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Home My WebLink AboutPermit D19-0099 - SHASTA BEVERAGES / MEZZANINE - NEW STRUCTURAL STEEL PLATFORMSHASTA BEVERAGES, INC -MEZZANINE 1227 ANDOVER PARK E Apn: 3523049072 FINALED 03/08/2021 D19-0099 0 C) K~^�xx ^��7� �«m»^U ~~U~� �vn oU�"~°_Uo�� .^. — . ueparrmenro7Cmnvnvun/qyDevelopment Tukwila, VVashington9Q1Q8 Phwne:2O6'431-367O Inspection Request Line: 3O6~«3x+935V Web site: http://www.TukwilaWA.Rov Parcel No: Address: . Project Name: DEVELOPMENT PERMIT 3523049072 I2Z7ANDOVERPARK [ SHASTA BEVERAGES, INC - MEZZANINE Permit Number: Issue Date: Permit Expires On: Dl9'OO99 6/3/2Ol9 11/30/2019 Owner: Name: Name: Contact Person: Name: Contractor: Address: License No: uonuec Name: NATIONAL BEVERAGE CORP 8I00SVV10THST5TE4000' PLANTATION, WA, 33324 l9l68ONA|RDRSW, 5EA7TLE,WA, 98116 AFFIDAVIT 'N|[H0LASHEATON ''~ SMASTABEVERAGE INC 1Z27ANDOV[RPARK E'TUKVV|U\ VVA,gOl88 Phone: Expiration Date: DESCRIPTION OFWORK: ERECT NEW STRUCTURAL STEEL PLATFORM FOR STORAGE FUTURE RACKING ON UPPER FLOOR AND FUTURE MACHINE ROOM ON FIRST FLOOR. STRUCTURAL MEZZANINE ONLY. Project Valuation: $211,289.04 Type nfFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKvV|LA Fees Collected: $6,85875 Occupancy per IBC: VVate/[Ustrict: TUKNL4 Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 ZOl5 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VVACZ96'458: WA State Energy Code: 2017 2017 017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: UM)IC2'tDate: � 3-1 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: 4r4� C\To Date: ��a.r This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 8: 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) 6: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 5: 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), 7: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 9: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 10: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 11: 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. 12: 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. 13: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 14: The special inspections for steel elements of buildings and structures shall be required, All welding shall be done by a Washington Association of Building Official Certified welder, 15: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 16: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 17: 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. 18: 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. 19: 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. 20: Readily accessible access to roof mounted equipment is required. 21: 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. 22: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy*Code. 23: 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. 24: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 25: Masonry construction shall bespecial inspected. 26: 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 ofstorage racks Dfeet nrgreater inheight. 27: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 28: 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, vveU4 and other excavations. Final inspection approval will be determined by the building inspector based onsatisfactory completion ofthis requirement, 29: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall beatpoints within the upper one-third and lower one-third of the water heater's vertical dimensinn. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 30: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (ZO6431'3O7O). 31: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center, 32: VALIDITY 0FPERMIT: 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 ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. 33: Work shall be installed in accordance with the approved construction docvments, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 34: All permits, inspection record card and approved construction documents shall bekept atthe site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 35: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Tah|eI7053. 36: The special inspections for steel elements ofbuildings and structures shall be required. All welding shall be done byaWashington Association ofBuilding Official Certified welder. 37: Installation cfhigh'strenAth bolts shall be periodically inspected in accordance with A|S[specifications. 38: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. 39: Afina| report documenting required special inspections and correction ofany discrepancies noted in the inspections shall be submitted *zthe 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 offinal inspection approval. 40: All construction shall bedone |n conformance with the Washington State Building Code and the Washington State Energy Code. 41: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included inthe 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. 42: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed inthe State ofWashington. Periodic special inspection isrequired during anchorage nfstorage racks Bfeet orgreater inheight. 43: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception, 44: VALIDITY OFPERMIT. 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 ufthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438'935O 1700 BU|LD|NGF|NAL*^ 1700 8U|LD|NGF|NAL** 1700 BUILDING FINAL" 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 1400 FIRE FINAL OZUl FOOTING 0409 FRAMING 0409 FRAMING 0502 LATH/GYPSUM BOARD 0613 UGUT|NGEQU|P/[ONT 1800 MECHANICAL FINAL 4046 S|-EPUXY/EXPCON[ 4039 G'SB5N1|[REST|5T 4004 G'VVELD|NG 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. blq-00 (?4, Project No. Date Application Accepted: Date Application Expires: ch?Li -17 (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.: Site Address: 1227 Andover Park East Tenant Name: Shasta Beverage Inc 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.: 352304-9072 Suite Number: Floor: 1 New Tenant: D 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: Storage Rack Engineering, Inc Engineer Name: Ali Abolhassani Address: 23142 Arroyo Vista City: Rancho Santa Muth State: CA Zip: 92688 Phone: (949) 888-8850 Fax: Email: mail@storagerackengineering.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Shasta is funding Address: City: State: Zip: HAApplications Forrns-Applications On Line \ 2011 Applica1iorts1Permi1 Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ l 7,600 Existing Building Valuation: $ 1,300,000 Describe the scope of work (please provide detailed information): Erect new structural steel platform for storage future racking on upper floor and future machine room on first floor. Structural mezzanine only. Will there be new rack storage? 0.....Yes EL 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 l' Floor 107,649 2,484 III-b F1,B 2" Floor 1,920 2,484 2,484 III-B Si 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 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 21....... No If "yes", explain: FIRE PROTECTION/HAZA OUS MATERIALS: IZI Sprinklers Lia Automatic Fire Alarm 0 None 0 Other (specify) Wilt there be storage or use of flammable, combustible or hazardous materials in the building? Yes ........No If "yes', attach list ofmaterials and storage locations on a separate 8-1/2" .x 11" paper including quantities 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. 11:1Applicationsiforrns-Applications On Line\ 2011 Applic.ations\Permii Application Revised - 8-9-11,doex Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District O ...Tukwila 0... Water District #125 0 ...Water Availability Provided Sewer District 0 ...Tukwila O ...Sewer Use Certificate ... Valley View El ... Sewer Availability Provided Highline 0 .. Renton 0 .. Renton 0.. Seattle 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. ubmitted with Application (mark boxes which apply): DI ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 Geotechnical Report El ...Traffic Impact Analysis 0 ...Bond 0.. Insurance Easement(s) 0.. Maintenance Agre-ement(s) 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours o ...Right-of-way Use - No Disturbance 0.. Right-of-way Use — Potential Disturbance o ...Construction/Excavation/Fill - Right-of-way Non Right-of-way Ei ...Total Cut cubic yards 0 .. Work in Flood Zone 0 ...Total Fill cubic yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor o ...Cap or Remove Utilities 0 .. Curb Cut Channelization 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation 0 ...Traffic Control 0.. Looped Fire Line 0.. Utility Undergrounding o ...Backflow Prevention - Fire Protection Irrigation 17 Domestic Water 1.1 0 ...Permanent Water Meter Size... .,, WO # 0 ...Temporary Water Meter Size .. , WO # 0 ...Water Only Meter Size ,5 WO # 0...Deduct Water Meter Size 0 ...Sewer Main Extension.............Public 0 Private 0 0 ...Water Main Extension ...... ....... Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billinjo: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip HAApplications \ Forms -Applications On Line1201 l Applications Pennit Application Revised - 8-9-11.doex Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions oftime 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: Print Name: David Kehle Mailing Address: 1916 Bonair Dr SW ft\AppliconFom-ApIicalins On Line12011 ApplicationstPermit Application Revised • 8-9-1 Lcloci Revised: August 2011 bh Day Telephone: seattle City Date: 03/29/2019 (206) 433-8997 wa state 98116 Zip Page 4 of 4 r DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID $2,531.37 D19-0099 Address: 1227 ANDOVER PARK E Apn: 3523049072 $2,531.37 DEVELOPMENT $2,531.37 PERMIT FEE R000.322.100.00.00 0.00 $2,512.87 WASHINGTON STATE SURCHARGE TOTAL FEES PAID BY RECEIPT: R17601 B640.237.114 0,00 $18.50 $2,531.37 Date Paid: Wednesday, May 08, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 598075 Printed: Wednesday, May 08, 2019 11:41 AM 1 of 1 Y T Cash Register Rem!, City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT . QUANTITY PermitTRAK PAID 19,038.05 D19-0094 Address: 1227 ANDOVER PARK E Apn: 3523049072 346.97 DEVE OPMENT 4.37 PERMIT FEE R000.322, 00.00.00 0.00 252.0 WASHINGTON STATE SURCHARGE B640.2 7.114 0.00 25.00 STRUCTURAL CONSULTANT R000.34 . 0.01.00 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 B640.2 7.114 0.00 $6.S0 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 $ , 01,25 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $25.00 TECHNOLOGY FEE $175.06 TECHNOLOGY FEE R000. 22.900.04.00 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 8640.237,114 0.00 $25.00 TECHNOLOGY FEE $61.50 TECHNOLOGY FEE R000.322.900.04.00 0.00 6 .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 0.00 $12.60 Date Paid: Wednesday, April 17, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 596962 Printed: Wednesday, April 17, 2019 10:33 AM 1 of 3 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 9,038.05 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-TAM/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 E 9-0287 Address: 1227 ANDOVER PARK E Apn 3523049072 $1,131.57 ELECTRICAL $1,077.69 PERMIT FEE MULTI-FAN/I/COMM R000.322,101.00.00 0.00 $1,077.69 TECHNOLOGY FEE $53.88 TECHNOLOGY FEE R000.322.900.04.00 0.00 $53.88 EL19-0310 Address: 1227 ANDOVER PARK E Apn: 3523049072 $291.08 ELECTRICAL $277.22 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $277.22 TECHNOLOGY FEE $13.86 TECHNOLOGY FEE R000.322.900.04.00 0.00 $13.86 M19-0048 Address: 1227 ANDOVER PARK E Apn: 3523049072 $643.84 MECHANICAL $613,18 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $580.03 TECHNOLOGY FEE $30.66 TECHNOLOGY FEE R000.322.900.04.00 0.00 $30.66 M19-0049 Address: 1227 ANDOVER PARK E Apn: 3523049072 $1,394.27 MECHANICAL. $1,327,88 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $1,294,73 TECHNOLOGY FEE $66.39 TECHNOLOGY FEE R000.322.900.04.00 0,00 $66.39 Date Paid: Wednesday, April 17, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 596962 Printed: Wednesday, April 17, 2019 10:33 AM 2 of 3 YSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $19,038.05 M19-0052 Address: 1227 ANDOVER PARK E Apn: 3523049072 791.37 MECHANICAL $753.69 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $720.54 TECHNOLOGY FEE $37.68 TECHNOLOGY FEE R000.322.900.04.00 0.00 $37.68 M19-0057 Address: 1227 ANDOVER PARK E Apn: 3523049072 $500.03 MECHANICAL $561.93 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $528.78 TECHNOLOGY FEE $28.10 TECHNOLOGY FEE R000.322.900.04.00 0.00 $28.10 PG19-0049 Address: 1227 ANDOVER PARK E Apn: 3523049072 $344.40 PLUMBING $328.00 PERMIT FEE R000.322.100.00.00 0.00 $293.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 TECHNOLOGY FEE $16,40 TECHNOLOGY FEE R000.322.900.04.00 0.00 $16.40 PG19-0052 Address: 1227 ANDOVER PARK E Apn 3523049072 $342.30 GAS $103.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 PERMIT FEE R000.322.100.00.00 0.00 $68.00 PLUMBING $223.00 PERMIT FEE R000.322.100.00.00 0.00 $188.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 TECHNOLOGY FEE $16.30 TECHNOLOGY FEE R000.322.900.04.00 0.00 S16.30 TOTAL FEES PAID BY RECEIPT: R17421 $19,038.05 Date Paid: Wednesday, April 17, 2019 Paid By: SHASTA BEVERAGES Pay Method: CHECK 596962 Printed: Wednesday, April 17, 2019 10:33 AM 3 of 3 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $4,917.26 D19-0094 Address: 1227 ANDOVER PARK E Apn: 3523049072 $168.73 Credit Card Fee $4,91 Credit Card Fee R000. 69.908.00.00 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. 69.908.00,00 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 2,92 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: D19-0099 Applied: 3/29/2019 Approved: 5/31/2019 Issued: 6/3/2019 Finaled: 3/8/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: SHASTA BEVERAGES, INC - MEZZANINE Site Address: 1227 ANDOVER PARK E City, State Zip Code:TUKWILA, WA 98188 Applicant: SHASTA BEVERAGES, INC - MEZZANINE Owner: NATIONAL BEVERAGE CORP Contractor: AFFIDAVIT - NICHOLAS HEATON ERECT NEW STRUCTURAL STEEL PLATFORM FOR STORAGE FUTURE RACKING ON UPPER FLOOR AND FUTURE MACHINE ROOM ON FIRST FLOOR. STRUCTURAL MEZZANINE ONLY. INSPEGTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS BUILDING FINAL** Bill Centen 470-589-0132 - Neil Johnson Notes: MECHANICAL FINAL Bill Centen Lee Ranton 206-681-5198 Notes: SI-WELDING Bill Centen Notes: SI-SEISMIC RESTIST Bill Centen Notes: SI-EPDXY_EXP CONC Bill Centen Notes: BUILDING FINAL** Bill Centen Notes: EMERGENCY LIGHTING Bill Centen Notes: FOOTING Bill Centen 1 Notes: Printed: Friday, 17 September, 2021 1 of 2 -•.°••• SUPERION Permit Inspections City of Tukwila FRAMING Bill Centen Notes: LATH GYPSUM BOARD Bill Centen • Notes: LIGHTING EQUIP_CONT Bill Centen Notes: 11/17/2020 AM 11/17/2020 BUILDING FINAL** Lee Sipe I NOT APPROVED 470-589-0132 - Neil Johnson Notes: metal fabricated mezzanine. No previous inspection. 1. Need Special Inspections for: bolting, anchor bolting, 2. Need framing inspection. 12/2/2020 AM 12/2/2020 MECHANICAL FINAL Lee Sipe NOT APPROVED Wrong permit scheduled Notes: Wrong permit inspection scheduled. 2/8/2021 2/8/2021 SPRINKLER COVER AARON JOHNSON APPROVED Notes: Approved under separate fire sprinkler permit. Cover approved. 2/8/2021 2/8/2021 I SPRINKLERS AARON JOHNSON APPROVED Notes: Sprinkler approved under separate Fire Permit. 2/8/2021 2/8/2021 FIRE FINAL AARON JOHNSON' APPROVED Notes: Fire Final approved. 3/8/2021 PM 3/8/2021 FRAMING Lee Sipe APPROVED 470-589-0132 - Neil Johnson Notes: 3/8/2021 3/8/2021 BUILDING FINAL** Lee Sipe APPROVED Notes: Printed: Friday, 17 September, 2021 2 of 2 r4 SUPERION OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 388500 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Shasta — Can Line 1 1227 Andover Park East, Tukwila Shasta Beverages Inc. Permit Number: Job Number: Client Address: 00qq 19-0191a 1227 Andover Park East, Tukwila Inspections Performed Steel Decking Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Gary Byrne On site to visually inspect the welding of added clips to the legs of the Palletizer, Shrink Wrapper, 4/09/2019 Spiral Conveyor, De-Palletizer, and the De-Palletizer Catwalk for the Can Line 1 project as per details A-1.0 through E-1.0 on plan sheet S1.0 provided to ORA inspector the previous day except as follows: 1. The plates added to the Palletizer legs were 4"x4"x1/4" 4" long with a single hole for a 1/2" anchor. Detail E-1.0 calls for 2 new holes on the existing base plate and add (2ea) 1/2" KB- TZ anchors. The above noted installed plates will need review by the Engineer of Record for acceptance. Welder, Justin B. Staton, WABO# W12462 Expires 11/1/19, welded the angle plates to the equipment, conveyor, and catwalk legs as per the provided details using FCAW-G process with Dual Shield 7100 Ultra E71T electrode. All weldments completed this day were inspected visually and found to be acceptable as per AWS D1.1 table 6.1. Conforms Copies to: X Client X Engineer X Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA APR 1 0 2019 PERMIT CENTER -e5 Isaac Ruoff, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: Permit Number talocelia1,414:46t-AtgierNAIM4034 Client: ?„.tallitzloA11edipoti.014,1wAtiliAtkivigigiaitwAwittamailbut Project: , r Address: ir -,,,-) .:,? A/Ida/ft, r ,- .. Artractor. Inspector: .1 „, L Date:. eg .. frioielly -1.4e. 7-/Pe 42,/ „-Mr Aofis ._,,,,,-.1 e 47Dr" s - • -A ; Werhir -;,....-- 0 .. . / (-.? 41.C: 71,---,:i hied .,.. ' a.,- -.1A pi , -,r,r4iervi •-•.?J ...- rac/r--.44- i ej-.1.4.iik ..--i _ -kei 42,-...0 //i --,- ,,- .••••,•:5 • ..,:-.• e? /,) e. 0•14,..- : .--• - 2 - --)_Lez..P1 • . . Intended Use: Ale•te.,,,,v,,,-;.., ir/-,,o1,,,v1-fe;A1 (,-_,*1„„f.,,,,„1_7,4es, Building Code & Year /64 ccm,s- 4.4ftitiflOgitti,riltiViSMIi.O.I0:4,4iiiiitiVeraNktniIMIZetiligagatiallrlAgeRiAt'i,71ftlecAPIPAVTIOXIIV•40141$ : Ali- l' If A r% Anchor Size & Quantity: -C)* /t4g9 i () Anchor Style: 11 Expansion El Screw, El Sleeve 0Drop In ESR Nurnber: / 9/ 7 Anchor Manufacturer » Anchor Type K Hole Diameter .!..51.e.,..nd ./,.•2' s' Hole Depth: /44 f/e ed. Required Embedment Anchor Length: idf,-; </;„...rpe 01 Concrete Thickness: iv AI Concrete Strength: N !A Base Material: Normal Weight Concrete 0 Light Welght Concrete 0 CMU ij Brick 0 Composite Deck . . Hole Cleaning: D Compressed Air 0 Hand Pump El Other: .1,,, (-41 tied.. Drill Bit (ANSI B212.15): CI Yes 0 No ORA Torque Wrench ID: ...- bo ,. • - Si Torque: v,f`4. elf el ft-lbs Weather: -I AmbientTemperature: '" , p For 141,4441CIP::iiiilliqa,, y4-.2;iiiillrilf.',10,411;,,k4li;113:AgoEfoo;:,F,p.,11,4411.410:,,- ''''' --'"—" ,.',i, ,,, it,',,,;04,40,,i-at-17,•,eq:::,:vtfkRiff,,,,:lr:J,11,4?rikitii4h1i,,,!;fli.,t,,,v1..,,,f.rmillii.,,,44,,,r-40.1"p-iip, : • „, ••• • • 4,, ,... 4;1 , .• oiriolt„ , ,i , oi,„ ii:-,I, - i.k- 1, ...• ,:.•.1. .-16-. 4,-. , di.',0 ,;,t 4,„-- = .0 Ae-AtiR -),,,--,,v),:# '. .• -/ri Pr?"19 -11Ad-u-- / .,-.) / Ae.,-,ho r ' ,, 4:4:4•1,-,_ ,Pq-':..........,.--?, -,' „1,-; <.m /4; ./7,,s•-• -7.'7 , /-- .., , 0 • . ,,,96, : , ry „ • -04,,,,,f,e...,1:1-..,;LI.1„e,,i-n- v,-.449,-Air ',. -1'; k.,-,0 PP, .ii - q D::tAii,,,, 1----• -- , , a -1 -.`Pi Is this a re -in on? Ci‘i No 0 Yes - Original Inspection date: Inspected by: Start Time: Ftnlsh Time: Reviewed by: ; 1. RECEIVED CITY OF TUKWILatV MAR 2 9 2019 PERMIT CENTER! • This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-886-0TT04-US - Fax (206) 723-2221 Form No.: INSP-87-02 (Rev 05/13) X REVIVED EPP X FENCING NO CREME ALA NCR AREA RO 'ORICE w2q IMHIIIIIM 1111t. EX, FIE MAW GATE TO ADJ HTDRENT NO C4616 11111111111111■11111 11111111■111111111w11111 11111111111111111111111111 11111111111111111111111111 1111111I■IIIIIIIII■11111 1111M11■111111111r11111 11111111■111111111■11111 111111111111111111111111111 i'r I//a 7f7 / j 6T6GCAV610RAGEt 0460 RR PC 6N641, NO I2UC ACME, CL4661•IV,WO& •600W 6S, PRICER RUINED VIIITM'i MlRI, FIR DEIECTICN NOT IE§,111RD, EJILDFG ACCE66lpcVINE),, 61101E ANp TEAT REPOM, MOT REli16TED ER Perak MAX PLE 6IEE CO FRT,M X «I1T 40',M4f PLE HC1.21 409p00OM FEET few LIK QI DIM ELccATED EEUM' Alp CCNrEYCIEE PRIMO' OPEP416G 61IYE 2001 WITH PER9TE E>dT PAW WITH ILWIMATICN MIN M' UD111 ------ — , pull AREA OF WORK MEZ NNE PERMIT EXIT PATVW*Y WIN ILLR'IMATICN MN 41' UDiN NEW 110 RCM' OFFICE MD LOCUM UN WWI OEE erMATE WIT OVERALL FLOOR PLAN: MEZZANINE 11111111111111111111111111110 w OX SEPARATE PERMIT iRUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION Pin f1Ve approval is suole;; er', 3n0 MOWS Approval 01;)^suucron 00 J1,,,: '5 a 101 aUlhir¢e the 4I0110n 11 lei Ordinance Receipt O' a09' , ' p,c dG( C0rf011101)'5 a; By. Dale REVISIONS No Changes snail oe ny•1e 10 toe scope of work wilnom prlo' approval of Ine Tukwila Building Division NOTE. RevISl0n5 will require a new pg submittal and may Include additional plan re for Substant omS By BNC �0Cop:.Ifailt plian6 q•0 EVIENVtu :01 :,JDE COtih'L'ANCE APPROVED Mg 31 iU19 City of Tukwila BUILDI ► G $ ISION RECEIVED RECEIVED U,IIA CITY OF 4PR 01 ?919 MAR 29 2019 BHC Gonaulta tt�, tl PERMIT CENTER C:IDocuments and SettingslAll Users\Documents\CAD1201911901 SISTdMILIDT INEloverallfoor plan:dwg, EXITING PLAN, 312912019 1:11:41 PM PRODUCT LINES o MEI 0 PACIRCSiEEIOIPWINING 0 EVE SiEELCIIDSAELIK E Mal FABRICATOR WESTERN POE STORAGE SOLUTIONS PROW MANAGER A D REVS EMAIL' A1AIV0WP55,00M PHONE; 909451-0303 IT, 133 ENGINEER OF RECORD STORAGE RACK ENGINEERING 23142 ARROYO VISTA RANCHO SANTA MARGARITA, CA 92688 PHONE: 949BB8 8B61 WWW,STORUERAOENGINEERING,COM MARASTORA(,1:AACKBIGINEERIN ,CON SOIL & SLAB INFORMATION SOD. BEARING PRESSURE %toil PSF, 1ABNOBS •.91_ INCHES ANCHOR INFORMATION ANCHOR NOTE: MITI KWIKBOLT Ti ANCHOR (TCC€SR•1917) STAIRS ANDIOR SI$STRUCTUPAI COLUMNS: (1) 0 U12° ANCHORS) PER BASE PLATE O 3114" EMBEDMENT STRUCIUPAUPUTFORM COLLNOIS: (4) 0 SIB" ANCMOR(S) TER BASE RATE 04' EMBEDMENT SHELVING CAPACITIES NOTED ON ELEVATION SHEETS PLATFORM DESIGN LOAD: 150 P,SP. ATTENTION DEALERIEND USER I. RESINS 091512E7E195217 UM IESWOEM30 IIAEMO41150114C 0515.VA4TT146105ZITO MAE AI THE 516M13IY(OWOIEIRTOGD1MEh11 131APE11ETE iN441540 56MID .405525HEPAW 0A PRIMED 6Y . VOW PALLR C 5700.14E SIXUNOIS t, FRAY S16RTAGE5EIST, IT NW 6 11:11152 LLOE 16121110140 IIES1131 K RROWEWWIIGSw1RE HOURS RPoPE DIEAYAPAR. 3, NPJIIA'DTOIGT10110E X141AGC01E01B11S,SISRR110/2 S109A1i9000015W11 ME NEW POOREA TOGET 1E PARTS TO THE IDES ERE ram Frac O CAKA 55011645611151 I6T6 1.1160011 MYWM IIO127E0CIFTO1E C9.4YGUSE, RIMING Di 11614I10 0:«raE1rs, 1, IRO 10M019111,AS1466581CATEI65267P1 iAOAc 5I00.4(26 91111CAS MURK HO113360541I5634111'/1OE RE AND 10568156ICIIN R iANBI S. WflTHN PAM SINGE SDMOMSMAT 6ULM OR wANCPIa moor OflFPJIDm6, TIE Chi OP NI COMMIE WCAI T44161NEOP OFPEP,CN6A1pSpN0MC 6. NrtANRWIrKAMAN A0410451PRTKW NISEIBRIGTIOI, WESRAN PACK S100.42 WINS WILL 03250.1$11h Y,'GA 501E OK 1, ANUW551ll@ 36.5046IL1YC50155. PBEAWANDOR wows scum 7 INS.tAllAT 33 9ffi061EE 10 E113.0 RPM KR 70 2 SHASTA BEVERAGE 3 117 ANDOVER PARKS TUKWILA, WA, 98188 ) DRAWING INDEX SHEET 101 LO1 E01 DOI D02 D03 DRAWING TITLE PROJECT SPEQFICATiONS PUUV VIEW ELEVATION VIEW DETAILS DETAILS STAIR DETAILS GENERAL PROJECT NOTES WPSS PLATFORM 1MIMED PEP ELK MRNT5OF1EW71s18C,9016C56ANDASCE7,3 2 37924C 245'IEN45A= 6451.5E=7$47,F5=,,f90, qc 1.570 N= 1.0 MOPUEC A0.'fmT,SCI7967,501.OS41,DI.GAG. A SUE RA58O 3E15MC0E56N'DA9SD 9. FORAGE *VT RA VIN DEN w 15O PS , OE7 CI=1E P3F 4.4143110559: RATFOP11MANS: '101 War R PS CC ESP 19II,5r EWBEDWEAH O0MAE9EWEDGE MON HIAVG11Ca FEP FOOTPLATE/If IN1132501 ANDPERWEIEA PIARI MCOLUr.NS IA NQEPATES) MAKNkF PEP FX5TPIPE ATGCF1iA R,ITWAMC IUAANS 171401E RATESI IMMGEANDgR I11172511245EI6EGIENTIO565 OLTIRPERSfPoW„gi 5. PERMCSPECWAPECtta1'61WeD'AG CNA-EWEDOE 45W 456TWLAINT' N ESMC DESIGN GTIPPC.E!CODS 6, DMA ORADECONCRETE M1KKNESS 6 COAWPESS7E STPEN01, C F 2,555 PR DE373 Or 01195 7, ALLlN1AdESOLMOO PPEFYIPE 640PS' @ OWE fAETIER 6. Ail RCKINSIOLAI 1AAVDRACSMaFWFHIREDINCGfOIRRY W016S1AA' R MI WRAYwONE 0R wRE CCNSFIag15 IA[A11X A 0E W4ENT 4 73E Da NOT LESS THAN M SOAK INCIfcS W 4.645E4 4N0 SONG 1E 5,5552511.41 PRAM 525511060IN CLEAR, LEGBIEPPAYT. 9. 1546162.1.505422414H1914515214.11451.55 54 FIAT CONTACT IA ALLCOM PEPFME wTIESNCP ORAN/ PROVEDPAHIGIORFnAYES 05%33 MARS 1WIN3 EmAYEIFCIIIM T E1TEVIELOKL66,F I255,5141 EPRONGEDUICEP1E5UPE1NIWON OFAOHO 06511241555PEC1051. 11, YME PIM SPACE R3OW SRANRB6 S141 /E A O. OF ID"EEWIEEN 70P OP TIE 5100.44E N101 NE C864%SPPY70EN DE I.ECFDR, 121E PODJSW NATFCYW 651416E WALED PITH OM 1.463251 SEPAUOCW TOEASITOULDIAG ANq'ORCV1644S SCCPECRVWA ( Mi51,11RX4 G S1CPA GE PJ1FfFK Ab STARS N K1 A11 NOT OPEN TO THE RAC IIECEIVEDA CITY OF TUK�ti1GA IdA0 291019 PERMIT CENTER LEGEND A SECTION CALOUT B A=SECTICSI9 B = SHEET LOCATION B fe DERRCADUT A • DETAIL 9 B • SHEET LOCATION COLUMNGRID LINE (ALLOT Qi REVISION CALM DA ITEM (ALLOT MMMAMM GUARD RAIL T,010, TOP OFDECA TAS TOP Of STEEL T,OP, TDPOfPOST WORK PLATFORM GENERAL NOTES I. ALL PRIMARY AND SECONDARY 44 WING MEMBERS ARE FABRICATED FROM ASTM A653-06 GRADE D MATERIAL, (FY = SD KA, NIIN.) AND ARE G60 GALVANIZED, 2, USE (6) 0 3/4" BOLTS (ASTM A490) (FU =120 K51, RAPT,) INSTAL WTTM DOUBLE WASHERS; ONE EACH BENEATH BOTH NUT AND BOLT HEAD, THIS IS A BEARING CONNECTION AND THREADS ARE NOT REQUIRED BY DESIGN, TO BE DUUD60 FROM THE SHEAR PLANE, HIGH STRENGTH BOLTING SPECIAL INSPECHON 15 NOT REQUIRED CONTINUOUSLY, AFTER THE CONNECTIONS HAVE BEEN ADDLED, iT S 1411 BE VISUALLY 54504FD THAT THE MISS OF THE CONNECTED ELEMENTS HAVE BEEN BROUQ T1NT0 FIRM CONTACT AND THAT WASHERS M4VE BEEN USED, IT SHALL BE DETERMMED THAT Al OF THE 20LTS IN THE JOINT HAVE BEEN TIO{TENED SUFRUENTLY T 1 PREVENT THE TURNING OF THE NUTS 4TT2 TFE USE 0f A REND (FINGER TIGHT P1US 4 02 TURN), 3, USE (B) 0 314" BOLTS (ASIM A490), PER ABM SUICATTON AT AIL BEAN FIELD SPLICE, W OCCURS, EACH BEAN FED SPLICE REQUIRES ONE RATE PER WEB, ERE 1) 8l IW6Nem Pacific Stange Solutions 300 E. ARROW 4 SAN DTNAS, CAM TEL (909) 4314303 WWW,NP$COM JIM N 04,114 477,3' THE Aw annc0R me es IS 714E PIMM7N C1 WT51@1 PM 5104R9U IC 0 0 D a d) A ku FOR JE COMPLIANCE APPROVED 1,0 312319 City of Tukwila 4, OTHER BOLTED CONNECTIONS ISE0518' 3AP�A MACHINE BOLTS TYPICAL BOLT SPACING IS 4" AND 1YPIG1 EDGE DISTANCE USED IS 1•IR", UNLESS OTHERWISE NOTED, 5, AU SIRUCTURA0 MEMBERS ARE COW FORMED PER 425 SPEORGTIONSAND ARE FABRICATED AND WELDED ACCORDING TO AISI PROCEDURES B A1LMA1EQl4LSARE FABRICATED BYCITY GFIOS ANG•ELES APERDVED FABRICATOR E 1171 1, ALIOMENS ARE EQUATED WON SHOP WELDED BASE PU1ES, LOOSE BASE MATES WON AIRSNMEM MOLES MAYBE USED iN LEU OF FOOTINGS, AS REQUIRED FOR COLUMN REACTION LOADS REFER TOTHE ANCHOR BOLT LAYOUT PUN FOR RE AND LOCATION, R ADJRIPIEMETAL SIGN SMALL BEPOSTED ATA CONSPICUOUS LOCATION READING: 'MAXIMUM DESIGN LOAD • 125 PSF', 9. KESTBRIDGING MUS1BEASTAl1EEANY PLATFORM PSALM/ MOOT 1TUST BRIDGING CRAP 0111ER DISREGARD TO PROPERASSEMPIY IRSTRUOIMS MU VOID ANY WARRANTY BY WESTERN OCR STORAGE SOLUTIONS IS 16 SHASTA BEVERAGE 1 127ANDOVUIPAUE, TARA, WA, 98161 DEALEAIINIE9UTDR: WAREHOUSE PRODUCTS 1926 ANOIORAGE PE FERNANDINA BEAN, R 32034 SMUT TITLE: PROJECT SPECIFiCATiONS DRAWN BY: G, Rios 712012E18 SCALE: APPROVE A WAS 1@0/2018 NTS PROIER N0, M6114 SHEET 101 \AAAAA • GUARDRAIL PARTS UST ITEM PART NUMBER DESCRIPTION 1 81 C20x45x10GAr200' 82 C20x4,5 10GA 183114" B3 C20N45x10GO1591/4" C20x4.Sx10GAx1631/4 6 7 8 1 BS B7 88 C20x4,5x19GAx1661/2" C20x4,5119G4x291/4' C20 x4,5 x 10 G4 1631/4"? C20x4.5x10GAx200" 10 11 12 8 6 6 2 CI C2 .C3 E1 CICOMA 8x8x114COyl6x18x314W C2COLUMN 8x8xINCOI, 18x18x3/48f C3COLUMN 8x8r1/4C01,32x32x3/4BP C20x4.5x10Wx2S2' 13 E2 C29x45N10CA 197 114" 14 15 2 E3 E4 CEA45x10CA614S719 C20x45x10GAx252' 16 2 ES C20x4.5x10G1x1911/4" 17 18 19 20 21 22 2 16 8 10 36 2 E6 11 12 13 Spice Mate Suppot %Age C20x45x10GA 1457/8' C12x35x12GAx109112' C12x3,5x12GAx144112' C12x3.5x12G4x1481/2 9pIcxPlate,19114'x5114'x10a Support 9 ige 8 ir, 18•TreadSlit Case 3 81/2' 8 u2"— TYP, 154" 14'• 1/2' (CENTEROF(OIUMN)' IS'4" (CENTER OF COLUMN) IS4' 14' 112° (CENTER Of (DI.UNN) S Q Y4` El ,D L1 tir ) 13,6' (CENhA OF COUREU •1015/16 2'•93/16' 2'•93716' 2'•93116" 50'-0' SPLICE NECf10N M A 6 (c) 8 9 54,0' 1T.6° (CENTER OP COLUMN) ©e C�) A t7 WI SPLICE 03NNECTION 13'46" CENTER OF COLUMN) 4'4 PLAN VIEW 10 1 (E) 12 77-7 i;E: ((j VOM�'L;ANCE APPROVED 01, 312019 City of Tukwila BUILDING DIVISION 11 1i47 RE' CITY C' 9A0 PERM Western Pacific Storage Solutions 300 E. ARROW HWY SAN DIMAS, CA 91773 TEE (909)•451.0303 WWW.WPSS,C0M KEEFE p ED NEE 12 NPAC63C THEP 4313OR,N EEEWTHE FOl1 4444 1, TONp➢iTAN71HfS00MNEMlx 2, NOTED REP0100 ORCOFIR. 3. CIO ERR 01110,01112 341444E OR IN PART. u d ID C u a 0 0 c 0 44 xa a 5 ENGINEER OF RECORD: .IVED TUKWILA '9P019 01! SMA%TA BEVERAGE 3 127 ANDOVER PARE E I1111WT2A. WA %188 DEALER/INTEGRATOR: WAMUSE PRODUCTS 1926 ANCHORAGE PL FEIUNANDIRA BEA01, R 32034 SHEET TITLE RAITORM LAYOUT • ENG2NffRING DRAWN BY: APPROVED Ras A R1440 u 8 73012018 SCALE PITS PROJECT NO, SHEET REV M6724 331 2 f'" 0 Wakm Pacific Storage Sodom 130$" T,0.0, 3 4'TS G DECK-PAK OVER 220A IMSA "B" DEIX IAPMO 1161 ESRA 3056 - SPICE CONNECTION jjM0LaNPDPAIS1S1E71. T3l4 PIN,WON / Pam @6'r0CM0.64 0101E/IYP.) 47 I T0TOP PAIL IXEMU' VETN'EBIBAK j- SPPUCECErCON NECTION —20" (BEAM) NI I ]OB' CLEAR HEIGHT ELEVATION VIEW SECTION A -A 1. 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M6724 E01 REV 2 Western Padfic Storage SD lutims .4i,c,. 36i' OSEEPAM BUM FOR SITE O1TPIMFO 1QISTFORSIit" A FOR BEAM SEEP ANVII 1015IFORSQE 300E.ARROW NWY SAN DIMAS, CA 91713 TEL (909)4614303 WWWPSSCOM TOP VIEW _ It" TOP VIEW BEAM pc H1ST CUP 3"x3"x6"x10GA 2 WI(4)5181ADd14"A325BOLTS SMORT(lt5)202010 BEAM 1ST JO Olhm 3•>4'x1.314'x6 WI(9)tozl•ll4"MR, 2 J0IST CUP LONG•2000l•20) (WO) x10W yp t O GP RYMNMO xEirOvxunm auxin a mu NE NO Ia WET MPACIFIC STWEALITIONS, mosssAls AG ss To H auONvr L ID NAPRAM14.51CA1%9rtIP COCK L erroeRODI¢mmim 1. lerTI YE40R NOT IX wet aaixHAT. iG SIDE VIEW ( SIDE VIEW L BEAMISTRUT• OGa, 101Sr.l2Ga, � (1 j BEAM / STRUT / JOIST MEMBERS (2 2 BOLT JOIST TO BEAM CONNECTION 3 2 BOLT JOIST TO BEAM CONNECTION 11� U SEE SMAN A V 0 Po I61 d W 3 0 t i ii. r �i�"— _ W10 v�u �BEAMFORSIZE SRUf 0RS00E .. 1 AA o o TOP VIM �M, LIANGE STRUI� 1 v;' BEAM 01P LONG20 }II4"z1.114^xm"}}}}}}ggpppp10GA ,PPROVED iBtl•10) H \ 0;,, �— p p W1(6)516'0x1•U p M.O ��f61v 31 ntUI9 BUM OAR BOLTS 16)314"0A490BOLTS BEAM 2' _ (16)314" USE 1 WASHERS PER DOLT,T, USF2WASHERS PER BCC CHEACHSDE. ` City of Tukwila ONE ONEAONSIDE, BUILDING DIVISION SIDE VIEW G SQ. 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NA 2 9 1119 PERMIT /1 IT CENTlREETT' �I DETAILS 3116^ —EMBED 3116" • DRAWN NY; G,Rros 112012018 APPR0YED8W ARIVAS 1/012018 B'x8 zD9'SQ•COWMN ^^ + , CONCRETE SLAB 8'x8• 114^SQ.COIUMN 10 ClIC2 COLUMN DETAIL 11 GENERIC SQ, TUBE COLUMN @ BASEPLATE DETAIL C1/C2 12 C3 COLUMN DETAIL SCALE MIS PROIECTNO• M6724 SHEET 00I REY a I t5 ' I 3 2 3 9 [ S 6 1 8 ( 9 10 ( 11 1 12 13 1 ;16 1 Western Pacific Storage Solutions I I 3J4'MG DECK PACK SHEATHING ATTACHTOB'DEIXWJ08xl3)4"OCATE3'x7'MIXPIATEUNDERCORTHREADSHAPOINTBUGLE HEAD TEK FASTENER 27 PER 4' x 8' PANEL /,� (12' O,C @ PERIMETER, 24" O,C FIELD. POST BASE PLATE BETEENDNGDFRAMEADKJIX ELD DRRL FOR BASE PLATE BOLTS s"nMAX ,c{ SPACING BETWEEN POSTS 0111A elA560BW- Y 60 P tXPO T TYPIC LLY Of COWOR IrkiX AT PLATE 300 E. ARROW HWY SANDIMS, a91773 TEL(909)•451-0303 WWWWPSS,COM TM [WEIR OFWES NPACE( stOAIa 501.1111IX6. >NErossESsca uKasmn1 wuOwtl«< I. 10WCA 11NISN01MENrIN NION O 2, NOTTOUln ffORMR. 1. 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MEM x BUILDING DIVISION CENTER PERMIT D (SEE MAN FOR SPACING) PROJECT/ENDUSER; sRAsrA REVENGE 3 122A x'VERPARK E ILA WA 98188 - JOIST BRIDGING DETAIL (1.) �8 5' SLIDE GATE • RIGHT0 j ;OK+H ` - A EXPO f W W • ` he'S 040 0 4,GiST(tt� TONAL i' AUGdG 15 `V . 0 41 y DEALER/INTEGRATOR: WAREHOUSE PRODUCTS 1926 ANCHORAGE PL FERNANDINA BEAD, FL 32034 SHEETTRLE DETAILS G N EY: 7112812018 APPROVED BY: A WAS 7/30/2018 v / /-� \ \L /I ` %� ) L / SCALE: NHS PROEM. M6724 PEET D02 REV 2 1 i 2 1 3 1 4 1 5 1 6 I 7 I 8 1 9 I 10 11 I 12 I 13 I 14 ( 15 I 16 STAIR ASSEIBIY 1.1X4TES?AA S1177706, ,8Buis. P11wA1&EWPAlEr7 1714V717SM EM ROOR.P7,5771571011 KGNSi S75(EQL70.. MNSIW.IAR KKRS(FNEINMAM1015311184 SHBKKMUSX U1'X1'ROESM14MOM, 4.7N5TAt1.11,0B7741E8117%1ECCN01217119 (M' CE'.11iA017017U111760 71117PEYN S, MWE S8Apt 0 O KSITIM PAID P0477MAi774 eNV OrttE ExaND,SEwEtOP01la Nr0111 727770E0763P7A X4'MAROk 80418. (77571M77HEDEM4700KK71t1877 1 PaaMlamSANOta 7. iPEMK,M1111AEWRIXI B.PT'POISUR KM?0 RWR lOOKON777017775, 101FORNIOICASPECIFIGWAS IbMORS67MRS/ &H57AE80710HiRG4 10,ENT4ECaSOHM MX651E157)ID. REEPµ4nP). IL FS 70ME810CIIILN VIA,w31 AM Oman Ig.5 574WP,D SE7 K.u7E7'. STANOWAPBC IL 7117.I 577.717747080 V, d0170() 777X4Cnb71'071 DOW NEI PAIR •11'P914SDV SE? «8'GS2Rweni .717 A7J1MAiJIII= GENERIC STAiR DETAIL (ACTUAL # OF TREADS VARIES PER JOB) Idji'X A31 OR1 NG 3'X1Vx1.7z1D. MEADSP:61E WI 3I1C0 Xf M.B.w/FENDER WASME3S.61CM SIDE. "FIE1D Dull MOUNT% HOTS' y YYIFILX}It ICA[glliY$ 6 ATS RNG�S _ - i M tlIP1II M - _ l'IRV P7SIPIN RAB$ F7061, ASTM ASA CAADE B"12 A PLAN VIEW SIDE MAID (7a) SEE NOTE tll' SEE NOTE ti NGIWIWOXA"M,& of/ PIM YlA4M."FlRDCAL NOES' TOP CO END UNIT CORNECTIO PREFABRICATED NOR HANDRAILRIG EXTERIORGUAADPXWNG 4377 IWestern Pacific Storage Solutions 300 E. ARROW HWY SA/I DINAS, CA 91773 Ta (909) AS1-0303 10'1( Atp'XI2GA _I_ WWW,WPSS,CON SIRPO MT NAM POEM; II' X 1-3If X14CA ?HE MORON CCIIINNEOMEPEY14 Ma(0 SqD) NE NOWTOF WESTEPA Pea SE�X#SC01011. ATTACH TPE.M TO STRINGER w021'3$0XIM9.gPama EA61 ENO, i11EAD TO S NINGER CONNECTION O I0'A3•172'X1044 STINGER 1"eH'X6'XI NiQE 4117)•lin I"M.& 80 PRIM 1( "-ANGER TO SLAB CONNECTION Vr0 WED BAA FOR UTO FPS; ATTeleil •12 od d dd SHASTA BEVERAGF 3 127 ANDOVFA PA4KE, IUAWIU, WA 9818E RECEIV • �. ,) 3EORAM CITY OF TUB' RIOS 1926NONAGE PI Ng 2 9 9NDIN BEN01,132034 PERMIT CET` STAIR DETAILS 4 8 10 12 13 14 15 [ 16 DRAWN BY: APPROVED BY: Um ARNAS 7123/2016 1/38/1016 SCALE; NTS PROJECT NO. 91EET REV M6111 603 2 23142 Arroyo Vista Rancho Sonto Margarita, GA 92688 Tel: 949.888.8850 Fax 949.888.8851 Webelte: www.storagerackenglneering.com, malt: oi@storogerockenglreering.com Project: SHASTA BEVERAGE Project #: S-071818-2 Date: 04/30/19 Address: 127 ANDOVER PARK E TUKWILA, WA 98188 Plan Check #: D19-0099 kkiit,n/ lf, i Plan Review Responses 1. Please see sheet I01, note #8 at bottom right hand corner of the plans for the allowable Load sign requirement 2. Please see pages 19 and 24-26.4 showing location of load used for column analysis 3. Please see pages 23 and 28 showing location of load used for the beam connector analysis. The results on page 23 shows the results for a double 20" beam connected to the column with 2 sets of bolted connections, thus the loads checked on page 28 reflect half the loads shown on page 23 4. Please see pages Al-Al2 for lateral load design for frame in plan E-W direction. The bolt group is checked for the maximum loads on page A8-A9 and shown to be adequate. Pages A9-Al2 show adequacy of the HSS8x8x1/4 columns for the loads of the system in the plan E-W (transverse direction) Respectfully, Ali Abolhassani, PE Principal Storage Rack Engineering, InC 3 email: al@storagerackengineermg.com RR 3 0 2G19 o.,w. 1' t U t'...f By BHC Date v v.a ' mpIiance sultan% ..;OIVFLiANCE APPROVED MAY 31 2019 City of Tukwila Ai ni -ww3 DM$1 Engineers Planners Jerry Hight City of Tukwila 6300 Southcenter Blvd. #100 Tukwila WA 98188 Dear Jerry: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, WA 98101 206 505.3400 206 . 505.3406 (fax) www.bhcconsultanfs.com April 9, 2019 Please note the following observations for the above -described based on the 2015 International Building Code, and the 2015 Washington State Energy Code. Please note the following additions and/or corrections: BHC Consultants has completed our first structural review of the mezzanine permit package. We have the following comments. 1. The Mezzanine floor supporting live loads greater than 50 pfs is required to be posted identifying all maximum live loads. IBC 106.1 2. Calculations: HSS8x8 column design was checked for a moment of 7.3 k-ft. It is not clear where this number came from. FastFrame output calculation page 19 shows member ID#4 at LC#3 with a moment of 18.9 k-ft. Resubmit column design for this larger moment or provide justification for not using 18.9 k-ft. 3 Calculations: Page 28 bolt group analysis checks a connection for a seismic moment of 31.97 k-ft. It is not clear where this number came from. FastFrame output on calculation page 19 for member ID#2 at LC#4 (Omega level) has a connection moment of 74.1 k-ft. Resubmit connection design for this larger moment or provide justification for not using 74.1 k-ft. 4 Calculations: Seismic resistance design for HSS8x8 column and frame connection was provide for seismic parallel to double C20's (N-S on drawing L01). This direction utilizes the bolt group to provide a moment frame connections. What is the lateral resistance system for side to side seismic? Provide calculations justifying design. Submitted by William Hill, C.B.O. BHC Consultants 4Sott,./A 23142 Arroyo Vista Rancho Santa Margarita, GA 0.2088 Tel: 040.888.8850 Fax: 040.888.8851 Abolhassani, P.E. President E Engineer of Record mail@storagerc:ackengineerIng.com www.storagerackengineering.com Project Name : SHASTA BEVERAGE Project Number: 5-071818-2 Date: 04/30/10 Street Address : 127 ANDOVER PARK Gity/State • TUKWILLA, WA 08188 Scope of Work : WPSS PLATFORM MS724 -1011 b APR 3 0 2619 PRODUCT LINES FABRICATOR WESTERN PALM SRF.AGESOLI/10% BAOIECTMA4S5a CAA{ RYAS EMAI: AIAN®Wf$5,COM PNOA'E 909C51430B EYT, 131 ENGINEER OF RECORD =OE BAD(ENE3313 AT 23143 MOTO VISTA RANO LINTA MAMMA, LA 9B433 PRONE9Nd66-0B51 WWWSf49AGERACGEMIALUIN.CCM FAUST01AGETADIBIG &7mum SOIL &SLAB INFORMATION SOIL Wax PRESUE•114 PST. s1AB TwDN6T- A ADS COMPRESSIVE SIABATM•a PSI, ANCNORINFORMATION aarKal ant 1(1.7I aXISCLT7E ANDIOR VIM AND/OR s6R•E{RJC7UTAL D7LIMS' (1) 0 Ur 44110R(5) P91 RISE PUTE @ 3 1M E11801577 (4) 0 Ero'ASENDR(s) PER 9PSE PUTS 4" EM0EOMIT MA NG NACRES NOTEDpV 9EVATI0.N R1EE1S F0A700.74 MICE 1.04: 1m PSh ATTENTION DEALERCEND USER L n II THE BEB319AFC040101,5IRSAEVONSWMt in110111 ALL Paint BPoN AAMYMAT 177101 TIN N Mat ' AUTgAtt UAYWWOerBinTomo- ftT,f mAl mIPJL Taman BE UMaloA'JIW IATPADnata 407147a aLAH971anC111AAq 7 @16. • 6Nn710110SNR1,110aatai77PDON9EAlum WINCAH6aEC1l971PAOn"LBIOAiWlogn6 awn LormwRE Wargo. 1, VOA Fal101104CFRI M6CaPodatanasimiP1➢it 1701AC9Mani nil WE MA1Mannar TOES11N! 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KDUMAG evrank END W (7) 1Wbt 3°KAHR SIDE GENERIC STAIR DETAIL (ACTUAL .1 OF TREADS VARIES PER JOB) Tttra.'trA ME1031 AY41EN7A'S0 N1' W6,1./ HKDrA homptON I00P *AVM. EAOISIOE. NU DMDI K33NTRIAA01.5' (6EI) SE!WIY:11• Nx l•10'N 103A. 84f E AR'fyE IA411 TO mwm Era. SEFWR¢TOf3 fDR DEYAns. tOE 2. Inv r1• KA,IO SYRWGE3 FACM5OF SEFA MINA MEMOOue0AWX6 I0 S'ISurll2 SinAW V4 Me 311r Ark RO110 POSiAtIAO0 UT 501151 � ► WEstgrn Pact Sttruge Solutions 300 6ARROW NWY sex DMHAR, CA93T73 TEL (909)d53-0303 WIAYWRSS,COM VAPit30 EIMIOARtPR n: ThE1a60wra0C.a,P xE4KE 015 DOWNY WSOWMACwG S10u0EtCANNE. roOrre3304 ACM to Iro L 190,011 110S00 glITN C0q, fl0 2. Imr10Gt 11gd rpm Olt AN£404N413NRtN WIadOAINAd 0 ENGINEER OF RECORD: SRASTA oast ALi 3 127 AMR iAM! ilP,4V1A, WA. Mg SHEET TITLE: sraaDeTu3s 0RAWN RT: G. Ens 712Jl01A PROJECT MO, M5724 APPROVED BY: A PNAS 7f30130W SHEET DDJ RLN 3 ByAA noyoVstaptinchos*ntanorsorma.CA-9zm88 Tel: g49.888.8850Fax: g4-9,888.88cm webslte: emoll: com Project 5HA5T4B[VEKA[E Project #: 5-0718m-2 Design Specifications Loading Specifications Design Criteria- 2015 113C, AISI ASD Steel Design Manual & AISI Cold Formed Stelel Manual, ASCE 7-10 Rolled Steel - Structural Steel "C"nr"W" Shape - Structural Steel Tube- Strnctum|PloteStae|' Bolt -Joists Bolt -Beams &Struts Weld- Seismic ~-' _ A3TMAS7UGrade B0,Fy=SOkdnrbetter Slab Thickness- 6Oh ASTM A572, Grade 50, Fy=50 ksi or better Concrete Strength, fc'2,500 psi ABlMA5O0,Grade 13,Py=46ksiorbetter Allowable Soil Bearing Presure'1,508psf ASTMAJ6, Grade]6, Fy=36 ksiorbetter A3U7Grade Bolts. Snug tight fit (fiogextight +2/3turn) required with all pks|oflat contact orbetter A49UGrade Bolts. Snug tight fit (finger tight +2/3turn) required with all plysinflat contact orbetter E70xx Electrode or better, All welds performed in shop of approved fabricator by AWS cert, welders 5s=1.451,Sl~0.S11,Fa=1,Fv=1.5,Sds=V.967,Sd1=0.54l,I=1,R=].5Site [|mss=D,SeismioDes. [atag.=D Base 5hear=0278J*w,ASDDesign Method, Steel OMRFStructure � ^ AM M70 UP AM Will t 0 "Old 0 ..... A. 69 YIN = � ~ ^: � � ~~ � [ " . _ 23142 Arwyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fox: 949.888.8851 WebsIte: www.storagerackengineerIng,com, email: algstoragerackengineering.ccm 13y. AA. Project SHASTA BEVERAGE Project #: 5-071818-2 Su ary of Components WPIS Platform M6724 46'-0" x 50'4" Specifications 0 •• - - •. . , . .--....'.' : 1.. A. ' r'I 41* . • tir IN: Anil . 0, , INZIMI . i I 50"..""ea.m. . . e 0 II III V ' 0 'Cr Y",.. Izr 1 AI '' attl g. iii . . x , . t 1 • ra all 0 ha kJ &h. ' .. AM " 17 6,100 . . . 0 . ID' 11, ti plAtIVIEW Live Load= 150 psf Dead Load= 12 psf Top of Deck= 130.3 in Column Fy= 46,000 psi Beam Fy= 50,000 psi Base Plate Fy= 36,000 psi Seismic Design Criteria Ss= 1.451 51= 0,541 Fa= 1.000 Fv= 1.500 Sps= 0.967 Scm= 0.541 R= 3,500 Importance factor, Ip= 1.000 Seismic Coeff, Cs= 0.276 Seismic Design Category= D Summary of Components Item Component Column HSS8x8x1/4 Slab & Soll 6 in x 2500 psi Slab with 1500 psf soil at grade Interior Base Plate 32 in x 32 in x 0.75 in thick (Centered). (4) anchors per baseplate Perimeter Base Plate 14 in x 14 in x 0.75 in thick (Offset). (4) anchors per baseplate Corner Base Plate 14 in x 14 in x 0.75 in thick (Offset). (3) anchors per baseplate Anchor 5/8" diam x 4" Min. Embed Hilti Kwikbolt TZ, ICC ESR 1917 Joist to Beam Conn (2) 0.625 in diam bolts A325 Grade Beam to Column Conn (8) 3/4" Diam Bolts A490 Bolts Joist C12x3.5x12ga @ 36 in o.c. Beam S20x4.5x10ga Beam & Strut Floor Deck 1-1/2'' x 22 ga B deck w/ 3/4" Plywood attach w/#12 Tek @ 12" o.c. t Li 1 it4ri..c-le& 42 Arroyo Meta Rancho Santa Morgorlto, CA 92688 Tel: 949.88E3.8850 Fax: 949,888.8851 We : www.torogerockengineering coi, oldtoragerackenglneering.com By. A.A. ProJeGt SHASTA BEVERAGE Project : 5-071818-2 Loads Dead Loads 3/4" ThK Plywood 2.3 psf 22ga Steel B Deck 1.7 psf Joist 2.0 psf Beam 2.0 psf Misc/HVAC 4.00 psf 12.00 psf Seismic Load Live Loads U. 150.0 psf Static uniform loads imposed on critical rigid frameline(s) Grid Line Trlb Width Unif. DL Unif. LL DI-D4 15.33 ft 0.184 klf 2.300 kif A3-A4 7.67 ft 0.092 klf 1.150 klf Lateral analysis is performed with regard to the 2012 IBC, 2013 CBC & ASCE 7-10 section 12.8.1, using Equivilant Lateral Force procedure ** For storage live loads, 25% of live load is considered in the determination of the effective seismic we ght (W) per ASCE 7-10 section 12.7.2, item 2 V= Cs*W/11. eqtn 12.8-1 Cs-minl= Sds*Ie/R = 0.2763 eqtn 12.8-5 Cs-min2= 0.044*Sds*I eqtn 12.8-5 = 0.0425 Cs-min3= 0.55*S1/(R/Ie) 0.0085 Cs-eff= 0.2763 Vtransv=E= 0.2763 * 49.5 psf = 13.7 psf 1 10.2 " TOD 15'-4" 15'-4" 15'-4" eqtn 12.8-6 if S1>F0.6 Cs-mln3 does not apply Column Shear= 13.7 psf * Trib Area per Column See table below V "Dl" V "D2' V "D3" Elevation (Column Line 01 to 04) "D4" Framing weight, DL=D= 12 psf Deck Live Load, LL=L= 150 psf ** Leff=LL/4= 37,50 psf ** Effective Seismic Weight, W= (DL+LLeff) = 49.50 psf H (TOD)= 130.250 In Frame Depth= 552.000 in ,Column Load Reactions (Working Stress) Column Trib Area Base Shear, V Axial DL (Static) Axial LL (Static) Interior, 02 207 ftA2 2,835 Ib 2,483 Ib 31,043 Ib Perimeter, D4 103 ftA2 1,418 lb 1,242 Ib 15,522 lb Corner, A4 52 ftA2 709 Ib 621 Ib 7,761 lb The owing load combinatiqns shall be checked herein for ASD loading on the steel components: Pseismic 0 Ib 2,280 lb ,140 lb 1 Cl: D + ASCE Sec 2.4.1 eqtn 2 2) LC2: D + 0.75L+0.75*0.7E D+0.75L+0.525E ASCE Sec 2.4.1 eqtn 6b Seismic Design Coeff Ss= 51= Fa= Fv= Sds= Sd1= I=Ie= Site Class= Seismic Des. Catag= rho= Omega= 1.451 0.541 1.000 1.500 0.967 0.541 3.50 1.00 D 1.00 3.00 . 3) LC3: (1.0+0.10Sds)D + 0.525*rho*E + 0.75L 1.0967*D + 0.525*E + 0.75*L <<=== 4) LC4: (1.0+072Sds)D + ega*E Leff 1.193D + Omega*E + Leff ASCE Sec 12.4.2.3, eqtn 6b by nspectlon, thls governs over LC2 ASCE Sec 12.4.3.2, eolri 5 Only for OMRF components i of q 2314.2 Arroyo Vista Rancho Santa Morgorrto, GA 92E68 Tel: 949.8438.8850 Fax: 949.888B851 oragerockenglneerIng.com, email: olOstorogerockenglneerIng,com BY: A.A. Project SHASTA BEVERAGE Project It 5-071818-2 Joist 13T-6" Bay DL= 10.000 psf LL= 150.0 psf Length=1= Trib= Bending Beam Size. 1C12x3.5x12ga Ix= 44.91 inA4 Sx= 7.49 inA3 w= 480 plf P= 2,959 lb Fy= eir P Dist Load ,w L Beam Diagram Mctr= w * LA/8 = (10 psf + 150 psf)* 3 ft * (12.33 ft)A2 * 12/8 = 109,461 In-Ib bending moment at center span = 109.46 in -kip Mallow= 0.6 * Fy * Sx Compression flange fully braced by decking = 0.6 * 50000 psi * 7.486 inA3 = 224,580 in -lb >= Mctr, Bending OK Bending Stress= 0.487 Deflection ADLAIL= 5* w* LA4/(384 * E * I) = 0.188 in = 0.617 in OK, for LL+DL Check Bolt only= 0.176 in = 0.411 in OK, for U. only C12x3.5x12ga 3.50 in P= w * 1/2 = 2,959 lb Bolt Dam— 0.625 in # Bolt=N= 2 Fv= Fu-steel= 58,000 psi t-min= 0.105 in Check Sin le Angle Connection Fallow= C * ry n= # Fasteners= •','2'4,q4V'M*W04::', C= 1.020 rv= 4,568 lb Pallow=C*rv= 4,659 Ib OK Bolt Stress= 0.635 OK Shear Capacity= Bolt Area * N Fv 1.0 = 12,885 lb OK Bearing Capacity= Bolt Diam * t-min * 1.2 * Fu * 1,0 = 9,135 Ib OK Allowable capacity= 9,135 lb p r$11rfirrinTi P*e= 15,166 in-Ib Sangle= [tp*dA2/6] - fbA2*n*(nA2-1)*(tp*(bolt diam + 0.125)]/(6d) = 0.540 inA3 Mcap= Splate * 0.6 * 50 ksi = 16,200 in -lb OK Angle Stress= 0.936 OK x3x1Oga x 6"L (2) Bolt Joist Connection Bolt Diam= 0.625 in tp=Angle Thickness= 0.135 in d=Angle Vert. Dim= 6.00 in b=Fastener Vert Spcg= 4,00 in a cn San -to Morgarlta, GA 9688 Tel: 949.888.8850 Fox: 949.888.8851 Webslte: www.storagerackenglneerIng.com, email: alOstorogerockenglneerIng.com BY: A.A. Project: SHASTA BEVERAGE Project P: 5-071818-2 "B" Deck Static Loads Double span condition, 1wide trlb width typical Deck Type. 22ga Deck Span=td= 4.00 ft Fy= 38,000 psi DL= 8.0 psf LL= 150.0 psf 8 I Vi Trib Width= 1.0 ft vv=(DL+LL)*TrIb width= 158.0 Ib/ft Ix= 0.178 inA4 Spos= 0.180 inA3 Sneg= 0.195 InA3 Mpos= 0.07 * w * Ld^2.= 2,124 in-Ib Mneg= 0.125 * w * LdA2= 3,792 in-Ib Deflection Capacity Defl= 0.0092 * w * (Ld)^4/(E*I) = 0.12 in Diaphragm Forces Ld IIIMMIIIIIM111111111111111111111111MMUIMUMMU Mallow=0.6*Fy*Spos= 4,104 In -lb OK Mallow=0.6*Fy*Sneg= 4,446 In-Ib OK Def]-allow= Ld/360 = 0.14 in OK Per sec 1620.2,5 Deck Type= 22 Fp= 0.2*Sds*Ie = 0.1934 Span=L= Diaphragm Fp= 0.1934 * 49,5 psf B= = 9.57 psf Rn= Fp * B * L/2 = 991 Ib Vn= Re/B = 73.4 lb/ft Max Diaph Shear= 73.4 lb/ft Re= Fp * B* L/2 = 991 Ib Ve= Re/L = 64.6 Ib/ft Re Vn Deck Allowable Shear= 320.0 lb/ft OK ESR 1414 #12 Tek screw 12" o.c. or better L Diaphragm Forces Ld Rn 5 5 6- 7 7 BM-D2010 BM-02010 BM-D2010 1 2 3 TSSxex1/4 TS8x8x1/4 TSBx6x1/4 1 a s 2 fie m 3 @i1 2 TSB: x1(4 i 1 T T. 5i BM-D2010 1 TS8x8x1/4 1 BM D2010 2 TS8xxx114 2 BM-D2010 TS8x8x1f4 3 0 2 TS6x8x1/4 TS8x8x114 2 BM-D2010 7 3 TS8x8x1/4 7 BM-D2010 ©i TS8x8x1/4 Filename : C:\FASTFRAM\SHASTA BEVERAGE' SR -71111th a6G0718-22WW 1 5- C:\FASTFRAM\SHASTA BEVERMOF6nbitt it t60718-8 W f 1---(2. Title : SHASTA Job # : S-071818-; Dsgnr: A.A. Description._ FRAME LINE -04 S0718-2.ffw Date: 8-10-18 3:35PM, 10 AUG 18 FastFrame 2-D Frame Analysi V 5.0.9 • Page Nodes... Node Label Node Coordinates X ft ft X Restraint Y Restraint Z Restraint Nettie ZIT 1 2 3 4 5 6 7 8 0,000 15,330 30.660 46.000 0.000 15.330 30.660 46.000 0.000 0.000 0.000 0.000 10.850 10.850 10.850 1 .850 Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed 0 0 0 0 0 0 0 ber... Iernbor Label Property Label Endpoint Nodes Node J Node lembei Length I End Releasos Y J End Releases X 2 3 4 5 6 7 TS8x8x1/4 TS8x8x1I4 TS8x8x1/4 TS8x8x1/4 BM-D2010 BM-D2010 BM-D2010 1 2 6 3 7 4 8 5 6 6 7 7 8 mber Stress Check Data... Label Unbraced Lengths LU Z ft Lu : XY 10.850 10.850 10.850 10.850 15.330 15.330 15.340 lenderne Facto K:Z K:XY AISC Bending & Stability Factors Cm Cb 1 2 3 4 5 6 7 10.850 10.850 10.850 10.850 15.330 15.330 15.340 10.850 10.850 10.850 10.850 15.330 15.330 15.340 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ntema nterna nterna nterna nterna nterna nterna Internal Internal Internal Internal Internal Internal Internal Materials... Member Label Youngs ksi Denslty kof Thermal in/100d Yield ksi Default Steel 29,000.00 29,000,00 0.000 0,000 0.000000 0.006500 0.00 50.00 Section Sect ons... Prop Label Group Tag Material Area Depth Width Tf Tw Ixx Iyy BM-D2010 Steel BM-S2010 Steel Default TS8x8x1/4 Steel Steel 8.100 in2 4.050 in2 1.000 in2 7.590 in2 0.000 In 0.000 in 0.000 in 0,000 in 0.000 in 0.000 in 8.000 in 8.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 In 0.250 in 0.250 in 391.40 in4 0.00 in4 195,70 in4 0,00 In4 1.00 in4 0.00 in4 75.10 in4 75.10 in4 Node Loads.... Node Label Concentrated Loads and Moments X Y Moment # 1 # Load Case Factors 2 # 3 # 4 # 5 5 6 7 8 1.420k 2.835k 2.835k 1.420k 1,000 1.000 1.000 1.000 LA. (c) 1988-2001 ENERCALC AFASTFRAM1SHASTA BEVERAGE S-071818-2IS071t V 5.0.9 Title : SHASTA Job # : S-071818-: Dsgnr: A.A. Description.... FRAME LINE 0 p S0718-2.ffw e 2-D Frame Analysis V5.0,9 - Date: 8-10-18 Page Member Distributed Loads.... • Member Load Magnitudes Load Extents Finishft Load Load Case Factors Label Start Finish Start ft Direction # 1 # 2 # 3 # 4 # 6 5 - .184 -0.184 k/ft 0.000 15.330 Global Y 1.000 5 -2.300 -2.300 kill 0.000 15.330 Global Y 1.000 1.000 6 -2.300 -2.300 k/ft 0,000 15.330 Global Y 1.000 1.000 6 -0.184 -0.184 k/ft 0.000 15.330 Global Y 1,000 7 -0.184 -0.184 k/ft 0.000 15.340 Global Y 1.000 7 -2.300 -2.360 0.000 15340 Global Y 1.000 1.000 Load Combina Ions - Load Combination Stress Gravityoad Factors Load Combination Factors Description increase X Y *1 # 2 # 3 # 4 # 5 LC1 1.000 1.000.000 LC3 1.000 1.090 0.750 0.525 LC4 1.000 1.190 0.250 3.000 SKIP 1 1.000 1.000 1.000 SKIP 2 1.000 1.000 1.000 Node fDisplacements & Reactions Node Displacements Node Reactions Node Lab& Load Combination X Y Z X Y Z in in Radians k k k-ft 1 SKiP 2 -1,101.E-014 0 0.00142 1.10067 17.58989 0 1 LC1 0 0 0.00115 0.89223 15.92295 0 1 SKIP 1 0 0 -0.00018 -0.1-4 -0.48747 0 1 LC3 0 0 -0.00369 C:;0.3604 11.07837 0 1 LC4 5,727.E-014 0 -0.02582 2577 -2.13832 0 2 LC3. 1,365.E-014 0 -0.00499 .0-1.36453 ' 32.56465 0 2 LC4 6,829.E-014 0 -0.02726 -6.82852 16.77992 0 2 LC1 0 0 -0.00031 -0.23571 41.19314 0 2 SKIP 2 0 D -0.00106 -0.81502 21.89617 -- -- -0 2 SKIP 1 0 0 0.00073 0.56185 ••"22.34831 / 0 3 SKIP 2 0 0 0.00106 0.81634 21,91969 0 3 SKIP 1 0 0 -0.00073 , -0.56183 22.34719 0 3 LC3 0 0 -0.00451 -0.99810 31.31710 0 3 LC1 0 0 0.00031 1/4-: 0.23695 41.21400 0 3 LC4 6,677.E-014 0 -0.02706 -6,67.731 9.56530 0 4 LC3 1,745.E-014 0 -0.00547 t.1-1.74463 13.61564 0 4 LC4 6,297.E-014 0 -0.02655 -6.29718 j 12.31526 0 4 SKIP 1 0 0 0.00019 0.14233 -0,48504 0 4 LC1 0 0 -0.00115 -0.89347 15.93391 0 4 SKIP 2 1,102.E-014 0 -0.00142 -1.10198 17,59924 0 5 SKIP 1 0.00004 0.00029 0,00037 0 0 0 5 LC1 0.00087 -0.00942 -0,00232 0 0 0 5 SKIP 2 0.00089 -0.01040 -0.00286 0 0 0 5 LC3 0.41959 -0,00655 -0_00229 0 0 0 5 LC4 2.39408 0.00126 -0.00353 0 0 0 6 LC4 2,39523 -0.00993 -0.00068 0 0 0 6 LC3 0,41929 -0.01926 0.00032 0 0 0 6 SKIP 2 0.00003 -0.01295 0,00211 0 0 0 6 SKIP 1 0.00015 -0.01322 -0.00146 0 0 0 6 LC1 0.00017 -0.02437 0.00061 0 0 0 7 LC3 0.41889 -0.01852 -0.00063 0 0 0 7 LC4 2.39506 -0.00566 -0.00107 0 0 0 7 LC1 -0.00034 -0.02438 -0.00061 0 0 0 7 SKIP 2 -0.00019 -0.01297 -0.00212 0 0 0 7 SKIP 1 -0,00018 -0.01322 0.00146 0 0 0 8 SKIP 2 -0.00106 -0.01041 0.00287 0 0 0 8 LC1 -0.00104 -0.00943 0.00233 0 0 0 8 SKIP 1 -0.00006 0.00029 -0.00037 0 0 0 8 LC4 2.39347 -0.00728 -0.00204 0 0 0 8 LC3 0.41811 -0.00805 0.00132 0 0 0 (c) 1988-2001 ENERCALC AFASTFRAMNSHASTA BEVERAGE S-071818-2\S071t V 5.0.9 Title : SHASTA Job # : S-071818-: Dsgnr: A.A. Description.... FRAME LINE Di ,91 E0718-2.ft Date: 8-10-18 3:35PM, 10 AUG 18 Fas Frame 2-D Frame Analysis V 5,0.9 Page Member End Forces... Member Label Load Combination Node " 1" End Forces Axial Shear k k Moment ft-k Nodo " Axial k " End Forces Shear Moment k ft-k 1 LC1 15.92295 -0.89223 0 -15.92295 0.89223 -9,68067 1 LC3 11.07837 0.36049 0 -11.07837 -0.36049 3.91131 - 1 LC4 -2.13832 5.72699 0 2.13832 -5.72699 62.13789 1 SKIP 1 -0,48747 0.14235 0 0,48747 -0.14235 1.54449 1 SKIP 2 17,58989 -1.10067 0 -17.58989 1.10067 -11.94224 2 LC1 41.19314 0.23571 0 -41.19314 -0.23571 2.55748 4. 2 ( LC3 32.56465 1.36453 0 -32.56465 -1.36453 14.805124.. 2 IC4 16.77992 6.82852 0 -16.77992 -682852 Q4.08946) 2 SKIP 1 22.34831 -0.56185 0 -22.34831 0.56185 _ -609607 2 SKIP 2 21.89617 0.81502 0 -21.89617 -0.81502 8.84300 3 LC1 41,21400 -0.23695 0 -41.21400 0.23695 -2,57093 3 LC3 31.31710 0.99810 0 -31,31710 -0.99810 10.82939, 3 LC4 9,56530 6.67731 0 -9,56530 -6.67731 ' 72.44878 3 SKIP 1 22.34719 0.56183 0 -22.34719 -0.56183 6,09589 3 SKIP 2 21.91969 -0.81634 0 -21.91969 0.81634 -8,85726 4 LC1 15.93391 0.89347 0 -15.93391 -0.89347 9.69412 4 ' .LC3' 13.61564 1.74463 0 -13.61564 -1.74463 C 18.92926. 4 'LC4 12.31526 6,29718 0 -12.31526 -6.29718 6832437 4 SKIP 1 -0.48504 -0.14233 0 0.48504 0.14233 -1.54431 4 5 SKIP 2 LC1 17.59924 0.89223 '1.10198 15.92295 0 9.68067 -17.59924 -0.89223 -1.10198 22.15677 11.95651 . ;._ --- -57.46291 5 LC3 0.38501 11.07837 -3.91131 -0.38501 18.44046 -52.51907 5 LC4 -1.46699 -2.13832 -62,13789 1.46699 14.30973 -63.93640 5 SKIP 1 -0,14235 -0.48747 -1.54449 0.14235 3.30819 -27.54917 5 SKIP 2 1.10067 17.58989 11.94224 -1.10067 20.48983 -34.17025 6 LC1 0.65652 19.03637 54.90543 -0.65652 19.04335 -54.95895 6 LC3 0.50886 14.12419 37.71394 -0.50886 15.39464 -47.45194 6 LC4 0,20948 2.47020 -10.15306 -0.20948 9.70121 -45.27266 6 SKIP 1 0.41950 19.04013 33.64524 -0.41950 19.03959 -33.64116 6 SKIP 2 0.28564 1.40634 25.32726 -0.28564 1.41438 -25.38883 7 LC1 0.89347 22.17065 57.52988 -0.89347 15.93391 -9.69412 7 LC3 0.99913 15.92245 36.62255 -0.99913 13.61564 -18.92926 7 LC4 2.03718 -0.13591 -27.17612 -2.03718 12,31526 -68,32437 7' SKIP 1 -0.14233 3.30760 27.54527 0.14233 -0.48504 1,54431 7 SKIP 2 1.10198 20.50532 34.24609 -1.10198 17.59924 -11,95651 19 (c) 1988-2001 ENERCALC :WASTFRAM \SHASTA BEVERAGE S-071818-2Q0711 V 5.0.9 I) 0. .01315 .02629 .03944 .05259 .06573 07888 .09203 0.1052 0,1183 .....,.. . 1 _ _ ...._. ......_____ L ..,.. .. . ..... , i .1._ --, i 1 i 1 .. ... . .13151 1 5 Local ''y" Deflection (in) 57.46r 47.89i--- 28.73 9.15 7 0, -10.341 3 1 4 6 6 1 77 9,2 11. Location Along Member (ft) — — ---1 i +-- I I 1 ! —I-- - -1---- r 4-- I i i I Ii I -20.681 -31.02r 1.5 - 4,6 Bending Moment (k-ft) 5,92 1,94 61 .981 0. -7.386 11.08 - 4.77 8.4 12. 14. 15, L. L. 6.1 7.7 9 2 11. 12. 14, 15, Location Along Member (ft) I I 1 1 -1 ; I } -"---7 i ....,. L ; i -1 I i I I 1 . 1.* I 1 ...,......, -.. t I t•-• i 1 ---- —4 1 : . ! i 1 1 4.- I i : I i I I L , i -22.1E33. 1.5 3 1 4.6 6 1 7,7 9 2 11. Location Along Member (ft) hear Load (k) 12. 14. 15. a CAFASTFRAM1SHASTA BEVERAERWMAI8-2130718-15 FFW 1 ombinalion : LC1 de-0 GIf f 0, 01717 .03434 .05151 .06868 08585 -0.103 0.1202 374 O. 545 _ III 1 1 1111I1111 ] ____ , ........_ F I I- 1 1 1 i 1 _. _______ _ 1 ......___ ........._ , I -.I I I , 1 I .......m.......--......m...--• .........- I I I I I ' I I I I . i t ft------ — - 1 . 7171 1 5 Local "y" Deflection (in) 25.631 7,09' 43 -8.39 -16.78r -25.17 -33.56' -41.951 -50.34/ 1,5 Bending Moment (k-ft) 17.59 14.07 10,55 7.036 3.518 O. -4.098 8.196 -12.29 -16.39 3 1 4.6 6.1 7.7 9 2 11. Location Along Member (ft) —1 3,1 4.6 6.1 I i , 1. i It -- I , -20,4a), i -5-- 3.1 4.6 Shear Load (k) I -1- 1 .4- i 1 1 12. 1 i 1 , i 7 7 9 2 11. 12. 14. 15. Location Along Member (ft) 14. 15. -r- -,- I,_ . _L...... 7 7 9.2 11. Location Along Member (ft) 12. 14. Filename : CAFASTFRAMNSHASTA BEVERMSElMtelft218-21.50718-8.F FIN Id Combination : SKIP 2 (91 ° 0. .01117 .02234 0.0335 .04467 .05584 .06701 .07817 .08934 0.1005 1 I _J I 4.-- L______I___ _ ___ ___ ....1 0.1117D. 1 5 Local ' y" Deflection (in) 52.52 43.77 35.01 26.26 17.51 8,753 0. -8.945 -17.89 -26.83 3 1 4.6 6 1 77 92 11. Location Along Member (ft) 12. 14. 15. I I 1 I --i,-- - I i I I i ---1- 1. ! I .. r -a- I I ! I ..,....,...........„..._ i I 1 I I ! t t t ! i t i i I f I I-• I t L I i_I- ...,, .. . . . .... _ -i. -35 789. 1.5 Bending Moment (k-ft) 11.0 8.309 5.5 9 2.77 0.i 1 1 L -3.073i' --1 l i I i -6.147r 1 -r- -1- -9.221 -12.29r - 1 1 3.1 4.6 6 1 77 92 11. Location Along Member (ft) 5.371 1 , -18.441 1.5 3.1 4,6 6 1 7,7 92 11. 12. 14. Shear Load (k) Location Along Member (ft) 12. 4. I 1 i ! i t I 1 1 15. Filename: C:\FASTFRAM\SHASTA BEVERAZEA5390 -21S071 ,F till Combination : LC3 0. 01053 02105 03158 0.0421 05263 06315 .07368 0.0842 09473 _____ _____ i. _ .....,. ____ _ ________ , .. ....______ _ _ -r-- _____ .., L__ L... --r- _____ -I- . ,,, -- ... I 1 -I .._ I ---4 .1053), 1 5 Local "y" Deflection (in) .94 .15 . 6 25,57 _1. 12.79 3 1 4 6 -12.43 -24.86 - 37.28 -49.71 7 7 9,2 11. Location Along Member (ft) 12. 1, 3 At/1k_ -62.141 1.5 3 1 4.6 61 7 7 9 2 Bending Moment (k-ft) Location Along Member O. -1.431 -2.862 - 4.293 -5.724 -7,155 -8.5861 1 ; t 1--- -4- -,- 4- - 10.02 r I 1 1.45 i i I 1 2.8811- , --I- 1 - _i : f 14 Ot 1 ! -14,310. 1.5 3.1 4.6 6.1 7.7 9.2 11. 12. 14, 15. Shear Load (k) Location Along Member (ft) 14. 1 i 1___ 1 1 -4- 1 1 I 1 1 I --,-- ---1- : I i I i 1 ---L- 1 -1-.. 1 i 1- 1 ----i- .)5 Filename : 'A BEVER Amataaciatan a-2.so718-15.FFIN 9-'72 bination LC4 Proj�ct Title: Project ID: Project Descr: = ' Calculation per AISC36O40,IBC 2015, CSC 2U16,AGCE7'10 Load Combinations Used: |BCO15 Allowable Strength Steel Section Name: Analysis Method: Steel Stress Grade Fy�Steel Yield E:Elastic Bending Modulus 46 ''Column self weight included: 279,842 1W Dead Load Factor H$S8x$x1/4 0 ksi � A WALLOADS'.. Axial Load at10,050ft,L-41.iBOk Bending & Shear Check Results r~wv Max.xxial~Bvw"/g Stress Ratio Load Combination Location of max,abmvebaoe Aumaximum location values are. . Pa: Axial Pn/Omega: A|bmahle wa-x: Applied Mn«/Omega: Allowable wof:ApplieV Mn-y/Omega: Allowable PASS Maximum Shear Stress Ratio= Load Combination Location ofmax.abov base At maximum location values are ... Ya: Applied Vn/Omega: Allowable �Y-Y (depth axis: 5 6 ' Service loads entered. Load Factors will be applied for calculations. Overall Column Height 10.850M Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (hu±|in0)along columns: X-X (vvidth)ux|n: Unbeoediangth for X-XAxis buckling =1OVSOft. K=1 W UoUiaoe4Lvo0(hfor v'YAxis buoWinq=1V.V50kK=1. 0 :1 +O+L+H m,/5V k 41A7O k 151,0O8-� _' k� �^^ 44.13&k-ft 0.0 k-ft 44.130 k& 0.¢O418U:1 +D+L+H CiO ft 02350k 56.220 k Maximum Axial + Bendinq Stress Ratios Load Combinaflon Stress Ratio Status Location 0,3200 long X-X 0L0 in at for bad combination: AmYY 0058n a ood cmiainDLH 0.0k V.Uk 0235Oh 02358k O-Oft above base A Maximum Shear RatiStress Ratio Status Location os 0.002 PASS 0l0A 0.321 PASS 9.70ft 0.003 PASS 0.00ft 0.002 PASS 0.00ft 0.241 PASS 9J6k 0.241 PASS 9.78h 0.002 PASS 0.00ft 0.002 PASS 0.008 0.241 PASS 8.76 ft 0.841 PASS 9.76ft 0.841 PASS 9.78ft 0.001 PASS 0.00A O.OQ1 PASS 0.00ft tQ+H imum Load Deflections ... .�+L.r+-H +04+H +D~017WLr+0.75UL+H +D*8.76UL+0J00$+H +Q*0.OQYV+H +Q+0.7OE+H +".750Lr+0J50L+0.450VV+H +D+0.750L+0J50S4.450VV+H +D+8750L+0J50G+0.5250E+H ~0,6OD+0,60VV°0.G0H +0.60Q+0J0E+U.00H 1.00 .00 1.56 1.55 1.55 1.55 |,55 1,55 1.55 1,55 1.55 1.55 1.55 1.55 1.55 2]00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 ,L,� �� yxU / , 62,00 G2-UO 02,00 U200 62,00 62.00 62,00 62.00 62.00 62.00 62.00 62,00 02-OU 0,00.004 00 0,000 0,000 0,003 0,003 0.000 0.000 0,003 0.003 0,003 ODOU 0.000 PASS 9&GG PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Project Title: Engineer: Project ID: Project Descr: lla CiI0SersVello, R800cUMEtiitENERPAii7:1)isnta beverage ocopyrghtENERCJ 1140-::100:20,18,:8tiilt0:18,12.4 4460?-2101b060 '74 riVst-Mt*X4-fi'At.:44iqw:y4fii.0141.eit4,,-..:--,.,e,Y4.6.4544,,LMF•0 :;.,STORAGERACK ENGINEERING, INC4'1 Description Load Combination UMN x8x1/4 (LOAO CASE 1 PAGE 19) ".: Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Base @Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top + D+H -i-D+L+H +D+0.750Lr+0,750L+H 41340,750L+0.750S+H + 13-0.60W+H +D+0.70E-1-1-1 +D40.7501.1+0,750L+0.450W+H +D4-0.750L+0.750S+0.450WtFl +D+0.750L+0,750S+0.5250E+H 1-0.60D+0.60W+0,60H +0,600+0.70E40,60H D Only Lr Only L Only S Only W Only E Only H Only 4xtreqie Reactio,ns Item 0.280 41,470 0.280 0.280 31.172 31.172 0.280 0.280 31.172 31.172 31.172 0.168 0.168 0.260 0.235 -0.235 0,176 -0.176 0,176 -0.176 0.176 -0.176 0.176 -0.176 0.176 -0.176 41.190 0.235 -0.235 Axial Reaction X-X Axis Reaction Extreme Value @ Base @ Base @ Top Y-Y Axis Reaction @ Base @ Top Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Maximum 41.470 0.235 -0.235 Minimum Reaction, X-X Axis Base Maximum 0.280 Minimum 0.280 Reaction, Y-Y Axis Base Maximum 41.470 0.235 -0.235 Minimum 0.280 Reaction, X-X Axis Top Maximum 0.280 Minimum 0.280 Reaction, Y-Y Axis Top Maximum 0.280 Minimum 0,280 Moment, X-X Axis Base Maximum 0.280 i, Minimum 0.280 Moment, Y-Y Axis Base Maximum 0.280 Minimum 0.280 Moment, X-X Axis Top Maximum 0,280 It Minimum 0.280 Moment, Y-Y Axis Top Maximum 0.280 Minimum 0.280 J.mootio. p00.01.10ii 4for 1200.-d '0*,010100::'::::.!:,:.-,,,,::,, Load Combination Max, X-X Deflection Distance Max. Y-Y Deflection Distance +D+11 0.0000 in +D+L+hil 0.0000 in +D+Lr-4-1-1 0.0000 in +D+S+H 0.0000 in +040,750Lr-F0.750L-+I 0.0000 in +0+0.750L+0.750S+11 0.0000 in 4-D+0.60W+H 0.0000 in +0+0.70E+1-1 0,0000 in +D+0.750Lr+0.750L+0.450W+H 0.0000 in 40+0.750L+0.750S+0,450W4-1-1 0.0000 in +D+0.750L40 7505+0.5250E +H 0,0000 in +0,609-10.60W+0.601-1 0.0000 in +0.60D+0.70E40.60H 0,0000 in D Only 0.0000 in 0.000 ft 0 000 ft 0.000 ft 0.000 Ft 0.000 ft 0,000 ft 0.000 ft - 0.000 ft 0,000 ft 0.000 ft 0.000 ft 0.000 fl 0.000 ft 0.000 ft 0.000 in 0.016 in 0,000 in 0.000 in 0.012 in 0,012 in 0.000 in 0.000 in 0.012 in 0.012 in 0.012 in 0.000 in 0.000 in ORO in 0.000 ft 6.190 ft 0.000 ft 0.000 ft 6.190 ft 6.190 ft 0.000 ft 0.000 ft 6.190 ft 6.190 ft 6.190 ft 0.000 ft 0.000 ft 0.000 ft Design Thick Width Wall Thick Area Weight Ycg Project Title: Engineer: Project ID: Project Descr: Fi CAUse ia,SRE1DOCI)ME:',.,,11,ENERCA-11stiostkbeOfs:07,16147Z i"re obOyrIghtEINIERCAtt:'IN.0.1983=2:018,,,Bffildf10.18tt2; 6-40490408.-5974.W*A4F-41*5P-tiAWZOOr-114'314-4Aiet.7-4!-I,Y,W-l-sAtlifIg '',t.OVenSeP'IiiST4DRAGE'RACK ENGINE 13.1NOM Description COLUMN HSS8x8x1I4 (LOAD CASE 1 PAG Defleptiont Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only L Only S Only ktV Only E Only H Only 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0,0000 in 0.0000 in •5ection Piopertlti 11838x8x1/4 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 fl 0.000 ft 0.000 in 0.000 ft 0.016 in 6,190 ft 0,000 in 0.000 if 0.000 in 0,000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Depth = 8.000 in I xx = 70.70 inA4 J = 111,000 InA4 0.233 in S xx = 17.70 inA3 = 8,000 in R xx = 3.150 in = 0.250 in Zx = 20.500 inA3 = 7.100 inA2 I yy = 70,700 inA4 G = 28,100 inA3 = 25.792 plf S yy . 17,700 inA3 0.000 in yy = 3,150 in 31.150k Project Title: Engineer: Project ID: Project Descr: Load Combination *D+14 +04,44-1 4D+Lr+li +04,750Lr+0,760L+Ii 4-1X.7501+0-75054-1-1 4--D,i-0,80W1+1 +D+0,70E÷H ---- 4,01.0.7.50Lr.+0-750L-i0-450WtH ,01)40,7501.,+0,750S-145,401/V+H 1-75014,0,7605+0,5250E41 -q0.600+0M0W+0,60H q:-0.80Q+0,70E1-0.00H File ..,:clusg Desc lISRE0,4/4E.71‘EOCk-NOteP0*.tV1610r2:*6.1. e�pydghtEERCALC.11N09/33:20413640018.1 ' , STORAGE,RACK-ENGINEERI UMN 1 .6 (LOAD CA PAC, Calculations per MSC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used ; IBC 2015 et*alinfoitat on . Steel Section Name : Analysis Method Steel Stress Grade Fy : Steel Yield E Elastic Bending Modulus FISS8x8x1/4 Allowable Strength 46.0 ksi 29,000.0 ksi .riA01) Column self weight included 279,842lbs * Dead Load Factor AXIAL LOADS „ Axial Load at 10.850 ft, L = 32.560 k BENDING LOADS . Moment acting about X-X axis al 9350 ft, Overall Column Height 10,850 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis : Unbraced Length for X-X Axis buckling = 10,850 ft, K = 1.50 Y-Y (depth) axis : Untrraced Length for Y-Y Axis buckling = 10.850 ft, K = 1.50 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0,2402 : 1 Load Combination +0+0.750L+0,7505+0,5250E+F-1 Location of max.above base At maximum location values are. Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega Allowable Ma-y Applied Mn-y I Omega : Allowable • PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn I Omega : Allowable Load 0ohiblnatiOnli'esi"ilfs.- • 9.758 ft (24.70,-P( 151,006 k •) 6.990 k-ft 44.130 k-ft 0.0 k-ft 44.130 k-ft 0.01699 : 1 +D+0.70E+H 0.0 ft 0.9552 k 56.229 k Service loads entered. Load Factors will be applied for calculations, $141-- - Maximum Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0,09131 in at for load combination :E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 1.365 k 1.365 k 6.190ft above base 0.011 above base Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.002 0.217 0.002 0.002 0.164 0.164 0.002 0,212 0.164 0,164 0,240 0,001 0.212 PASS 0.00 ft PASS 0,00 ft PASS 0.00 ft PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0,00 ft 0.00 ft 0,00 ft 0.00 fl 9.76 ft 0,00 ft 0,00 ft 9,76 It 0,00 ft 9,76 ft Cbx Cby KxLx/Rx KyLyIRy 1.55 1.55 1.55 1.55 1.55 1.55 1.55 1,55 1,55 1.55 1.55 1,65 1,55 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62,00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62,00 62.00 62,00 62.00 62.00 Maximum Shear Ratios Stress Ratio Status Location 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.000 0.000 0.013 0.000 0.017 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0,00 ft 0.00 ft Project Title: Engineer. Project ID: Project Descr: Steel olumn File t, CAUseislatia_SRE100CANE--11ENERCA--11shesta bevel' .S471818-2. - - Software cop right ENERCAL0, 4MC.1983-2018, Sultd18.421 Ilswesoti 8X8x 4 (LOAQ CASE 3 PAGE 19 Description COLUMN R0600611-9,... Load Combination • )RGE RAC 14- Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H +0+Lr+H +0+6+H +0+0.750Lr+0.750L+H +D+0.7501.+0.750S+H +D+0.60W+H +D+0.70E+H +040,750Lr+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 40.600+0.70E+0,60H D Only Lr Only L Only S Only W Only E Only Ff Only Extreme Reactions 0.280 32.840 0.280 0.280 24.700 24.700 0.280 0.280 24.700 24.700 24.700 0.168 0.168 0.280 32.560 0.955 -0,955 0 716 -0,716 0.955 -0.955 1.365 -1.365 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @, Base @ Top @ Base @ Top Axial @ Base Maximum 32.840 Minimum Reaction, X-X Axis Base Maximum 0.280 Minimum 0.280 Reaction, Y-Y Axis Base Maximum Minimum 0.280 it Reaction, X-X Axis Top Maximum 0.280 Minimum 0,280 Reaction, Y-Y Axis Top Maximum 0.280 Minimum 0.280 Moment, X-X Axis Base Maximum 0.280 Minimum 0.280 Moment, Y-Y Axis Base Maximum 0.280 Minimum 0.280 Moment, X-X Axis Top Maximum 0.280 Minimum 0.280 Moment, Y-Y Axis Top Maximum 0.280 Minimum 0.280 ,PMxUininpoN0905, CQmbJbaion,s oad Combination Max. X-X Deflection Distance 1.365 -1.365 Max. Y-Y De ecticn Distance 0.0000 in +D+L+H 0.0000 in 0.0000 in +D+S-f-H 0.0000 in +D+0.750Lr+0,750L+H 0.0000 in +D+0.750L40.750S44 0.0000 in +D+0,60W+H 0.0000 in -1-17.1-0.70E+1-1 0.0000 in +D+0.750Lr+0.7501.A.450W+H 0.0000 in +0+0,750 L+0.750S+0.450W+H 0.0000in +D+0,750L+0.750S-F0.5250E+H 0.0000 in +0.60D+0.60VV+0.601-1 0.0000 in +080D+0.70E40.60H 0.0000 in D Only 0.0000 in 0.000 Ft 0.000 in 0.000 ft 0.000 ft 0,000 in 0,000 ft 0.000 ft 0,000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft D.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.064 in 6.190 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0,000 in 0.000 0 0.000 ft 0.048 in 6.190 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.064 in 6.190 ft 0.000 ft 0.000 in 0.000 ft Project Title: Engineer: Project ID: Project Descr: C;wsnrstalla SRE1€t0Cit lE-11ENERCA-110as1a beverage S ti71818 Software coprrght ENERCALC, INC.1983 2418, 8uiid:1O.i8:1 At'," t' e.115' Off, =: GJN tfl+li Description : COLUMN HSS8x8x1/4 (LOAD CASE 3 PAGE Nja if tum:Defjccfi(c i$ for .aat onibfnations Load Combination Max X-X Deflection Distance Max: Y-Y Deflection Distance Lr Only L Only S Only W Only E Only H Only �eQJ $ tivn Prop Depth Design Thick Width Wail Thick Area Weight 0.0000 In 0.0000 in 0.0000 in 0,0000 in 0.0000 in 0.0000 in HSS8x$x114 0.000 ft 0.000 ft 0,000 ft 0.000 ft 0.000 ft 0.000 ft 8.000 in I xx = 70.70 in^4 0.233 in S xx = 17,70 in"3 8.000 in R xx = 3,150 in = 0.250 in Zx = 20,500 in"3 7.100 it^2 I yy = 70.700 in"4 = 25.792 plf S yy 17,700 iO3 R yy = 3.150 in Ycg - 0.000 in kttcftes_ : 0.000 in 0.000 ft 0.000 in 0.000 it 0.000 in 0.000 ft 0.000 in 0.000 ft 0.091 in 6,190 ft 0,000 in 0.000 ft J 111.000 in"4 28.100 in"3 32 .U1F fX 2 Arrow Vista Rancho Santo Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.688.8851 WebsIte: www.storagerockenglneerfng.com, emafl: alOstoragerackengineerIng.com By: A.A. Project SHASTA BEVERAGE Project #: S-071818-2 Beam C20x4.5x1Oga Center Span (No Reinforcement) Section Properties Beam Member= C20x4.5x1x10ga Ix= 195.760 in^4 Sx= 19.576 in^3 Length=L= 185.0 in Lu= 48.0 in joists and steel deckpivv/de adequate lateral brace Fy= 50,000 psi DL+LL Defl Criteria - L/ 360 Loads LL= 150 psf DL= 12 psf '354 frame analysis results = 344,760 in -lb for single channel beam Fb= 0.6 * Fy = 30,000 psi Fb-eff= 30,000 psi Bending 4. S20x4.5x10aa Bearn M= 344,760 in -lb fb= M/Sx = 17,611 psi fb/Fb= 17611 psi/30000 psi 0.59 <= 1.0, OK Deflection Defl-allow= L/360 = 0.514 in Defl = iktik.a;,-EggErAT:41.4 = 0.514 in, OK frame analysis results for single channel beam Pagg7 STORAGE RACK ENGINEERING INC 23142 ARROYO VISTA RANCHO SANTA MARGARITA, CA 92688 TEL: 949.888,8850 www.storagerackengineering,com Title Block Line 6 GroON)410s :Li#kW!6QO8 Desc ion : 20" BEAM T GROUP 41i'V7 tOrre tverer017COS Calculations per, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 IRON r Bolt Group Centroid.. X Distance 0.000in Y Distance 0.000in Load Eccentricity from C,B.G Y Distance 0.000in X Distance 0.000in Totai Moment 0.00k-in e6kLod:atioit 744 Project Title: Engineer Project ID: Project Descr: Printed: 10 AUG 201a, 4:16PM Pile = CAUsersiallaIDGCUME-11ENERCA-2‘shasta beverage s-071818-2ec5 • Software ',ht ENERCALC, INC. 1983-2018, Build:10.18 7.31 "* - ,k.,icensee ::STO GE,RACK ENGINEERINGAW #7 (-1.500.0)50,8.25) .115 (-1. 0020.50.8.261 • Bolt #1 Bolt #2 Bolt #3 Bolt #4 Bolt #5 Bolt #8 Bolt #7 Bolt #8 APPiled Loads X Location = -1.50 in X Location = -1,50 in X Location = 1.50 in X Location 1.50 in X Location = -1.50 in X Location = 1.50 in X Location = -1,50 in X Location 1.50in ead Load Load Magnitude Application Angie Hariz Dist from Datum Vert Dist from Datum Y Location = Y Location = Y Location = Y Location = Y Location = Y Location = Y Location = Y Location = -8.25 in -6,25 in -8.25 in -6,25 in 6.25 in 6.25 in 8.25 in 8.25 in 0.00 0.00 in 0.00 in Dead Load L : Live Load L : Live Load (7-.7150 0.00 Load Magnitude Bolt Dist. From C.B.G Bolt # Load Combination X Roof Live 0.00 2)5 1.r : Roof Live Direct Shear Force X S : Snow 0.000 0.00 }twiljg E : Earth 0.000 0.000 0,000 k 0,00 0,00 (HO deg CCW e_ S : Snow W : Wind E : Seismic (H: Earth 0,000 0,000 c (-72) 0,000 '/ 103.14 14 :-.....-- Moment Torsional Shear Force__ -:Final Shear X -ft Bo +D+0.70E+H Bo +D+0,70Ei-H Bo +D+0,70E+H Bo +D+0.70E+H Bo +D+0,70E+H Bo +D+0.70E+H Bo +D+0.70E+H Bo +D-1.0.70E+11 -1.500 in -1.500 in 1.500 in 1.500 in -1.500 in 1.500 in -1,500 in 1 500 in -8.250 in 0.000 k -6.250 in 0,000 k -8 250 in 0,000 k -6.250 in 0.000k 6.250 in 0,000 k 6,250 in 0,000k 8,250 in 0.000 k 8.250 in 0.000 k k k k k k k k k 22.38 k-ft 22.38 k-ft 22,38 k-ft 22.38 k-ft 22.38 k-ft 22.38 k-ft 22,38 k-ft 22,38 k-ft 4.962 k -0.902k 5.043k 3,759 k -0,902k 3.866k 4,962 k 0,902k 5.043k 3.759 k 0.902k 3.866k -3,759 k -0.902k 3.866k -3.759 k 0,902 k 3.866k -4.962 k -0.902k 5.043k -4.962 k 0,902k 5.043k 6iV ;* . , OupAnalysisy :4142 Point 1.66ri Ail : 1.471M33oltwk, AppAcatIon A,,Q1 8.,1r 661 from Daum Pnlq,Load 02 Load 513.351151de APOI,A5i AnDIO nom ota han Ccum MoMerif : Load Plagsillude 066 - I ---,a- M1- from C.B.G rice Czoter of I3ort Croup (QSG) Y Oistaiico X OLstanox 632586 6146 MI 4.253 in 8.080 306t212091t 1. lksteet tatet.tItt 7.16; 1., .., 00 ...... WA 1X-st from MOM • r,,,, . ill MOvomaiimg..1.1111.0011111 1•111•4=1.0119.1110.111•10 to rt. 1••••••••=k11.11110.11111M f 212 !-T-ft.t timdmum Saft Forces JP 1 ;64.8..7:12.04 i -13 4. 2 55220.70E5H I ' 4.250 3 43,0.7064f i 41350 4 *0 i0.7061,11 0.300I .6.26d 5 54250.70E41 .1.502 6.254 5 ..010.7064.14 I ISM 0204 7 4063.700.11 I -.1.31106 0.156/ 6 .0.0.76E414 ? MO% 1 B. 3.2.532 amm....53125.........0 . , Cteartm..5225th . .. ....„..., .;5. k -.••.13:3,40,,...;«.'".7. ., ; 444 tCW rft#4.4.A. simantel4141.11. , . • • des O'ast tram ...,X.5m5 23.501 8,755, 223 4.552, 42904 345E. 0.904 5,043 3 866 22.3l 9.259, 22.30 .3.7661 22.-30 .3.759i 22,35i -4.964 72.1.4.9521 0.90X -0.9021 0.911,4 -0304 0.402, 1366 3.866 5.043 5073 ' ottale i.n.:4,46 a 6-e0767-568716 vto gm, 1.,sc aciltatroew.5.,c, 5..vtnakod'ii,i,'.3., _ — - Check Bolt Group Shear CabaciU P= 7.16 kip From toad Case LC4 Mend= 31.97 ft-k From toacl Case LC4 Bolt Shear= 5.04 kip diam= 0.75 in Fy= 28,000 psi A490-N Va-shear=Vs= Fv * Abolt = 28000 psi * [(0.75 in)^2* (pi)/4] 12.37 kip > 5.04 kip, OK Bearing Capacity Fp= 3*Fu = 3.0 * 68 ksi = 204.0 ksi Va-bearing=Vb= Fp * d * tJWb = 10.33 kip Wb= 2 > 5.04 kip, OK e= 118.0 in tmin= 0.135 in By. A.A. 23142 Arroyo Vista Rancho Santo Morgorlt.o, CA 92668 Tel: 949.886.885O Fax 949888.8851 Webelte: www.storogerackengheerIng.com, email: alOstorogerackerigineerIng.com Project: SHASTA BEVERAGE Project 4: S-071818-2 Column Lateral Drift & Bldg Clearance defl= Max Deflection From Frame Analysts = 0,419 in Dxe= clefl * 1.4 = 0.587 in Cd= 3,0 ASCE Table 12.2-1 Delta MI= Dxe * Cd = 1.760 in amplified story drift for platform Delta M2= Building Deflection = 1.000 in assumed story drift for bldg Delta Mt= Delta M1 + Delta M2 = 2.760 in Separation= 4.000 in Separation OK 23142 Arroyo Vista Rancho Banta Margarita, GA 92688 Ter: 949,885,8850 Fax: 949.888.8851 WebsFre: www.staragerackenglneerlrg,com, alOstoragerockergIneerIng.com F3Y: A.A. Project 51-1A5TA BEVERAGE Project #: 5-071818-2 Interior Base Plate InterIor, D2 Section Width=W = 32.00 in Depth=D = 32.00 in Column Width=b = 8.00 in L = 12.00 in Plate Thickness=t = 0.750 in Down Aisle Loads Bolt Edge Dist=e= 1.50 in a = 14.50 in Anchor c.c. =2*a=d = 29.00 In N=# Anchor/Base= 4 Fy = 36,000 psi Baseplate stress= 0.93 Anchor Stress= 0.315 P =DL+1.1.= 33,527 lb Axial Bearing stress=fa = P/A r P/(D*W) = 33 psi Moment Stress=fb = M/S = 6*Mb/[(D*BA2] = 0.0 psi Moment Stress4b1 = fb-fb2 = 0.0 psi M3 = (1/2)*tb29..*(2/3)*L = (1/3)*fb2*LA2 = 0 in -lb 5-plate = (1)(t^2)/6 = 0.094 InA3/in fb/Fb Mtotal/[(5-plate)(Fb)] 0.93 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -7,544 Ib No Tension Mb = 0 in -lb PINNED BASE M1= wi.^2/2= fa*LA2/2 = 2,357 in -lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl*LA2)/2 = 0 in-Ib Mtotal = M1+M2+M3 = 2,357 in-lb/in Fb 0.75*Fy*1.0 = 27,000 psi Anchor Type= 5/8" diam x 4" Min. Embed Hilti Kwikbolt TZ, ICC ESR 1917 M= 0 in-Ib d= 29.00 in # Bolt/Plate=N= 4 T= 0 Ib V= 2,835 Ib Tallow= 2,438 Ib Vallow= 2,253 lb Check Combined Stress: Include 1/3 Increase? No Include (5/3) exponent? No T=Tallow*1.0= 2,438 lb Veff=Vallow*1.0= 2,253 ib 0 [0 lb/(2438 lb *1)]^1 + [709 lb/(2253 lb*1)]^1. = 0.315 www.hilti.us Company; Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 1 SHASTA BEVERAGE W10/2018 Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement Seismic loads (cat. C, D, E, or F) Geometry Dn.] & Loading [Ib, In.Ib] Kwik Bolt TZ - CS 5/8 (4) her,act = 4.000 in., h.,. 4.438 in. Carbon Steel ESR-1917 5/1/2017 5/1/2019 Design method ACI 318-14 / Mech. eb = 0.000 In. (no stand-off); t = 0.500 in. x ly x t 14.000 in. x 14.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Square HSS (AISC); (L x W x T) = 6.000 in. x 6,000 in. x 0.250 in. cracked concrete, 2500, fc' = 2,500 psi; h 5.000 IR hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Tension load: yes (17.2.3,4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) SAFEzET Input data and resugs must ea checked for agreement with the existing conditions and for plausibility! PROFIS Anchor { c) 2003-2009 Hilt1 AG, FL-9494 Schoen Hdti Is a registered Trademark of I-511i AG, Schaan www.hliti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos, No,: Date: • Profis Anchor 2.7.6, 2 SHASTA BEVERAGE 8/10/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 709 0 -709 2 0 709 0 -709 3 0 709 0 -709 4 0 709 0 -709 max. concrete compressive strain: 0.04 [%.] max. concrete compressive stress: 171 [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x1y)=,(0.000/0.000): 33,527 [lb] Input data and results must be checked for agreement with The existing conditions and for plausibIlityl PROFIS Anchor ( c ) 2013-2039 1iIH AG, F1,9194 Schoen Milli is a registered Trademark et HMI AG, Schoen www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: 3 Project: SHASTA BEVERAGE Sub -Project I Pos. No.: Date: 8/10/2018 4 Shear load Load Vu. [lb] Capacity cli V,, [1131 Utilization fiv = Vu../rliVn Status Steel Strength* 709 4,940 15 OK Steel failure (with lever arm)* N/A NIA N/A N/A Pryout Strength** 2,835 34,973 9 OK Concrete edge failure In direction y-** 2,835 6,065 47 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength = ESR value Vow V,. Variables Aso P1.21 refer to ICC-ES ESR-1917 ACI 318-14 Table 17.3.1.1 fut3rpsil 0.16 Calculations [lb] 7,600 Results Vn...q [Ib] 7,600 106,000 S 4nunductllo ep V,. [Ib] Vu. [lb] 0.650 1.000 4,940 709 4.2 Pryout Strength Vcpg = kcp RA—NT) 4, e*,N y ed,N V c.N W cp,N Nei V,pg 2 Vu, Atk see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) Awe = 9 fq,r 1 3 he = 0.7 + 0.3 (,%Thinef) s 1,0 1.5he `P'r4co Caw Nb k, Variables kg, 2 c,N 1.000 Calculations (in.2] 529.00 Results Vnpu [Ib) — 49,961 hco [in.] 4.000 cc Pfl.1 8.750 AN [in,] 144.00 (i) covet. 0.700 ;IN Fn., 0.000 17 W eel 1 a ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1o) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2,7b) ACI 318-14 Eq. (17.4,2.2a) en2,N [in,] ;win [in.] 0.000 10.000 x (Psil 1.000 aolsrrio 1.000 ecZN a 2,500 nonduclI19 1.000 ed 1.00 NI, [lb] V„ b 4,97 V„„ [lb] 2,835 6,800 Input data and results must ba checked for agreement with the existing conditions and or plausibility! PROFIS Anchor ( c ) 2003.2009 Hilli AG, FL-9494 Schwan Hilli ts e registered Trademark cf HIM AG, Schwan Pro is Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: 4 Project: SHASTA BEVERAGE Sub -Project I Pos. No.: Date: 8/10/2018 4.3 Concrete edge failure in direction 1f- t Ava ‘AN,c0 z Vaa see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) = 4.5 1 Vcbg i] V AVe Ave° Wec,V ed,V c,V y h,V tif paratlel,V Vb 4'eo,V 4 al ed,V 0.7 0.3(1,1,2 i) S 1.0 Cat hN Vb a 1.0 ha z (7 (00 2 a \K 415 Variables co [in.] ca2 eav [10.1 10.000 10.000 0.000 ! [in.] da [in.] 4.000 1.000 0.625 Calculations Ave Awo [in.2j ec,V 216.00 450.00 1.000 Results Vcb, [lb] 4, concrete calsrrao 8,664 0,700 1.000 ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) a,v ha [in.] 1.000 6.000 [PSil 41 paraltely 2,500 1.000 cd,V Alf h,V Vb [lb] 0.900 1.581 12,684 0 nenductile ct,) Vthg [IN Vu., [Ib] 1.000 6,065 2,835 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.), This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor piste thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The (I) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, 0, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2,3.4.3 (b) / Section 17.2,3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3,4.3 (c) / Section 17.2.3.5,3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by C. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPH). Reference ACI 318-14, Section 17.8.1, Fastening meets the design criterial F7:5' F Input data and results rnust be checked or agreement with the existing conditions and for plausiblityl PROM Anchor (c ) 2003-2009 Hilti FL-9494 Schoen HI/ Is a registered Trademark of Hilt AG, Schoen www.hilti.us Company: Specifier: Address: Phone t Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 5 SHASTA BEVERAGE 8/10/2018 6 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 6.000 x 6.000 x 0.250 in. Hole diameter In the fixture: dE ••-• 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according 6.1 Recommended accessories Anchor type and diameter: Kwik Bolt TZ • CS 5/8 (4) Installation torque: 720.001 in.lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 6.000 in. to instructions for use is required. Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit 7.000 7.000 • Torque controlled cordless Impact tool (Hilti Safeset System) • Torque wrench • Hammer 0 3 u) 0 0 4,x 1.500 11.000 Coordinates Anchor in. Anchor x 1 -5.500 -5.500 2 5.500 -5.500 3 -5,500 5.500 4 5.500 5.500 c.x 10,000 21.000 10.000 21.000 c.x 01 10.000 10,000 21.000 21.000 5L0 Input data and results must be checked for agreement with the existing tom:Laws and for plausibility' PRGFIS Anchor c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt" is a registered Trademark of AG, Selman www.hIltl,us Pro is Anchor 2.7.6 Company: Page: 6 Specifier: Project: SHASTA BEVERAGE Address: Sub -Project I Pos, No.: Phone I Fax: Date: 8/10/2018 E-Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user, All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hill will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement w0h the existing conditions and for plausibilityi PROFIS Anchor c ) 20032009 Hilti AG, FL-9494 Schaan HI Is e regisAmed Trademark of Hilti AG, Schaan 42 Arroyo Vista Rancho Santo Margarita CA 92688 Tel: 949.88813850 Fax: 949.888.8851 Webslte: www.storagerackenglneering.com, email: alOstorogerackengineering.com BY AA. Protect SHASTA BEVERAGE Project #: 5-07181B-2 Perimeter Base Plate Perimeter, D4 Section Width=W = /4.00 in Depth=D = 14.00 in Column Width=b = 8.00 in L = 5.75 in Plate Thickness=t = 0.750 in Down Aisle Loads Bolt Edge Dist=e= 1.50 in a = 5.50 in Anchorcc. =2*a=d = 11.00 in N=# Anchor/Base= 4 Fy = 36,000 psi Baseplate stress= 0.56 Anchor Stress= 0.2 P =DL+LL= 16,763 lb Axial Bearing stress=fa P/A P/(D*W) = 86 psi Moment Stress=tb = M/S = 6*Mb/[(D*BA2] = 0.0 psi Moment Stress=fbl fb-fb2 = 0.0 psi M3 = (1/2)*tb2*L*(2/3)*L = (1/3)*fb2*I.A.2 = 0 in-Ib S-plate = (1)(tA2)/6 = 0.094 inA3/in fb/Fb -= Mtotal/[(S-plate)(Fb)] 0.56 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -3,772 Ib No Tension Mb = 0 in-Ib PINNED BASE M1= wLA2/2-= fa*LA2/2 = 1,414 in-Ib Moment Stress=fb2 = 2 * fb L/W = 0.0 psi M2= fb1.12`2)/2 = 0 in-Ib Mtotal = M1-1-M2+M3 = 1,414 in-lb/in Fb = 0.75*Fy*1.0 = 27,000 psi Anchor Type= 5/8" diam x 4" Min. Embed Hilti Kwikbolt TZ, ICC ESR 1917 M= 0 in -lb d= 11.00 in # Bolt/Plate=N= 4 T= 0 Ib V= 1,418 lb Tallow= 2,438 Ib Vallow= 2,253 Ib Check Combined Stress: Include 1/3 Increase? No Include (5/3) exponent? No T=Tallow*1.0= 2,438 lb Veff=Vallow*1.0= 2,253 lb [0 Ib/(2438 Ib *1)]A1 [355 Ib/(2253 lb*1)]A1 = 0.16 23142 Arroyo Vista Rancho Santo Margarita, GA 92088 Tel: 949.886.8850 Fax: 949.5.88.8851 Website-. www.storagerackenglneerIng.com, email: alOstorageracicengineerIng.com By. AA. • 51-1A5TA BEVERAGE Project #: 5-071818-2 Corner Base Plate Corner, A4 Section Width=W = 14.00 in Depth=D = 14.00 in Column VVidth=b = 8.00 in L 5.75in Plate Thickness=t = 0.750 in Down Aisle Loads Bolt Edge Dist=e= 1.50 in a = 5.50 in Anchor c.c. =2*a=d = 11.00 In NT N=# Anchor/Base= Fy = 36,000 psi Baseplate strecc= 0.28 Anchor Stress= 0.1 P =DL-141.= 8,382 Ib Axial Bearing stress=fa = P/A = P/(D*W) = 43 psi Moment Stress=fb = M/S = 6*Mb/RD*BA2) = 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 = 0 in-Ib 5-plate = (1)(tA2)/6 = 0.094 inA3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.28 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -2,515 Ib No Tension Mb = 0 in-Ib PINNED BASE M1= wLA2/2= fa*LA2/2 = 707 in-Ib Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fb1*/..^2)/2 = 0 in-Ib Mtotal = M1+M2+M3 = 707 in-Ib/in Fb = 0.75*Fy*1.0 = 27,000 psi Anchor Type= 5/8" diam x 4" Min. Embed Hilti Kwikbolt TZ, ICC ESR 1917 M= 0 in-Ib d= 11.00 in # Bolt/Plate=N= 3 T= 0 lb V= 709 Ib Tallow= 2,438 lb Vallow= 2,253 Ib Check Combined Stress: Include 1/3 Increase? No Include (5/3) exponent? No T=Tallow*1.0= 2,438 lb Veff=Vallow*1.0= 2,253 lb [0 Ib/(2438 lb *1))A1 + (236 lb/(2253 lb*1)j^1 = 0.11 23142 Arroyo Vista Rancho Santa Margarita, GA 92088 Tel: 949.888.8850 Fax: 949.888,8851 Webslte: www.storogerackengtneering.com, email: al@'storagerackenglneerIng.com BY: A.A. Protect SHASTA BEVERAGE Protect it 5-071818-2 Interior Column Slab on Grade $LAD E.EVAT1ON Base Plate 8= 32.00 in D= 32.00 in Loads Interior, D2 width=a= 8.00 in depth=b= 8,00 in Baseolate Pon new Existing S.O.G. Concrete fc= 2,500 psi tslab=t= 6.0 in phi=Q = 0.65 Soil Bearing Capacity fsoll= 1,500 psf eff. baseplate width=c= 20.00 In eff. baseplate depth=e= 20.00 In Live Load Reduction Coef (phi) = 1.00 Axial DL= 2,483 Ib Axial LL= 31,043 ib DL+LL= 33,527 Ib Pseismic=E= 0 1b DL= 12 psf LL= 150 psf Trib Area= 207 ft^2 LOAD CAS2DL+1,.6LL, ACSE 7-10, Sec 2.3.2, egtn #2 Puncture Pu= 1.2*PDL + 1.6*PLL = 52,649 Ib Apunct= [(c+t)+(e+t)]*2*t = 624 in^2 Slab Bending Fpunct= 2,66*phi*sgrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.98 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) L= (Ascii)A0.5 = 5,054 in^2 = 71.09 in x= (L-y)/2 M= w*x^2/6 = 19.5 In = (fsoil*x^2)/(144*6) Fb= 5*(phi)*(fc)^0.5 = 663.3 in-Ib = 162.5 psi y= (c*e)^0.5 + t*2 = 32.0 in S-slab= 1*t^2/6 = 6.0 in^3 fb/Fb= M/(5-slab*Fb) = 0.68 OK LOAD CASE #2: 1.2DL+1.OE+1.OLL, ACSE 7-05, SEC 2.3.2. egtn #S Puncture Pu= 1.2*PDL + 1.0E + 1.0*PLL = 34,023 lb Apunct= [(c+t)+(e+t)]*2*t = 624 in^2 Slab Bending Fpunct= 2.66*phi*sgrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.63 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) L= (Asoil)^0.5 = 3,266 in^2 = 57.15 in x= (L-y)/2 M= w*x^2/6 = 12.6 in = (fsoil*x^2)/(114*6) Fb= 5*(phi)*(fc)A0.5 = 274.6 in-Ib = 162.5 psi y= (c*e)^0.5 + t*2 = 32.0 in S-slab= 1*t^2/6 = 6.0 inA3 fb/Fb= M/(S-slab*Fb) = 0.28 OK ItigeriPgi 2Arroyo Vista Rancho Santa Margo/Jill, CA 92688 Tel: 949 888.8850 Fox 949.888.8851 Webelte: www.storagerackengineerIng.com, email: al@storagenackenglneerIng,com BY: A.A. Protect SHASTA BEVERAGE Project 14: 5-071B1B-2 Perimeter Column Slab on Grade Perimeter, D4 Base Plate B= 14.00 In D= 14.00 in Loads width=a= 8.00 In depth=b= 8.00 in 8os,plate Plan View Existing S.O.G. Concrete ft= 2,500 psi tslab=t= 6.0 in phi=0= 0.65 Soil Bearing Capacity fsoil-= 1,500 psf eff. baseplate width=c= 11.00 in eff. baseplate depth=e= 11.00 in Live Load Reduction Coef (phi) = 1.00 Axial DL= 1,242 lb Axial LL= 15,522 Ib DL+LL= 16,763 lb Pseismic=E= 2,280 ib DL= 12 psf LL= 150 psf Trib Area= 103 ftA2 LOAD CASE • : . D .6 ACSE 7-10, Sec 23.2, eq n #2 Puncture Pu= 1.2*PDL 1.6*PLL = 26,325 ib Apunct= [(c+t)+(e+t)]*2*t = 408 inA2 Slab Bending Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.75 OK Beam fixed at one end, free to deflect vertically but not a e at other end Asoil= (Pu*144)/(fsoll) L= (Asoil)^0.5 = 2,527 inA2 = 50.27 in x= (L-y)/2 M= w*x^2/6 = 13.6 in = (fsoil*xA2)/(144*6) Fb= 5*(phi)*(fc)A0,5 = 322.8 in-Ib = 162.5 psi y= (c*e)A0.5 + t*2 = 210 in S-slab= 1*tA2/6 = 6.0 inA3 fb/Fb= M/(S-slab*Fb) 0.33 OK LOAD CASE #2: 1.2D .0 .0 , ACSE 7-0 , SEC 2. .2. eq n #5 Puncture Pu= 1.2*PDL . E 1.0*PLL = 19,291 Ib Apunct= [(c+t)+(e+t)]*2*t = 408 inA2 Stab Bending Fpunct= 2.66*phisqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.55 OK Beam fixed at one end, free to deflect vertically but not o ather end Asoil= (Pu*144)/(fsoil) L= (Asoil)^0.5 = 1,852 inA2 = 43.03 in x= (L-y)/2 M= w*xA2/6 = 10.0 in = (fsoil*02)/(144*6) Fb= 5*(phi)*(fc)A0,5 = 174.2 in-Ib =162.5 psi y= (c*e)A0.5 + t*2 = 23.0 in S-slab= 1*tA2/6 = 6.0 inA3 fb/Fb= M/(S-slab*Fb) = 0.18 OK ' 142 Arroyo Vista Rancho Santa Margarita, CA 92088 Tel: 949.888.8850 Fax: 949.568.8/351 WebIt: wstaragrackengieer1ng.ccm, e : aKtoraerackengIneertng.cam By A.A. Project 5FiASTA BEVERAGE Project #: 5O71 Corner Column Slab on Grade Corner, A4 4; a s ab 111111111 11111111111111 1111d111111111111111111111111111 4- v 1 SLAB ELEVATION Base Plate B= 14.00 in D= 14.00 in Loads width=a= 8.00 in depth=b= 8.00 in Omeolale Non VII-w Existinq S,O.G. Concrete fc= 2,500 psi tslab=t= 6.0 in phi=0= 0.65 Soil Bearing Capacity fsoil= 1,500 psf eff. baseplate width=c= 11.00 in eff. baseplate depth=e= 11.00 In Live Load Reduction Axial DL= 621 lb Axial LL= 7,761 Ib DL+LL= 8,382 lb (phi) = 1.00 Pseismic=E= 1,140 Ib DI.= 12 psf LL= 150 psf Trlb Area= 52 ftA2 LOAD CASE #1: 1.2D1.4-1.6 , ACSE 7-10, Sec 2.3.2, eqtn #2 Puncture Pu= 1.2*PDL + 1.6*PLL = 13,162 Ib ' Apunct= [(c+t)+(e+t)]*2*t = 408 inA2 Slab Bending Fpunct= 2.66*phi*sort(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.37 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoll) L= (Asoil)A0.5 = 1,264 inA2 = 35.55 in • x= (L-y)/2 M= w*e2/6 = 6.3 In = (fsoil*x^2)/(144*6) Fb= 5*(phi)*(fc)A0.5 = 68.3 In-Ib = 162.5 psi y= (c*e)A0,5 + t*2 = 23.0 in 5-slabl*tA2/6 = 6.0 inA3 fb/Fb= M/(5-slab*Fb) ., 0.07 OK LOAD CASE #2: 1.2DL+1.0E LOLL, ACSE 7-05, SEC 2.3.2. eqth #5 Puncture Pu= 1.2*PDL . E 1.0*PLL = 9,646 Ib Apunct= j(c+t)+(e+t)]*2*t = 408 inA2 Slab Bending Fpunct= 2.66*phi*sq ) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.27 OK Beam fixed at one end, free to deflect vertically but not rotate at otherend Asoil= (Pu*144)/(fsoil) L= (Asoil)A0.5 = 926 inA2 = 30.43 in x= (L-y)/2 M= w*xA2/6 = 3.7 in = (fsoirxA2)/(144*6) Fb= 5*(phi)*(fc)A0.5 = 24,0 in-Ib = 162.5 psi y= (c*e)A0.5 + t*2 = 23.0 in S-slab= 1*t^2/6 = 6.0 inA3 fb/Fb= M/(5-slab*Fb) = 0.02 OK c)f- (41 23142 Arroyo Vista Rancho Santo Margarita, CA 92688 Tel: 949.888,8850 Fox 949,888,8851 Webslte: www.etaragerockengineerIng.com, email: al@storagerackerglneerkig.com BY. A.A. Protect SHASTA BEVERAGE Protect ti: S-071818-2 Design Specifications Configuration: Typical Stair System 1) The analyses presented herein conforms to the requirements of the 2015 IBC & 2016 CBC 2) Stringer steel Fy= 36000 psi Tread steel Fy= 36000 psi Post steel Fy= 55000 psi Handrail steel Fy= 55000 psi 3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. Design Loads Configuration Exit Facility LL= 100 psf Framing DL= 10 psf Run 2O8 in Typical Stair Elevation (-43 ti 23142 ,Arroyo Vista Rancho Santo Margarita, GA 92688 Tel: 949,588.8850 Fax: 949.888.8851 Webslte: wi.vw.storogerockenglneerIng.com, email: algstoragerockenglneerIng.com BY A.A. Project. SHASTA BEVERAGE Protect #: S-071818-2 Tread & Connection Tread must resist 300 Ib point load Bending Deflection Tread= 11" x 2-3/4' x 12 ga Fy= 36,000 psi P= 300 lb M=. P*L/4 = 2,700 psi S= 0.460 inA3 Connection L= 36 in Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/S)/Fb = 0.27 I= 1.000 inA4 E= 29,000,000 psi D= PLA3/(48*E*I) = 0.010 in 2.75" L1.12 ga Dallow=1./ 240 OK = 0.150 in OK 11" Shear=R= P = 300 Ib N=# Bolts= 2 Bolt Diam= 0.375 in tmin= 0.1375 in Fv= 10 ksi Fu= 58 ksi Shear Capacity= N * Bolt Area * Fv = 2,209 lb OK Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 7,178 Ib OK Stringer & Connection Stringer= C10x3.5x1x12ga lx= 29.23 inAel Sx= 5.85 inA3 DL= 10 psf LL= 100 psf Bending Rise= 130 in Run= 208 in Tread Length=L= [RiseA2 + RunA21A0.5 = 245 in Support at Ctr= No Eff L= 245.0 in Fy= 36,000 psi M= w * LA2/8 = 103,168 psi Connection Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/Sx)/Fb = 0.82 OK Trib Width= Tread Length/2 = 1.5 ft w= (LL + DL) * Trib Width = 165.0 plf Deflection 1=12 ga 3" E= 29,000,000 psi D= 5 * w * LA4/(384*E*I) = 0.761 in Dallow=L/ 240 = 1.021 in OK Shear=R= w * L/2 = 1684 Ib N=# Bolts= 2 Boit Diam= 0.500 in tmin= 0.1375 in Fv= 10 ksi Fu= 58 ksi Shear Capacity= N Bolt Area * Fv = 3,927 Ib OK Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 9,570 lb OK 23142 Arroyo Vista Rancho Santa Mcrgarlta, CA 92688 Tel: 349.888.8850 Fox: 940.8843./3851 Webshte: www.sforagerackenglneerIng.com, al@storagerockenglneerIng.com A,A. Project: SHASTA BEVERAGE Protect 14: 5-071018-2 Stair Handrail & Post Post & Handrail designed to resist 200 Ib point load Stairway Post Point Load=P= 200 Ib Post= 1-1/4" Sch 40 Pipe Height=H= 30.0 in S= 0.235 in Fy= 42,000 psi M= P*(H-pipe radius)/2 = 2,917 in-Ib Stairway Handrail Handrail= 1-1/2" diam x 0.06 " (16ga Length=L= 60.0 in S= 0.097 in Fy= 55,000 psi P= 200 Ib M= P*(L-pipe diam)/4 = 2,925 In-Ib dist load= 20 plf Mdist= 750 in-Ib OK 23" 11/2"0 NOMINAL RAILS 2c POSTS, ATM A500. GRADE "e 50 K SI Fb= 0.66 * Fy = 27,720 psi fb/Fb= (M/S)/Fb = 0.45 OK Post Elevation ipe 10'-1" MAX. STAR RUN A —A Fb= 0.66 * Fy = 36,300 psi fb/Fb= (M/S)/Fb = 0.83 2" END LOOPS DECK FRAME 2-3/8"0 xi M.B. EACH SIDE 0 ( 10 x 31/2" x I 2GA. STRINGER x 4" x 6" x 10 ciA, BASE ANGLE „11y/2— /1"0 EXP. RED HEAD ANCHDRS (2'4+ MN. EMBED.) 8c 2— 12"0 x I M.D. TO STRINGER EACH SIDE SIDE ELEVATION OK Rail Elevation BY: A.A. Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fox: 949.8888851 Webslte: vvww.storagerackenglneerIng.com, emall: at@storagerackengtneerIng.com Project: SHASTA BEVERAGE Project #: 5-071818-2 Guardrail & Post Post & Handrail designed to resist 200 It point load Guardrail Post Point Load=P= 200 Ib Post= 1-5/8" diam x 0.065" (16ga) Pipe Height=H= 42.0 in S= 0.120 in Fy= 55,000 psi M= P*(H-pipe radius)/2 = 4,119 In -lb Guardrail Fb= 0.66* Fy = 36,300 psi fb Fb= (M/S)/Fb = 0.95 OK Post Elevation rail= 1-5/8'' diam x 0.054" (17ga) Pipe Length=1,.= 72.0 in S= 0.105 in Fy= 55,000 psi P= 200 lb P*(L-3")/4 = 3,450 In -lb dist load= 20 pif Mdist= 1,080 In -lb OK Post To Baseplate Connection Fb= 0.66 * Fy = 36,300 psi fb/Fb= (M/S)/Fb = 0.9 Post is welded directly to the basepla e with all around 1/8" fillet weld Mbase= 4,119 in -lb Mallow= Sweld * 0.3 * Fv sweld= 0.210 InA3 = 4,410 in-Ib OK Fv= 70,000 psi Baseplate to Floor Deck Connection Attach guardrail post to deck with (4) 3/8" diam bolt and companion plate Mbase= 4,119 in-Ib d= 3 in Tbolt= Mbase/(d*2) 686 Ib NOTE: RAIL OPENINGS PER L/LiC SECT. 505,3 EXCEPPONS 1 x x BASE PLATE Ft= 44,000 psi Tallow= (3/8")^2*pi/4 * Ft = 4,860 lb FCAW OK (•065) Wil.f6 K 16GA. x 3" INSERT (55 KSB 7,4e0 HOLES FOR 34"X M.B. (465) 15/8"0 x 160A. GUARDRAIL POST (55 KSI) 11/20 x 150A. x 3" INSERT (.oss) (55 651) 5MAXIMUM POST SPACING, TYP. LESS THAN 17 OPENING BETWEEN ITAILS TYE.. 15/8"41 x 17GA. RAILING (55 HSI) (.054) x x itTGA. kICKPLATE 8,"A46-FL'AZa.' IDECIONO BEAM OR 'STRUT 3—RAIL GUARDRAIL SYSTEM OK Rail Elevation 17GA. RAILING (55 KS') (.05A) (.EI65) 1'4'51 16GA. x 3 INSERT (55 K51) 150A. (,055) GUARDRAIL POST (55 KS!) POST A DETAIL 7118/2018 Converting Addresses to/from Lalitude/Longitude/Altitude in One Step (Geocoding) Converting Addresses to/from Latitude/Longitude/Altitude in One Step Stephen P. Morse, San Francisco Batch Mode (Forward) Batch Mode (Reverse) Batch Mode (Altitude) '! Deg/Min/Sec to Decimat Computing Distances Frequently Asked Questions :My Other Webpages address 127 ANDOVER PARK E. city Tukwila state Washington zip 98188 country United States Determine LatiLon : f Get Altitudes .! reset atitude ongitude above values must be in decimal with minus signs for south and west Determine Address reset Access geocoder.us / geocoder.ca (takes a relatively long time lifrom goog .e1latitude 1 I- I decimal 1[47.4596264 deg -min -sec 47' 27' 34.655"; longitude 1 -122.249950300000021 -122° 14' 59.8211" ;from yahoo latitude , 1 longitude I ahitudei decimal _147.459278 . -122.24995 1 1 1 deg -min -sec 47° 27' 33.4008' -122° 14' 59.82"i 127 Andover Park E, Tukwila, Washington 98188 ; from open street mapj latitude longitude a de i decimal 147.4514979 -122.2507162 ! deo-min-sec 147° 27' 5.3924" -122° 15' 2.5783" 1 Andover Paik East, Tukwila, King County, ashington, 98188, United States ofArnerica, front census 1 latitude [decimal 147.45978 1-1.22.25 !longitude !altitude! Ideg-min-seci47° 27' 35.208"1-122° 15' 0"! 127 ANDOVER PARK E, TUKWILA, WA, 98188, lifrom tamu ; I[decimal ; 1r- 'latitude ilongitude 47.45966550082941-122.2500867354221 7/18/0718 Design Maps Summary Report "r1USGS Design Maps Summary Report User —Specified Input Building Code Reference Document ASCE 7-10 Standard (iAtnkm tJSGS hazard data available in 2008) Site Coordinates 47.45928°N, 122.24995°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category WI/III : _ • LJSGS—Provided Output = 1.451 g = 0.541 g • • • ft' fif Sms = 1_451 g = 0.811 g 1$tatittAti thA pi Vail• Sr,s = 0.967 g SLj =4. 0.541. g (11"f711 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, :NICER Respume Spectrum For PGAN, T,, C„, and Cm. values, please view the detailed report, MSVEIRaponseSpmtrum T (Ate) Although this inforrnatior, is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contaned tnerein. This tool is not a substitute for rec.:hr.:lc& suoject-mattei. knowiedge. (4K (-)r https://prod02-earthauake.cr.usas.uovidesianmaDs/usisummArv.nhOtpm I n.arA.-zminimnIR.Iniitil,1=A7 A -1 •-v-, n 10.I 0 1 7118/2018 Design Maps Detailed Report Section 11.4'3 -- Site Coefficients and Risk -Targeted MaXiDlWDl [OOSidGr8d Earthquake Spectral Response Acceleration Parameters Table 11.4-1:Site Coefficient F, Site Class Mapped MCE , Spectral Response Acceleration Parameter at Short Period A 0.8 8.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.D D E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of For Site Class =D and S.=1.45&g,F�=1.00g Table 11.4-2: Site Coefficient F, Site Class Mapped IVICE , Spectral Response Acceleration Parameter at I-s Period A C E S, � O.1D 8.B 1.0 Si = 030 0.8 1.0 1.7 1.6 1.5 ].S 3.2 2.8 S/ 2! 0.50 0.8 1.0 1.3 1.5 2/4 2.4 F See Section 11.4.7o[A5[E7 Note: Use straight-line interpolation for intermediate values o[5, 7 8-8}-11 BEAM20X10 BEAM20X10 TS8x8x1/4 BEAM20X10 x8x1f4 S$xBx'i14 -r-xt't'i 7 w6j.11 rl :r11.9 BEAM20X10 BEAM20X10 BEAM20X10 Filename 11SRESRVISRE ENGlNE_ERING1EWITEIAMtiA:TA.FF1i1C4 1:OOPM, 30 APR 19 Nodes... Node Label 1 2 3 4 5 6 7 8 9 10 11 NodeCo X ft 0.000 13.500 27,000 40,500 50.000 0.000 13,500 27.000 40.500 50.000 29.000 rdinates Y 0.000 0.000 0.000 0.000 0.000 10.850 10.850 10,850 10.850 10,850 10.850 Title : SHASTA Job # : S-071818-: Dsgnr: A.A. Description.... GRID A3-F3 FastFrame 2-D Frame Analysis X Restraint Fixed Fixed Fixed Fixed Fixed Y Restraint Fixed Fixed Fixed Fixed Fixed Date: 4-30-19 V5,0.9. Z Restraint Page Node Temp deg F 0 0 0 0 0 0 0 0 0 0 0 nnber.., Member Label 1 2 3 4 5 6 7 8 9 10 TS8x8x1/4 TS8x8x1/4 TS8x8x1/4 TS8x8x1/4 TS8x8x1/4 BEAM20X10 BEAM20X10 BEAM20X10 BEAM20X10 BEAM20X10 Endpoint Nodes I Node J Node 2 3 4 5 6 7 8 11 9 6 7 8 9 10 7 8 11 9 10 e Length ft 10.850 10.850 10,850 10,850 10.850 13.500 13,500 2.000 11.500 9.500 I End Releases X Free ber Stre 1 2 3 4 5 6 7 8 9 10 Aeck Data... Unb raced Lengths Lu : Z ft Lu : XY 10.850 10,850 10.850 10.850 10.850 13.500 13.500 2.000 11.500 9.500 10.850 10.850 10.850 10.850 10.850 13.500 13.500 2.000 11.500 9.500 Slenderness Factors K K : XY 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 AISC Bending & Stability Factors Cm Cb nternal nterna nterna nterna nterna nterna nterna nterna ntema nterna nterna nterna nterna nterna nterna nterna nterna nterna nterna nterna Materials... ---- Member Label - Youngs ksi Density kcf Thermal in/100d Yield ksi Default Steel 1.00 29,000,00 0.000 0.490 0.00000 0.000650 1.00 50.00 Section Sections... Prop Label Group Tag Material Area Depth Width Tf Tw Ixx lyy BEAM-S1212 BEAM20X10 COL-9inScirlOga Default TS8x8x1/4 Steel Default Ste& Default Steel 2.000 in2 4.050 in2 5.150 in2 1.000 in2 7.590 in2 12.000 in 3.500 in 20.000 in 4.500 in 9.000 in 9.000 in 0.000 in 0.000 In 8.000 in 8.000 in 0.308 in 0.230 in 0.000 in 0.000 in 0.340 in 0.240 in 0.000 in 0.000 in 0.250 in 0.250 in A-3 44.20 in4 1.23 in4 195.70 in4 0.00 in4 68.00 in4 68.00 in4 1.00 in4 0.00 in4 75.10 in4 75.10 in4 (c) 1988-2001 ENERCALC RESRVISRE_ENGINEERING \FASTFRAM \SHA TA.FI • V 5.0.9 Title : SHASTA Job # : 8-071818-: Dsgnr: A.A. Description.... GRID A3-F3 Date: 4-30-19 1:OOPM, 30 APR 19 FastFra e 2-D Frame Analysis V 5.0.4 Page Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X Y Moment # 1 # 2 # 3 # 4 # 5 6 1.205k 1.000 6 -13,200k 1.000 6 -1.060k 1.000 7 -28.650k 1,000 7 2.620k 1,000 7 -2.290k 1,000 8 -30.900k 1.000 8 2.800k 1.000 8 -2.470k 1.000 9 -28.650k 1.000 9 2.620k 1.000 9 -2.290k 1.000 10 1.000k 1,000 10 -10.950k 1.000 10 -0.880k 1.000 MemberDistributed Loads.... . .... ,. .. .... Member Load Magnitudes oad Exten Finishish Load Load Case Factors Label Start Fin start ft ft Direction # 1 #2 #3 #4 #5 6 -0.048 -0.048 k/ft 0.000 13.500 Global Y 1.000 6 -0.600 -0.600 k/ft 0,000 13.500 Global Y 1.000 7 -0.048 -0.048 k/ft 0,000 13.500 Global Y 1.000 7 -0.600 -0,600 k/ft 0,000 13.500 Global Y 1.000 8 -0.048 -0.048 k/ft 0.000 2,000 Global Y 1.000 8 -0.600 -0.600 k/ft 0.000 2.000 Global Y 1.000 9 -0.048 -0.048 kat 0,000 11.500 Global Y 1.000 9 -0.600 -0,600 k/ft 0.000 11.500 Global Y 1.000 10 -0.048 -0.048 k/ft 0.000 9.500 Global Y 1.000 10 -0.600 -0.600 k/ft 0.000 9.500 Global Y 1,000 --- Load Combinations.. - Load Combination Description L Stress increase Gravity Load Factors X Y # 1 # 2Load Combination Factors # 3 # 4 # 5 LC1 1.000 1.000 1.000 LC3 1,000 1.090 0.750 0.525 LC4 1,000 1.190 0.250 3.000 P*41-- (C) 1938-2001 ENERCALC RESR RE_ENGINEERING\FASTPRAMNSHASTA.F V 5.0.9 Title SH8STA Jub# 8-071818-: Do0nr A.A. DoxnhpUnn'' GRID A3-F3 Node Label F stF2L[l Frame Analysis Load Combination C1 V 0 0,32118 L83 0 D '12.44718 LC4 3.743�E014 0 -72.44671 2 LC4 8,069,E014 V '72,4860 2 LC3 1.363.E'014 O '12.25032 2 LC1 u V 0.60578 0 LCi O O 0,9/197 3 LC3 0 0 '12.04743 3 LC4 4.602.E+014 0 -72,58064 4 LC4 8.553.E-01* U '71.53e38 4 LC3 1.799.E014 V '11�69123 4 LC1 0 O 1.14972 o LC1 O 0 1.22630 5 LC3 1,204E-014 D '11.53073 5 LC4 5,769E-814 O -7093021 0 LC4 9,431,82969 0.00031 -72.43214 O U:J 1.620.62470 '0D07e9 '12.447e3 O LC1 '41.65859 -0,01105 0.31755 7 LC1 -78.86164 -0.02349 0.60552 7 LC4 0.437.04297 '0.00750 '72.46020 7 LC5 1.584J6135 '0,01821 '1224501 8 LC3 1.568.41223 'M1857 '12.0430/ O LC4 9,450,52441 '0.01022 -72.57274 o LCI '118.775e5 '0.02*72 0.91284 0 U:1 '149,76498 '0.02299 1.15136 8 LC4 9.312,07129 '0.00123 -71.49909 8 LC5 1.521.89592 '0,01875 '11.68423 10 LC3 1.501.08765 '0.00808 '11,52581 10 LC4 9,23*13965 -0.01043 -7090777 10 uz1 '159J3138 -0.00869 1.22773 11 LC1 '123.36692 -55.80194 '3.06e28 11 LC4 9,430.01270 4J0557263 -70.28580 vauo' IPogo NDde Reactions X Y z 0.93008 M67531 8 0�01386 13.34129 0 -3.74285 -0,52326 O '0.06919 12,67743 0 '1.38336 30J8297 D 0.06778 39.71483 0 '022313 4178958 0 -0,90577 35.07970 0 4.60102 17,27358 O '8.55274 2,07876 O '1J9829 28.31885 0 '0.42066 30,86742 0 'U5407 14.69307 0 426417 13.65478 O '5.76860 17.83509 D O O 0 o 0 O 0 0 O 0 0 0 0 O 0 O O O O 0 O 0 o 0 0 O 0 O 0 0 O O O V q O O 8 0 n 0 o 0 0 V O O O 0 O o O O O 1:00PM, 30 APR 19 Title : SHASTA Job # : S-071818-: Dsgnr: A,A. Description.... GRID A3-F3 FastFrarne 2-D Frame Analysis Date: 4-30-19 Member End Forces... MemberNode"I"EfldForcesN0deJ"EfldF0rCeS Label Load Combination Axial Shear Moment k k ft-k Axial Shear Moment k k ft-k 1 LC1 18.67531 -0.93008 0 -18.67531 0.93008 -10.09133 1 LC3 13.34129 -0.01396 -1,940.E-014 -13.34129 0.01396 -0.15146 1 LC4 -0.52326 3.74285 3,881.E-014 0.52326 -3.74285 40.60989 2 LC1 39.71463 -0.06778 0 -39.71463 0.06778 -0.73543 2 LC3 30,78297 1.36336 0 -30.78297 -1.36336 14.79241 2 LC4 12.67743 8.06919 0 -12.67743 -8.06919 87.55067 3 LC1 41.78958 0.22313 0 -41.78958 -0.22313 2.42098 3 LC3 33.07970 0,96577 0 -33.07970 -0.96577 10.47862 3 LC4 17,27358 4.60162 -1,164.E-013 -17.27358 -4.60162 49.92761 4 LC1 38,86742 0.42066 0 -38.136742 -0,42066 4.56412 4 LC3 28,31885 1.79929 0 -28.31885 -1.79929 19.52226 4 LC4 2.07876 8.55274 0 -2.07876 -8.55274 92.79723 5 LC1 14.69307 0.35407 0 -14.69307 -0.35407 3.84165 5 LC3 13.65478 1.26417 0 -13.65478 -1,26417 13.71624 5 LC4 17.63509 5,76860 3,881.E-014 -17.63509 -5,76860 62.58933 6 LC1 0.93008 4.41531 10.09133 -0.93008 4.33269 -9.53369 6 LC3 , 0.64658 2.28589 0.15146 -0.64658 4.49543 -15.06580 6 LC4 -0.12785 -5.08466 -40.60989 0.12785 7.88078 -46,90681 7 LC1 0.99786 4.44193 10.26912 -0,99786 4.30607 -9.35201 7 LC3 0.65873 2.30394 0.27339 -0.65873 4.47738 -14.94404 7 LC4 -0.33703 -5,09095 -40.64387 0.33703 7.88707 -46.95779 8 LC1 0.77473 4.11351 6.93102 -0.77473 -2.81751 0 8 LC3 1.16296 2.73503 4.45542 -1,16296 -1.73039 0 8 LC4 3.46134 -1.27779 -2.96982 -3.46134 1.69203 0 9 LC1 0.77473 2.81751 0 -0.77473 4.63449 -10.44762 9 LC3 1.16296 1.73039 0 -1.16296 4.04629 -13.31642 9 LC4 3.46134 -1,69203 0 -3.46134 4.07391 -33.15415 10 LC1 0.35407 3.29293 5.88349 -0.35407 2.86307 -3,84165 10 LC3 0.73917 0.28896 -6.20584 -0.73917 4.48308 -13,71624 10 LC4 2.76860 -11.88275 -59.64309 -2.76860 13.85039 -62.58933 (c) 1988-2001 ENERCALC ESR SRE_ENGINEERING\FASTFRAMtSHASTA.F1 V 5.0.9 590.3 442.8; 1 1 ; 295.21 1 i i i 147.6, _ --li- 1 1 0, -165. r -329.91 -494,9r- -659.9r- -824.EO. 0.95 Local "y" Deflection (in) 62.59 50.071 37,551 .i 25,04! _ ; i . 12.521 , 0. 1 I -1--- I-- 1 ; 1 -1- 1 t .9 2,9 3.8 4.8 5,7 6.6 Location Along Member (ft) r T 1 1 ; _ : , : 1 -1-- - ± I S22 ; ; I 1 , 1-- i i -23,86 i I ..., -4-. -35.79 O. 1 i -47.71 - : , i _i.._ ._.,... -59.640. 0.95 1.9 2.9 3,8 4.8 5.7 6.6 7.6 8 6 Bending Moment (k-ft) Location Along Member (ft) 7 6 8 6 9 5 -1,3 5 -2.77 -4.155 -5,54 -9,695 -11,08 -12,47i -13.8a). 0.95 1.9 Shear Load (k) 2,9 3.8 4.8 5.7 6.6 Location Along Member (ft) 7.6 86 9 5 Filename: kISRESRVNSRE_ENGINEERING‘FanctRAM6HASTAFFM Load ombination: LC4 BY A.A. re -en eral ' Poirot Lea( : Load Muontude Application MOO. rtora Dot iroqi Dal= Point Load Load Magnitude Application Anofe 1-ioril Vat from Datum Monet : Load Mannituds, 23142 Arroyo Vista Ronche Santo Margorito, GA 92088 Tel: 949.8'6'8,8850 Fox: 949.888.8851 Website: www.storogerockerigIneerIng.com, mall; ol@storagerockengtneerIng.com Project SHASTA BEVERAGE mts 'Detailed kit Results 1/0 00 0"o 0.0 Int" 81 13.85 Load ikcentricity from C.B.G Maximum Boit Forces Y D(starice 0.000 3 X [Mare 0,010 tr, Center of Holt Croup (CBG) jij .1 Y DIstance moo rn X DI:tailal 0.000 In I I. I ; t Ri,61cCormplet6 Check Boit Group GRID A3-F3 Project 44: 5-07181B-2 ger,4:44,..=4';r44.41F1;1.=X, • i-g-a6c. - .;i.. ... • = so YL;' rot& aor Strict) • • deoccw ot. Axis 0 0 ; . liert.OlatfromOalum TFIM 1"- enor LT:"Er, I 0.0 , deo CCW'rroM Ales, ert0tfrom09i0 100 vaamatkownoop*ostorrnit moom. 0.0 DO rfrg? ; 0.0 r Bolt toad Bolt Dm from CG Direct Forze Itc) Moment Torsiona Shear ki otal Dolt ID Combination X 1 X 9 it-8 X ear -1.5 43.81 9.714 -1.76 ,(1.51 9.874 2 • . .-ry -1.5CA -5.2S0 4381 7.359 -L75 7.553 3 .0.70E441 1.500 -'&250 4331 9.714 1.76 9.874 4 . 0.70E+11 1.500 -6250 43.81 7-359 1.76 7.558 5 +0.0.706-4.41 -1.500 6.250 43.81 -7.359 -1.75 7_558 6 +1=0.706.ry 6,250 48.8 -7-359 L76 1568. 7 .D*0.7060-1 - . 8,7501 45,3 -9_714 -L78 9.874 8 *D-,-0.70E+H L508. 8 250 49.3 -9.714 17 9.374 IBC 2015, ASCE 7,16, CEC 2010, AISC 156-16,1106 2016, AZ.1 31844, ACI 530.1.3 10.16.121/ Shear Capacity P= 13.85 kip From Load Case 1C4 Mend= 62,59 ft-k From Load Case LC4 Bolt Shear= 9.87 kip diarn= 0.75 In Fy= 28,000 psi A490-N Va-shear-Vs= Fv * Abolt = 28000 psi * [(0.75 in)^2 * (pi)/4J = 12.37 kip > 9.87 kip, OK Bearing Capacity Fp= 3*Fu = 3.0 * 68 ksi = 204.0 ksi Wb= 2 Va-bearing=Vb= Fp * d * t/Wb e= 118.0 in = 10.33 kip > 9.87 kip, OK tmin= 0.135 in • ' e Project Title: Engineer: Project ID: Project Descr: Steel Solt Group Analysis Description : 2 Fire CAtiseilailasREIDpcgmg-Apimufri**Iboetalwo79'itkZec6,"':',...:. aipiiightENOCALC;' illeAg020,1g;.,?Ei#10,1W4.2;13; , r 4r.‘"1.7f-44,1--,Pix,,y4,,Ti;t.x4Itli-itr-V•=7,1i,',Aiz--,,,,'"P4*i4fatis404'.41-444V014,1loetiseeeSTOP.AGE.,RACKENGIINEERINO ‘INCv EAM SOLT GROUP (TRAN$VR Calculations per, IBC 2015, CSC 2016, ASCE 7-10 Load Combination Set : IBC 2015 poittoktoloototi::: eoit Group Centroid- X Distance 0,000in Y Distance 0.000in Load Eccentricity from C.ELG Y Distance X Distance Total Moment Bolt #1 Boll #2 Bolt #3 Bolt #4 Bolt #5 Bolt #6 Bolt #7 Bolt 1t8 Ajafiliedloati& r : , 0.000in 0.000 in 0.00 k-in X Location = X Location = X Location = X Location = X Location = X Location =- X Location = X Location -1,50 in -1.50 in 1,50 in 1.50 in -1.50 in 1.50 in -1,50 in 1,50 in Y Location = Y Location = Y Location = Y Location = Y Location Y Location = Y Location = Y Location = -8.25 in -6.25 in -8.25 in -6.25 in 6.25 in 6.25 in 8.25 in 8.25 in .8.25) 50,6 25) Dead Lead Lr : Rqof Live S : Snow W : Wind E Seismic Earth Load Magnitude 13 850 0.000 0.000 0.000 0,000 k Application Angle 0,00 0.00 0.00 0.00 0.00 0 00 0.00 deg CCW H0112 Dist from Datum 0.00 in Vert Dist from Datum 0.00 in g2.0,1L9A i, : Lly9 Loa4 by : Roof Dive S : Snow VV : WiLA E : Seismic H : Earth Load Magnitude 0.000 0.000 62.590 0.000 k-ft 10000.,.40( piparf9rq,os'..':-.,,_:- Boit # Load Combination Bo +D+0,70E+H Bo +D-10.70E+H Bo +D+0.70E+H Bo +D+0.70E+H Bo -1-D+0.70E+H Bo +D+0.70E+H Bo +040,70E+H Bo +0+0,70E41 Bolt Dist. From C.B.G X yX -1.500 in -8,250 in 0.000k -1.500 in -6.250 in 0.000k 1.500 in -8.250 in 0.000k 1.500 in -6.250 in 0.000k -1.500 in 6.250 in 0.000k 1.500 in 6.250 in 0.000k -1.500 in 8,250 in 0.000k 1,500 in 8.250 in 0.000k Direct Shear Force Moment Torsional Shear Force Final Shear Y X k 43,81 k-ft 9.714 k -1.766k 9.874k k 43.81 k-ft 7.359 k -1,766k 7.568k k 43.81 k-ft 9.714 k 1.766k 9.874 k 43.81 k-ft 7.359 k 1,766k 7.568k k 43.81 k-ft -7.359 k -1.766k 7.568k k 43,81 k-ft -7.359 k 1.766k 7.568k k 43.81 k-ft -9,714 k -1.766k 9.874k k 43,81 k-ft -9.714 k 1,766k 9.874k Project Title; Engineer: Project ID: Project Descr: Load Combination .1.0•1-L4-1-1 +1..)+Lr+H +D+S+H +D+9.750Lr+0,750L+H +0+0,750L+0,7593+11 +0+0.60W+H 4040,70E+1-1 +0+0.750Lr+0.759L+0.450W+Fl +0+0.750L+0,750S+0,450W+H +D-h9.759L+9.750$49,5250E+11 40,60D+0.50W40.60H +0.89D+9.70B-10.60H SteeJC.oIui,„ ..FlleC:\IJsers\atiaSREtDOCUME1EWERCA-1tshasta beverage Si071818-.?,ec6. ENERCALCJNC.:1983-2Q1Krii0:1.8.12'.13 OdrANKW1,06001160:irnet.44,114Uvfez.;;Ai640%;34i:V4‘....00.-,W.41.i'4.4-?.4.,AW.ft:0,ce,nsee;r:;STORAGERAC.,KENOINEERIN,OiiINC.A iption OLUMN HSS8x8x1/4 (LOAD CASE 1 PAGE A6 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 _ 00n0a1llfifOrMatipil Steel Section Name: Analysis Method Steel Stress Grade Fy ; Steel Yield E : Elastic Bending Modulus pt,kpplled HSS8x8x114 Allowable Strength 46.0 ksi 29,000.0 ksi Column self weight included : 7 . * Dead Load Factor AXIAL LOADS . Axial Load at 19,850 ft, L 30,790 k BENDING LOADS Moment acting about X-X axis at 9,830 ft, E= 14,790 k-ft DESIGFI SUMMARY Overall Column Height 10,850 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: • X-X (width) axis Unbraced Length for X-X Axls buckling = 10.850 ft, K = 1.50 Y-Y depth) axis Umaced Length for Y.Y Axls buckling = 10.850 ft, K = 1,50 Bending & Shear Check Results PASS Max, Axial+Bending Stress Ratio 0.2356 1 Load Combination +D+0.750L+0.750S+0.5250E+H Location of max.above base 9.758 ft At maximum location values are ... Pa : Axial Pn / Omega :Allowable Ma-x Applied Mn- x /Omega : Allowable Ma-y : Applied Mn-y i Omega : Allowable PAS$ Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are,., Va : Applied Vn / Omega :Allowable Load Combination Results • 23.372 k 151.008 k 6.983 k-ft 44.130 k-ft 0.0 k-ft 44.130 k-ft 0.01697 :1 +D+0.70E+H 0,0 ft 0.9542 k 56.229 k Maximum Axial + Bend iN Stress Ratios Stress Ratio Status Location 0.002 0.206 0.002 0,002 0.155 0.155 0.002 0.212 0.155 0,155 0,230 0,001 0.212 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.000 0.00 ft 0.00 ft 0,00 ft 9,76 ft 0,00 ft 0.00 ft 9.76 ft 0.00 ft 9,76 ft Service loads entered. Load Factors will be applied for calculations, Maximum Load Reactions Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.09121 in for load combination :E Only Along X-X 0.0 in at for !cad combination : Cbx Cby KxLx/Rx KyLy/Ry 1.55 1,55 155 1.55 1.55 1.55 1.55 1.55 1.55 1.55 1.55 1,55 1.55 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 62.00 62.00 62.00 62.00 62.00 62,00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62,00 62.00 62.00 62.00 62,00 62,00 62.00 62.00 62.00 6200, 62.00 62.00 0.0 k 0.0 k 1.363 k 1.363 k at 6.190ft above base 0.0ft above base Maximum Shear Ratios Stress Ratio Status Location 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.000 0.000 0.013 0.000 0,017 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0,00 ft 0.00 ft 0.00 ft Project Title: Engineer: Project ID: Project Descr: Description : CCL Load Combination • File-TC:kliserstalia.8R8t0060ME+ItENERPA7,-,11.stlq,§4:000.*OP7,44.1: Software AtitEkIERCAL0, lik10.19.83,4018/0tilkift0:18121 V-4.4.115141- N FISS8x8x1 OAR CASE 1 PAGE A Axial Reaction X-X Axis Reaction k Y-Y Axls Reaction @ Base @ Base @ Top @ Base @ Top GEAACK ENGINEERING,1NCy• Note: Only non -zero reactions are listed. Mx - End Moments k•ft My - End Moments @Base @ Top @ Base @Top +D+H 0.280 +04 Li-1-1 31.070 +0+Lr+1-1 0 280 +D+S+H 0,280 +0440.750Lr+0.750L41 23.372 +D+0.750L+0.750S+H 23.372 0.280 +D+0.60VV+H +0+0.70E +H 0.280 +0+0.750Lr+0.750L+0.450VV+H 23 372 +0+0.750L+0.750S+0.450W+H 23.372 +D+0.750L+0,750S4-0.5250E+H 23.372 +0,60D+0.60W+0.60H 0.168 +0 60D+0.70E+0.60H 0.168 0 Only 0,280 Lr Only Only 30.790 L S Only W Only E Only H Only EXt1'611 keactions' 0.954 -0.954 0.716 -0.716 0.954 -0.954 1.363 -1.363 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 31.070 Minimum Reaction, X-X Axis Base Maximum 0.280 Minimum 0,280 Reaction, Y-Y Axis Base Maximum 1.363 -1.363 .. Minimum 0.280 Reaction, X-X Axis Top Maximum 0.280 Minimum 0.280 Reaction, Y-Y Axis Top Maximum 0,280 Minimum 0.280 Moment, X-X Axis Base Maximum 0.280 II Minimum 0.280 Moment, Y-Y Axis Base Maximum 0,280 Minimum 0,280 Moment, X-X Axis Top Maximum 0.280 Minimum 0.280 Moment, Y-Y Axis Top Maximum 0.280 Minimum 0.280 `rlitiOX)IfillMiNt16.Cti R's C�nibhaijons Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +0+1-1 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0,0000 in 0.000 II 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 +0+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D-10.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D10.60Wi+i 0.0000 in 0.000 ft 0.000 in 0.000 ft +040.7CE+H 0.0000 in 0.000 ft 0.064 in 6.190 ft +0+0.750Lr+0.750L+0.450W+H 0,0000 in 0.000 ft • 0.000 in 0.000 ft -i-D+0.750L+0.750S+0.450W+H 0,0000 in 0.000 ft 0.000 in 0.000 ft 4-D+0.750L+0.750S+0.5250E+H 0,0000 in 0.000 ft 0,048 in 6.190 ft 40.600+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0,600+0,70E+0.60H 0,0000 in 0.000 ft 0.064 in 6.190 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft * 4 Project Title: Engineer: Project ID: Project Descr: , Column esaiption ,-;File.=.Q‘Userslalin.SR•FPOCUME7ITNERCA,414144.500.0g0UT18184,00„Aq-, fiA9701,--aM1,`„?. ifFn-IcenseeteTORAGRAOKENGINEERNO, COL Mt x x /4 (LOAQ 0 SI 1 PA A A Load Combination Max. X--X Dettection Distance Max. Y-Y Deflection Distance Lr Only t. Only S Only W Only E Only H Onfy 44ction Propertje&, 1-1S58x8x114 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 In 0.0000 in 0.000 fl 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0,000 ft 0.000 in 0.000 ft 0.091 in 6,190 ft 0.000 in 0.000 ft Depth = 8.000 in I xx = 70.70 inA4 J = 111.000 inA4 Design Thick = 0.233 in S xx = 17,70 inA3 Width --- 8.000 in R xx = 3,150 in Wall Thick 0.250 in Zx . 20.500 in63 Area = 7.100 inA2 I yy = 70,700 inA4 0= 28.100 103 Weight = 28.702 plf S yy 17,700 inA3 13 YY -. 3.150 in Ycg 0.000 in .ay 5- cci +X 1.4.701A 30 TON Envelope Summai ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write -protected. Project Title,A4A913 eateefis H , stte Date 05 _ _ - , Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building - ' Lj . aent J Use Company Name..1.49t6 121/etz.boe Company Address: tot • . Applicant Name: 2vID . e• 7 __:_l ' • L__ i_L--.] #i Appl nt Phone: /ex& .4.5,5' ..L Applicant Email: etoble e 12 .6911 Project Description 0 New Building CI Addition 0/Alteration Occupancy Type Selection required to enable forms. 41 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 0 Component Performance I\10 c14-- 1.4c1, ElvEtife Component Performance Calculation Type Selection required to enable ENV-UA and ENV-SHGC forms. 0 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 Air barrier testing per SectiOn C402.5.1.2 Ei 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 cfrn/ft2 (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. fi These values auto-ll from ENV-UA and are write -protected on ENV- Total Vertical Gross Exterior Fenestration Above Grade % Vertical (rough opening) d' • by WallAreatimesequals Fenestration ÷ X 100 = Total Skylight Roof times equals% S ight ' d' • " a ES., IAN( A P V D X 100 = HECEiVED RECEIVED OF Fenestration Area Compliance Vertical Fenestration Area MAY 31 L019 Skylight Area City of Tukwila B pj I CDVJSLON cIUKWI C CAoPnRsau12931tants MAR 2 9 2019 Vertical Fenestration Alternates 0 High performance 0 Dedicated outdoor C402.4.1.3 PERMIT CEN ion U-factors and SHGC per air systern per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylght zone amas. b) Include overlapping toplight and sidelight daylight zone areas under c) Refer to Chapter 2 for net floor area 0 In buildings a 3 stories, 25% or more of NET floor area is in daylight zones per C402.4.1.1 0 In buildings < 3 stories, 50% or more of CONDITIONED floor area is within daylight zones per C402.4,1.1 Dayftght Zone Calculations Daylight Zone ene$tratiofl AltomateSidelight Daylight Toplight DaylightPercent Daylight Not Selected. No CaIcuatiOflS Required Zone Area Zone a Zone Area \Toplight Spaces in Single Story Listenclosed Spaces that exceed 2,500 ft2, have ceiling height greater than15 ft, and are space Building Requiring Skylights types required to comply with this provision. Space Area SRR or Aperature Exception Code requireS a minimum or area to be within a skylight daylight zone for ("An, 4 2 for Lighting Su a ry LGT-SUM hi E c ui s indudin R R R4 over nd all R1 Revi ust 2016 Pro ect O Compliance forms do not require a password to use. Instructional and calculating cells are write - protected. 13 Date 1 Applicant information. Provide contact information for individual who can respond to inquiries about compliance form information provided. Company Name: e: Applicant Phone: plicant Email: Project Description le ❑ New Building ❑ Addition include PROJSUM form (included in envelope forms wo For Bui artrrient Use on 0 Plans Included f1 flghtmg complllence forms. Building Additions Refer to Section C502.2.6 for additional requirements. Compliance n erior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project El Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance Addition Is combined with existing: For interior fighting projects, include new + existing interior lighting fixture: wattage in Proposed Lighting Wattage table In LTG-INT-BLD or LTG-INT—SSPACE form. For exterior lighting projects, include new + existing exterior lighting fixture wattage in Proposed Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG-EXT form. Interior and Exterior Lighting Alterations Select all Lighting Power and Lighting Control elements that apply to the scope of the retrofit project. If project includes a combination of spaces where less than 50% of the existing fixtures am replaced in some spaces, and 50% or more of the fixtures am replaced in others, then provide separate lighting power compliance forms for the two retrofit conditions. Spaces undergoing the same type of retrofit may be combined into one lighting power compliance form. Refer to Section C503.6 for additional requirements. All alteration lighting controls shall be commissioned per C408.3. No changes are being made to the interior or exterior lighting systems and existing space uses and configuration are not changed. Lighting Power or more of existing are replaced Lamp and/or ent only — existing total wattage not increased Interior lighting Pa garage ❑ ❑ 0 50% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed Lighting Wattage table in LTG-iNT-BLD, LTG-INTSPACE or LTG-EXT form. Less than 50% replaced - Total lighting power of new + existing -to -,remain factures shall not exceed the total lighting power prior to alteration. Include new + existing -to -remain fixtures in the Pnmposed Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT foam. 50% threshold applies to number of luminaires for interior spaces and parting garages, and total installed wattage for exterior luminaires. hti a Lighting Controls rior lighting Parking garage Exterior lightin New wiring installed to serve added fixtures and/or fixtures relocated to new circuit(s) New or moved lighting panel figured - nged or relocated only 0 0 ❑ circuit - For interior lighting, provide required manual controls per C405.2.3, occupancy per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting r C405.2.5. For exterior lighting, provide required controls per C405.2.7. oved panel - Provide all applicable fighting controls as noted for New Wiring and automatic controls per C405.2.2. Reconfigured Interior space - Provide all requited 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 ❑ 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 CcWi Fighting Wattage table in PEC EIV APR 0 Z 20�9 CITY OF 1 UKWILA BHC Consultants, PLC MAR 2 9 2019 PERivir' CENTER LTG-INT-BLD or LTG-INT-SPACE form. ooqq 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 D19-0094 D19-0099 D19-0112 M19-0057 PG19-0052 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 30, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Rachelle Ripley Permit Coordinator File: Permit No. D19-0094 D19-0099 D19-0112 M19-0057 PGI9-0052 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov LJ david keh e October 10, 2019 Request i Extension t I Current Expiration Date: _1173ai 9 Extension Request: RI Approved for 1 <50 days Denied (provide explanation) 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 Mezzanine D19-0099 Dear Mr. Hight, Signature:nitia 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 Department of Community Development 10/1/2019 DAVID KEHLE 1916 BONAIR DR SW SEATTLE, WA 98116 RE: Permit No. D19-0099 SHASTA BEVERAGES, INC - MEZZANINE 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 11/30/2019. Based on the above, you are hereby advised to: I) 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 11/30/2019, 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: D19-0099 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 NI! PIII,..114 david kehle May 16, 2019 BHC Consultants, LLC 1601 Fifth Ave., Suite 500 Seattle, WA 98191 Attn: Mr. William Hill RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement Mezzanine Building D19-0099 Dear Mr. Hill, riV.ReASt.' c tc (-4cc- dul As the Design Professional in Responsible Charge, I have reviewed the attached revised permit drawings based on your correction letter of April 22, 2019. Western Pacific Storage Solutions have revised the attached drawings (now in 8 1/2x11 form), with attached response letters per your comment letter. This is a complete set of drawings and calculations for the metal mezzanine. Building Review D19-0099 1. The load will be posted at each stairway per the revised drawings Structural: 2. The structural observation is only for the anchors as noted on Sheet 101, General Project Notes number 4. 3. This is an erroneous comment as there are no CMU walls or Pony Wall 4. Again, an erroneous note as there are no CMU walls. 5. There is no sheet S200 in this set 6. Again, an erroneous note as no sheet S200 in this set 7. The drawings are stamped and signed digitally by Ali Aboihassan. The drawings have a revision number 2, with date. I believe this answers your comments for the Mezzanine and I look forward to your approval and the permit issuance from the City. If you have any other comments regarding this permit, please let me know. I have included two sets of drawings and calcs. Sincerely, David Kehle 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com LW, IS david kehle 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 Metal Storage Mezzanine Dear Mr. Hight, As the Design Professional In Responsible Charge, I have reviewed the attached permit submittal, drawings and calculations for the metal storage mezzanine as prepared by Storage Rack Engineering, Inc, Ali Abolhassani, including structural calculations. I have attached an overall plan with the location of the mezzanine work for this permit. I believe these are adequate for permit submission and initial review. Please accept for permit review. David Kehle Ng 00419 RECEIVED CITY OF TUKWILA MAR 29 2019 PERMIT CENTER 1916 Banair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com ei PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0099 DATE: 03/29/19 PROJECT NAME: SHASTA BEVERAGE MEZZANINE SITE ADDRESS: 1227 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: MC)ling° scitY7 p3r. 1-i•ZM PublicWorks Fire Prevention Structural if\f\ x\lk Icl Planning Division ism 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 Corrections Required (corrections entered in Reviews) DUE DATE: 04/30/19 Approved with Conditions 7 Denied (ie: Zoning Issues) Notation: REVIEWER'S INFFIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire Ping 0 PWEJ Staff Initials: 12/18/2013 CITY TUKWILA Department of Community Development 630o Southcenter Boulevard, Thkwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukolanaci.tukwila.wa.us 0. Permit Center/Building Division 206 431-3670 PoblidWOrks Department 206 433-0179 Planning Division 206 431-.367o AFFIDAVIT IN LIEU OF CONTRACTOR REG:W[1RA; PERMIT NO': 009 STATE OF WASHINGTON) ) ss. COUNTY OF KING [please print name] , states as follows: i. 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 unoler Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side ofthis 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 dompliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW18.27.o9o, I consider the work authorized under this permit to be exempt under number t.\ , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW x9.28.161 through x9.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. ,pNN"N%%1 st‘E A Name as commissioned: My commission expires: Owner/Owner's Agen Signed and sworn to before me this 3re, ,,jun day of c ()O. N Y PUBLIC in and for the State of Washington Residing at / /1 , County 1,(tie lt-rif 0..)1a7