SHEET NUMBER GENERAL NOTES: G1. PLANS ARE PREPARED WITH REQUIRED BRANCH CIRCUITS INDICATED BY CIRCUIT NUMBERS AND HOME RUNS. PROVIDE AND INSTALL ALL CONDUITS, CONDUCTORS BOXES, MISC. FITTINGS, ECT, FOR A COMPLETE OPERABLE SYSTEM. BRANCH CIRCUIT INSTALLATION SHALL COMPLY WITH SPECIFICATION AND C.E.C. [2016). G2. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE AND OFFSET 24" MINIMUM. G3. ALL PENETRATIONS THROUGH FIRE WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. G4. ALL UNDERGROUND CONDUITS SHALL BE PVC. SCHEDULE 40, MINIMUM 3/4"C. RUN CODE SIZE INSULATED EQUIPMENT GROUND CONDUCTOR. GS. WORKING CLEARANCE SHALL BE AFFORDED TO ALL ELECTRICAL EQUIPMENT IN ACCORDANCE WITH NEC 110.26. G6. WHERE A SHARED NEUTRAL CONDUCTOR IS USED FOR MULTIPLE BRANCH CIRCUITS, CONTRACTOR SHALL GROUP CIRCUITS TOGETHER IN PANEL AND PROVIDE A MANUFACTURER FURNISHED HANDLE -TIE TO SIMULTANEOUSLY TRIP ALL OF THE CIRCUITS SHARING THE NEUTRAL. G7. VOLTAGE DROP IN ACCORDANCE WITH ENERGY CONSERVATION CODE 505.7.3. GB. ALL 120V CIRCUIT LENGHTS GREATER THAN 100 FT SHALL BE INCREASED TO #10 AWG AND TO #8 AWG WHEN GREATER THAN 160 FT. INCREASE CONDUIT SIZE FOR 40% FILL. KEY NOTES: 11 HOMERUN TO PANELBOARD CIRCUITS & RECEPTACLES SHOWN ARE TO BE TIED/CONNECTED PER ASSIGN ZONE AREAS WITH CIRCUIT NUMBERS DESIGNATED. (TYPICAL FOR ALL HOMERUN CIRCUITS) 2❑ ELECTRICAL CONTRACTOR TO PROVIDE SERVICE DISCONNECTS. SEALING: WHERE PORTIONS OF INTERIOR RACEWAY SYSTEM ARE EXPOSED TO WIDELY DIFFERENT TEMPERATURES, CIRCULATION OF AIR FROM WARMER TO COLDER SECTION SHALL BE PREVENTED. r ROOF POWER PLAN,, PROCON DEVELOPMENT 4522 Katella Ave. Los Alamitos, CA 90720 Stamp: PR D. A. p IAsy CG�q 0 �o p 34218 Q �� Iryry�,�e author ofthis nToi�I{14)3851835 t 03/26/2019 W V d ry W 2 O - W 0m0��_ 00 } _ 01 a Q " 0- LU E Q W Q — T a 1 ry N V) m CV REVISIONS 0 FOR CITY SUBMITTAL 3/4119