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Permit D18-0126 - RAINIER INDUSTRIES - UL EQUIPMENT FOR RETRACTABLE SCREENS AND AWNINGS
RAINIER INDUSTRIES 6700 S GLACIER ST APN: 7888900080 EXPIRED 05/20/2021 D18-0126 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 7888900080 6700 S GLACIER ST RAINIER INDUSTRIES DEVELOPMENT PERMIT Permit Number: D18-0126 Issue Date: 6/15/2018 Permit Expires On: 12/12/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: C/O PROLOGIS - RE TAX 1800 WAZEE ST, DENVER, WA, 80202 IAN MAYTHER 18375 OLYMPIC AVE S , TUKWILA, WA, 98188 RAINIER INDUSTRIES LTD 18375 OLYMPIC AV S , TUKWILA, WA, 98188 RAINIIL066QP RAINIER INDUSTRIES 18375 OLYMPIC AVE S , TUKWILA, WA, 98188 Phone: (425) 981-1220 Phone: (425) 251-1800 Expiration Date: 1/11/2019 DESCRIPTION OF WORK: INSTALLATION OF UL LISTED MANUFACTURING EQUIPMENT FOR RETRACTABLE SCREENS AND AWNINGS. ALL WORK PERFORMED IN ACCORDANCE WITH PRE17-0028. Project Valuation: $1,200,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $16,273.71 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No mit Permit Center Authorized Signature: Volumes: Cut: 0 Fill: 0 Number: 0 Date: (1110r 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 perfo ance of work. I am authorized to sign and obtain this development per nd agree to the con itions att d to this permit. rn^ Signature: -ti Date: ?c Y 0(o`'/5- �' Print Name: 1.-11-s4VV 114 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: 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. 6: 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. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. /- 8: 8: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 9: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 10: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 13: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 23: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 24: The powder coating booth shall comply with International Fire Code Chapter 24 and NFPA 24. The oven shall comply with International Fire Code Chapter 30 and NFPA 86. 16: The total number of fire extinguishers required for an extra hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (4A 40 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 14: 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) 15: 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) 17: A notice of construction permit must be obtained from the Puget Sound Clean Air Agency prior to the installation of the spray booth. The permit shall be posted at the jobsite. 20: 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)(EXTEND FIRE SPRINKLER PROTECTION TO THE POWDER COATING BOOTH, SPRINKLER DENSITY TO BE EXTRA HAZARD GROUP 2. 18: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 0409 FRAMING 4046 SI-EPDXY/EXP CONC 4004 SI -WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov l \ Building Permit No. DI "0 fk Project No. //� Date Application Accepted: V( '// tlDate Application Expires: ko\11o\(Forofficee only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 6700 S. Glacier St Tenant Name: Rainier Industries PROPERTY OWNER Name: Ian Mayther Name: Prologis Inc City: Tukwila State: WA Zip: 98188 Address: 12720 Gateway Dr, Suite 110 Email: ianm@rainier.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Ian Mayther Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Phone: (425) 981-1220 Fax: Email: ianm@rainier.com GENERAL CONTRACTOR INFORMATION Company Name: Rainier Industries Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Phone: (425) 981-1220 Fax: Contr Reg No.: RAINIIL066QP Exp Date: 01/11/2019 Tukwila Business License No.: BUS -0100320 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 7888900080 Suite Number: Floor: 1 New Tenant: m Yes ❑ .. No ARCHITECT OF RECORD Company Name: HW Engineering Engineer Name: Hongyu Wang Company Name: City: Las Vegas State: NV Zip: 89120 Phone: (702) 202-0061 Fax: (702) 221-9962 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: HW Engineering Engineer Name: Hongyu Wang Address: 6270 McLeod Dr, Suite 140 City: Las Vegas State: NV Zip: 89120 Phone: (702) 202-0061 Fax: (702) 221-9962 Email: Hongyu@HWEngineeringUSA.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: a imr) Address: /83W CkyL AV e City:.rU State: 404 Zip:A, pin 116150 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ % 200 , COO Describe the scope of work (please provide detailed information): Existing Building Valuation: $ 21B33, 080 zI u_o-saw of '3L whetNoc-vi-cru 6i Fort Rena T 6 50 -- s 4t- Au. wtee- PRt--breolez. Aux) efl1414c.E coli -KC 11" - 002e). . Will there be new rack storage? ❑ Yes X. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: 0 No If"yes", explain: FIRE PR TECTION/HAZARDOUS MATERIALS: Sprinklers Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page2of4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2nd Floor 3`d Floor 1 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): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: 0 No If"yes", explain: FIRE PR TECTION/HAZARDOUS MATERIALS: Sprinklers Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page2of4 PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): Ni aC Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 0 ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ...Valley View 0 .. Renton ❑ ... Sewer Availability Provided 0 .. Renton ❑ .. 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. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Bond 0 .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ . ❑ ...Cap or Remove Utilities ❑ . ❑ ...Frontage Improvements ❑ . ❑ ...Traffic Control ❑ . ❑ ...Backflow Prevention - Fire Protection Irrigation " Domestic Water 0 ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 ❑ ...Water Main Extension Public 0 ❑ ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding WO # WO # WO # 0 ...Deduct Water Meter Size Private ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 r� PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O R OR AUTH RIZED A ENT: a Signature: Date: 7018 — o9- ' 0 Print Name: .L UU1 Mailing Address: • Day Telephone: qts- - Cf S' - t224 V1L- City H:\Applications\Fomrs-Applications On Line \2011 Applications\Petmit Application Revised - 8-9-11.docx Revised: August 2011 bh • • yr State Zip Page 4 of 4 Cash Register Receip� City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $10,053.13 D18-0126 Address: 6700 5 GLACIER ST Apn: 7888900080 $10,053.13 DEVELOPMENT $9,574.62 PERMIT FEE R000.322.100.00.00 0.00 $9,570.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE 'i $478.51 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14730`$10,053.13 R000.322.900.04.00 0.00 $478.51 Date Paid: Friday, June 15, 2018 Paid By: RAINIER INDUSTRIES Pay Method: CHECK 32634 Printed: Friday, June 15, 2018 12:39 PM 1 of 1 [SYSTEMS ;ash Register Receir r•-\ DESCRIPTIONS PermitTRAK $6,220.58 D18-0126 Address: 6700 S GLACIER ST Apn: 7888900080 $6,220.58 DEVELOPMENT $6,220.58 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R14411 R000.345.830.00.00 0.00 $6,220.58 6,220.58 P Date Paid: Thursday, May 03, 2018 Paid By: RAINIER INDUSTRIES Pay Method: CHECK 31977 Printed: Thursday, May 03, 2018 1:37 PM 1 of 1 SYSTEMS SAFETY DATA SHEET RNS8-00004 Section 1. Identification Product name Product code Other means of identification Product type : Powder. Relevant identified uses of the substance or mixture and uses advised against Not applicable. : POWDURAO RAL Series Superdurable TGIC Free Polyester Powder Coating RAL 8019 GL : RNS8-00004 : Not available. REVIEWED FOR CODE COMPLIANCE APPROVED Manufacturer Emergency telephone number of the company Product Information Telephone Number Regulatory Information Telephone Number : THE SHERWIN-WILLIAMS COMPANY 101 W. Prospect Avenue Cleveland, OH 44115 JUN 11 2018 City of Tukwila BUILDPNG DIVISION : US / Canada: (216) 566-2917 Mexico: SETIQ 01-800-00-214-00 / (52) 55-5559-1588 24 hours / 365 days a year : US / Canada: Not Available Mexico: Not Available : US / Canada: (216) 566-2902 Mexico: Not Available r- vr-7, Transportation Emergency : US / Canada: (800) 424-9300 Telephone Number Mexico: SETIQ 01-800-00-214-00 / (52) 55-5559-1588 24 hours / 365 days a year Section 2. Hazards identification OSHA/HCS status Classification of the substance or mixture GHS label elements Hazard pictograms Signal word Hazard statements : This material is considered hazardous by the OSHA Hazard Communication Standard (29 CFR 1910.1200). : COMBUSTIBLE DUSTS CARCINOGENICITY - Category 2 Percentage of the mixture consisting of ingredient(s) of unknown oral toxicity: 1.2% Percentage of the mixture consisting of ingredient(s) of unknown dermal toxicity: 1.2% Percentage of the mixture consisting of ingredient(s) of unknown inhalation toxicity: 1.2% : Warning : May form combustible dust concentrations in air. Suspected of causing cancer. Precautionary statements Prevention Response RECEIVED CITY OF TUKWILA JUN 062018 PERMIT CENTER Obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Wear protective gloves. Wear eye or face protection. Wear protective clothing. IF exposed or concerned: Get medical attention. Date of issue/Date of revision : 9/8/2017 Date of previous issue :4/18/2017 Version :5 CORRE TION L TR# bto-oab Section 2. Hazards identification Storage Disposal Supplemental label elements : Store locked up. : Dispose of contents and container in accordance with all local, regional, national and international regulations. WARNING: This product contains chemicals known to the State of California to cause cancer and birth defects or other reproductive harm. FOR INDUSTRIAL USE ONLY. Please refer to the SDS for additional information. Keep out of reach of children. Do not transfer contents to other containers for storage. Hazards not otherwise : None known. classified Section 3. Composition/information on ingredients Substance/mixture Other means of identification CAS number/other identifiers : Mixture : Not available. Ingredient name % by weight CAS number Barium Sulfate 22.88 7727-43-7 Titanium Dioxide 1.22 13463-67-7 Any concentration shown as a range is to protect confidentiality or is due to batch variation. There are no additional ingredients present which, within the current knowledge of the supplier and in the concentrations applicable, are classified as hazardous to health and hence require reporting in this section. Occupational exposure limits, if available, are listed in Section 8. Section 4. First aid measures pescriotion of necessary first aid measures Eye contact Inhalation Skin contact Ingestion Immediately flush eyes with plenty of water, occasionally lifting the upper and lower eyelids. Check for and remove any contact lenses. Continue to rinse for at least 10 minutes. Get medical attention. Remove victim to fresh air and keep at rest in a position comfortable for breathing. If not breathing, if breathing is irregular or if respiratory arrest occurs, provide artificial respiration or oxygen by trained personnel. It may be dangerous to the person providing aid to give mouth-to-mouth resuscitation. Get medical attention. If unconscious, place in recovery position and get medical attention immediately. Maintain an open airway. Loosen tight clothing such as a collar, tie, belt or waistband. : Flush contaminated skin with plenty of water. Remove contaminated clothing and shoes. Continue to rinse for at least 10 minutes. Get medical attention. Wash clothing before reuse. Clean shoes thoroughly before reuse. : Wash out mouth with water. Remove dentures if any. Remove victim to fresh air and keep at rest in a position comfortable for breathing. If material has been swallowed and the exposed person is conscious, give small quantities of water to drink. Stop if the exposed person feels sick as vomiting may be dangerous. Do not induce vomiting unless directed to do so by medical personnel. If vomiting occurs, the head should be kept low so that vomit does not enter the lungs. Get medical attention. Never give anything by mouth to an unconscious person. If unconscious, place in recovery position and get medical attention immediately. Maintain an open airway. Loosen tight clothing such as a collar, tie, belt or waistband. Most important symptoms/effects. acute and delayed Potential acute health effects Eye contact : Exposure to airborne concentrations above statutory or recommended exposure limits may cause irritation of the eyes. Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 2/11 Section 4. First aid measures Inhalation Skin contact Ingestion : Exposure to airborne concentrations above statutory or recommended exposure limits may cause irritation of the nose, throat and lungs. : No known significant effects or critical hazards. : No known significant effects or critical hazards. Over-exposure signs/symptoms Eye contact : Adverse symptoms may irritation redness Inhalation : Adverse symptoms may respiratory tract irritation coughing Skin contact : No specific data. Ingestion : No specific data. include the following: include the following: Indication of immediate medical attention and special treatment needed. if necessary Notes to physician : Treat symptomatically. Contact poison treatment specialist immediately if large quantities have been ingested or inhaled. Specific treatments : No specific treatment. Protection of first -aiders : No action shall be taken involving any personal risk or without suitable training. It may be dangerous to the person providing aid to give mouth-to-mouth resuscitation. See toxicological information (Section 11) Section 5. Fire -fighting measures Extinguishing media Suitable extinguishing media Unsuitable extinguishing media Specific hazards arising from the chemical Hazardous thermal decomposition products Special protective actions for fire-fighters Special protective equipment for fire-fighters : Use dry chemical powder. : Avoid high pressure media which could cause the formation of a potentially explosible dust -air mixture. : May form explosible dust -air mixture if dispersed. : Decomposition products may include the following materials: sulfur oxides metal oxide/oxides Promptly isolate the scene by removing all persons from the vicinity of the incident if there is a fire. No action shall be taken involving any personal risk or without suitable training. Move containers from fire area if this can be done without risk. Use water spray to keep fire -exposed containers cool. Fire-fighters should wear appropriate protective equipment and self-contained breathing apparatus (SCBA) with a full face -piece operated in positive pressure mode. Section 6. Accidental release measures Personal precautions. protective equipment and emergency procedures For non -emergency personnel : No action shall be taken involving any personal risk or without suitable training. Evacuate surrounding areas. Keep unnecessary and unprotected personnel from entering. Do not touch or walk through spilled material. Shut off all ignition sources. No flares, smoking or flames in hazard area. Avoid breathing dust. Provide adequate ventilation. Wear appropriate respirator when ventilation is inadequate. Put on appropriate personal protective equipment. Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 3/11 Section 6. Accidental release measures For emergency responders : If specialized clothing is required to deal with the spillage, take note of any information in Section 8 on suitable and unsuitable materials. See also the information in "For non- emergency personnel". Environmental precautions : Avoid dispersal of spilled material and runoff and contact with soil, waterways, drains and sewers. Inform the relevant authorities if the product has caused environmental pollution (sewers, waterways, soil or air). Methods and materials for containment and cleaning un Small spill Large spill : Move containers from spill area. Use spark -proof tools and explosion -proof equipment. Avoid dust generation. Do not dry sweep. Vacuum dust with equipment fitted with a HEPA filter and place in a closed, labeled waste container. Dispose of via a licensed waste disposal contractor. : Move containers from spill area. Use spark -proof tools and explosion -proof equipment. Approach release from upwind. Prevent entry into sewers, water courses, basements or confined areas. Avoid dust generation. Do not dry sweep. Vacuum dust with equipment fitted with a HEPA filter and place in a closed, labeled waste container. Avoid creating dusty conditions and prevent wind dispersal. Dispose of via a licensed waste disposal contractor. Note: see Section 1 for emergency contact information and Section 13 for waste disposal. Section 7. Handling and storage Precautions for safe handling Protective measures Advice on general occupational hygiene : Put on appropriate personal protective equipment (see Section 8). Avoid exposure - obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Do not get in eyes or on skin or clothing. Do not ingest. Avoid breathing dust. Avoid the creation of dust when handling and avoid all possible sources of ignition (spark or flame). Prevent dust accumulation. Use only with adequate ventilation. Wear appropriate respirator when ventilation is inadequate. Keep in the original container or an approved alternative made from a compatible material, kept tightly closed when not in use. Electrical equipment and lighting should be protected to appropriate standards to prevent dust coming into contact with hot surfaces, sparks or other ignition sources. Take precautionary measures against electrostatic discharges. To avoid fire or explosion, dissipate static electricity during transfer by grounding and bonding containers and equipment before transferring material. Empty containers retain product residue and can be hazardous. Do not reuse container. : Eating, drinking and smoking should be prohibited in areas where this material is handled, stored and processed. Workers should wash hands and face before eating, drinking and smoking. Remove contaminated clothing and protective equipment before entering eating areas. See also Section 8 for additional information on hygiene measures. Conditions for safe storage, : Store in accordance with local regulations. Store in a segregated and approved area. including any Store in original container protected from direct sunlight in a dry, cool and well -ventilated incompatibilities area, away from incompatible materials (see Section 10) and food and drink. Store locked up. Eliminate all ignition sources. Separate from oxidizing materials. Keep container tightly closed and sealed until ready for use. Containers that have been opened must be carefully resealed and kept upright to prevent leakage. Da not store in unlabeled containers. Use appropriate containment to avoid environmental contamination. See Section 10 for incompatible materials before handling or use. Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 4/11 Section 8. Exposure controls/personal protection Control parameters Occupational exposure limits (OSHA United States) Ingredient name Exposure limits Barium Sulfate ACGIH TLV (United States, 3/2016). TWA: 5 mg/m3 8 hours. Form: Inhalable fraction NIOSH REL (United States, 10/2016). TWA: 5 mg/m3 10 hours. Form: Respirable fraction TWA: 10 mg/m3 10 hours. Form: Total OSHA PEL (United States, 6/2016). TWA: 5 mg/m3 8 hours. Form: Respirable fraction TWA: 15 mg/m3 8 hours. Form: Total dust Titanium Dioxide ACGIH TLV (United States, 3/2016). TWA: 10 mg/m3 8 hours. OSHA PEL (United States, 6/2016). TWA: 15 mg/m3 8 hours. Form: Total dust Occupational exposure limits (Canada) Ingredient name Exposure limits None. Occupational exposure limits (Mexico) Ingredient name Exposure limits None. Appropriate engineering controls Environmental exposure controls Individual protection measures Hygiene measures Eye/face protection Skin protection Use only with adequate ventilation. If user operations generate dust, fumes, gas, vapor or mist, use process enclosures, local exhaust ventilation or other engineering controls to keep worker exposure to airborne contaminants below any recommended or statutory limits. The engineering controls also need to keep gas, vapor or dust concentrations below any lower explosive limits. Use explosion -proof ventilation equipment. Emissions from ventilation or work process equipment should be checked to ensure they comply with the requirements of environmental protection legislation. In some cases, fume scrubbers, filters or engineering modifications to the process equipment will be necessary to reduce emissions to acceptable levels. Wash hands, forearms and face thoroughly after handling chemical products, before eating, smoking and using the lavatory and at the end of the working period. Appropriate techniques should be used to remove potentially contaminated clothing. Wash contaminated clothing before reusing. Ensure that eyewash stations and safety showers are close to the workstation location. : Safety eyewear complying with an approved standard should be used when a risk assessment indicates this is necessary to avoid exposure to liquid splashes, mists, gases or dusts. If contact is possible, the following protection should be worn, unless the assessment indicates a higher degree of protection: safety glasses with side - shields. If operating conditions cause high dust concentrations to be produced, use dust goggles. Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 5/11 Section 8. Exposure controls/personal protection Hand protection Chemical -resistant, impervious gloves complying with an approved standard should be worn at all times when handling chemical products if a risk assessment indicates this is necessary. Considering the parameters specified by the glove manufacturer, check during use that the gloves are still retaining their protective properties. It should be noted that the time to breakthrough for any glove material may be different for different glove manufacturers. In the case of mixtures, consisting of several substances, the protection time of the gloves cannot be accurately estimated. Body protection : Personal protective equipment for the body should be selected based on the task being performed and the risks involved and should be approved by a specialist before handling this product. Other skin protection : Appropriate footwear and any additional skin protection measures should be selected based on the task being performed and the risks involved and should be approved by a specialist before handling this product. Respiratory protection : Based on the hazard and potential for exposure, select a respirator that meets the appropriate standard or certification. Respirators must be used according to a respiratory protection program to ensure proper fitting, training, and other important aspects of use. Section 9. Physical and chemical properties Appearance Physical state Color Odor : Solid. : Not available. : Not available. Odor threshold : Not available. pH : Not available. Melting point : Not available. Boiling point : Not available. Flash point : Closed cup: >93.3°C (>199.9°F) Evaporation rate : Not available. Flammability (solid, gas) : Not available. Lower and upper explosive : Not available. (flammable) limits Vapor pressure : Not relevant/applicable due to nature of the product. Vapor density : Not available. Relative density : 1.52 Solubility : Not available. Partition coefficient: n- : Not available. octanol/water Auto -ignition temperature : Not available. Decomposition temperature : Not available. Viscosity : Kinematic (40°C (104°F)): >0.205 cm2/s (>20.5 cSt) Molecular weight : Not applicable. Aerosol product Heat of combustion : 1.638 kJ/g Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 6/11 Section 10. Stability and reactivity Reactivity Chemical stability Possibility of hazardous reactions : No specific test data related to reactivity available for this product or its ingredients. : The product is stable. : Under normal conditions of storage and use, hazardous reactions will not occur. Conditions to avoid : Avoid the creation of dust when handling and avoid all possible sources of ignition (spark or flame). Take precautionary measures against electrostatic discharges. To avoid fire or explosion, dissipate static electricity during transfer by grounding and bonding containers and equipment before transferring material. Prevent dust accumulation. Incompatible materials : Reactive or incompatible with the following materials: oxidizing materials Hazardous decomposition : Under normal conditions of storage and use, hazardous decomposition products should not be produced. products Section 11. Toxicological information Jnformation on toxicological effects Acute toxicity Not available. J rri tati o n/C o rros i o n Product/ingredient name Result Species Score Exposure Observation Titanium Dioxide Skin - Mild irritant Human - 72 hours 300 Micrograms Intermittent - Sensitization Not available. Mutagenicity Not available. Carcinogenicity Not available. Classification Product/ingredient name OSHA IARC NTP Titanium Dioxide 2B Reproductive toxicity Not available. Teratogenicitv Not available. Specific target organ toxicity (single exposure) Not available. Specific target organ toxicity (repeated exposure) Not available. Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 7/11 Section 11. Toxicological information Aspiration hazard Not available. Information on the likely : Not available. routes of exposure Potential acute health effects Eye contact : Exposure to airborne concentrations above statutory or recommended exposure limits may cause irritation of the eyes. Inhalation : Exposure to airborne concentrations above statutory or recommended exposure limits may cause irritation of the nose, throat and lungs. Skin contact : No known significant effects or critical hazards. Ingestion : No known significant effects or critical hazards. Symptoms related to the physical. chemical and toxicological characteristics Eye contact : Adverse symptoms may include the following: irritation redness Inhalation : Adverse symptoms may include the following: respiratory tract irritation coughing Skin contact : No specific data. Ingestion : No specific data. Delayed and immediate effects and also chronic effects from short and long term exposure Short term exposure Potential immediate : Not available. effects Potential delayed effects : Not available. Long term exposure Potential immediate : Not available. effects Potential delayed effects : Not available. Potential chronic health effects Not available. General : Repeated or prolonged inhalation of dust may lead to chronic respiratory irritation. Carcinogenicity : Suspected of causing cancer. Risk of cancer depends on duration and level of exposure. Mutagenicity : No known significant effects or critical hazards. Teratogenicity : No known significant effects or critical hazards. Developmental effects : No known significant effects or critical hazards. Fertility effects : No known significant effects or critical hazards. Numerical measures of toxicity Acute toxicity estimates Not available. Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 8/11 Section 12. Ecological information Toxicity Product/ingredient name Result Species Exposure Barium Sulfate Titanium Dioxide Acute EC50 634 mg/I Fresh water Acute LC50 >1000000 pg/I Marine water Crustaceans - Cypris subglobosa Fish - Fundulus heteroclitus 48 hours 96 hours Persistence and degradability Not available. Bioaccumulative potential Not available. Mobility in soil Soil/water partition coefficient (Koc) Other adverse effects : Not available. : No known significant effects or critical hazards. Section 13. Disposal considerations Disposal methods The generation of waste should be avoided or minimized wherever possible. Disposal of this product, solutions and any by-products should at all times comply with the requirements of environmental protection and waste disposal legislation and any regional local' authority requirements. Dispose of surplus and non -recyclable products via a licensed waste disposal contractor. Waste should not be disposed of untreated to the sewer unless fully compliant with the requirements of all authorities with jurisdiction. Waste packaging should be recycled. Incineration or landfill should only be considered when recycling is not feasible. This material and its container must be disposed of in a safe way. Care should be taken when handling emptied containers that have not been cleaned or rinsed out. Empty containers or liners may retain some product residues. Avoid dispersal of spilled material and runoff and contact with soil, waterways, drains and sewers. Section 14. Transport information Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version :5 9/11 DOT Classification TDG Classification Mexico Classification IATA IMDG UN number Not regulated. Not regulated. Not regulated. Not regulated. Not regulated. UN proper shipping name - - - - - Transport hazard class(es) - - - - - Packing group - - - - - Environmental hazards No. No. No. No. No. Additional information - - -- - Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version :5 9/11 Section 14. Transport information Special precautions for user : Multi -modal shipping descriptions are provided for informational purposes and do not consider container sizes. The presence of a shipping description for a particular mode of transport (sea, air, etc.), does not indicate that the product is packaged suitably for that mode of transport. All packaging must be reviewed for suitability prior to shipment, and compliance with the applicable regulations is the sole responsibility of the person offering the product for transport. People loading and unloading dangerous goods must be trained on all of the risks deriving from the substances and on all actions in case of emergency situations. Transport in bulk according : Not available. to Annex II of MARPOL and the IBC Code Proper shipping name Ship type Pollution category : Not available. : Not available. : Not available. Section 15. Regulatory information SARA 313 SARA 313 (40 CFR 372.45) supplier notification can be found on the Environmental Data Sheet. California Prop. 65 WARNING: This product contains chemicals known to the State of California to cause cancer and birth defects or other reproductive harm. Section 16. Other information Hazardous Material Information System (U.S.A.) The customer is responsible for determining the PPE code for this material. For more information on HMIS® Personal Protective Equipment (PPE) codes, consult the HMIS® Implementation Manual. Caution: HMIS® ratings are based on a 0-4 rating scale, with 0 representing minimal hazards or risks, and 4 representing significant hazards or risks. Although HMIS® ratings and the associated label are not required on SDSs or products leaving a facility under 29 CFR 1910.1200, the preparer may choose to provide them. HMIS® ratings are to be used with a fully implemented HMIS® program. HMIS® is a registered trademark and service mark of the American Coatings Association, Inc. Procedure used to derive the classification Classification Justification COMBUSTIBLE DUSTS CARCINOGENICITY - Category 2 On basis of test data Calculation method History Date of printing Date of issue/Date of revision : 9/8/2017 : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 10/11 Section 16. Other information Key to abbreviations : ATE = Acute Toxicity Estimate BCF = Bioconcentration Factor GHS = Globally Harmonized System of Classification and Labelling of Chemicals IATA = International Air Transport Association IBC = Intermediate Bulk Container IMDG = International Maritime Dangerous Goods LogPow = logarithm of the octanol/water partition coefficient MARPOL = International Convention for the Prevention of Pollution From Ships, 1973 as modified by the Protocol of 1978. ("Marpol = marine pollution) UN = United Nations Notice to reader It is recommended that each customer or recipient of this Safety Data Sheet (SDS) study it carefully and consult resources, as necessary or appropriate, to become aware of and understand the data contained in this SDS and any hazards associated with the product. This information is provided in good faith and believed to be accurate as of the effective date herein. However, no warranty, express or implied, is given. The information presented here applies only to the product as shipped. The addition of any material can change the composition, hazards and risks of the product. Products shall not be repackaged, modified, or tinted except as specifically instructed by Sherwin-Williams, including but not limited to the incorporation of non Sherwin-Williams products or the use or addition of products in proportions not specified by Sherwin-Williams. Regulatory requirements are subject to change and may differ between various locations and jurisdictions. The customer/buyer/user is responsible to ensure that his activities comply with all country, federal, state, provincial or local laws. The conditions for use of the product are not under the control of the manufacturer; the customer/buyer/user is responsible to determine the conditions necessary for the safe use of this product. The customer/buyer/user should not use the product for any purpose other than the purpose shown in the applicable section of this SDS without first referring to the supplier and obtaining written handling instructions. Due to the proliferation of sources for information such as manufacturer -specific SDS, the manufacturer cannot be responsible for SDSs obtained from any other source. Date of issue/Date of revision : 9/8/2017 Date of previous issue : 4/18/2017 Version : 5 11/11 04CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 T002-BK08 FS#27038 BLACK 1. PRODUCT AND COMPANY IDENTIFICATION PRODUCT NAME: T002-BK08 FS#27038 BLACK PRODUCT USE: Industrial Powder Coating MANUFACTURER Cardinal Paint and Powder 1329 Potrero Ave S. El Monte, CA, 91733 626 444-9274 24 HR. EMERGENCY TELEPHONE NUMBER CHEMTREC (US Transportation): (800)424-9300 CHEMTREC (International Transportation): (202)483-7616 WEB: WWW.CARDINALPAINT.COM 2. HAZARDS IDENTIFICATION PICTOGRAMS : SIGNAL WORD : DANGER HAZARD STATEMENTS: H317 May cause an allergic skin reaction. H412 Harmful to aquatic life with long lasting effects. H351 Suspected of causing cancer. H372 Causes damage to organs through prolonged or repeated exposure. H318 Causes serious eye damage. H340 May cause genetic defects. REVIE D FOR CODE COMPLIANCE APPROVED JUN 11 2018 Cof Tuila BUILD NG DMS ION PRECAUTIONARY STATEMENTS : P280 Wear protective gloves/protective clothing/eye protection/face protection. P201 Obtain special instructions before use. P202 Do not handle until all safety precautions have been read and understood. P260 Do not breathe dust. CORREcTION LTR# 3. COMPOSITION/INFORMATION ON INGREDIENTS Chemical Name Weight % CAS Number 1,3,5-Triglycidyl Isocyanurate 1% - 5% 2451-62-9 RECEIVED RECEIVED CITY OF TUKW Carbon Black 0.50% - 0.99% 1333-86-4 11 Isl n nn4n 4. FIRST AID MEASURES Description of first aid measures. LA PERMIT CENTER EYE CONTACT : Rinse cautiously with water for several minutes. Remove contact lenses, if present and easy to do. Continue rinsing. Immediately call a poison center or doctor/physician. SKIN CONTACT : Remove affected clothing and wash all exposed area with mild soap and water, followed by warm water rinse. Wash with plenty of soap and water. If skin irritation or rash occurs: Wash with plenty of soap and water. Get medical Page 1 of 12 ,„„,,ECARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 advice/attention. Wash contaminated clothing before reuse. Brush off loose particles from skin. Immerse in cool water/wrap in wet bandages. INGESTION : Rinse mouth. Do NOT induce vomiting. Obtain emergency medical attention. Call a Poison Center or doctor/physician if you feel unwell INHALATION : Allow Victim to breathe fresh air. Allow victim to rest. Remove victim to fresh air and keep at rest in a position comfortable for breathing. Call a Poison Center or doctor/physician if you feel unwell Most important symptoms and effect, both acute and delayed : Symptoms/Injuries: May cause genetic defects. Causes damage to organs. - After Inhalation: Danger of serious damage to health by prolonged exposure through inhalation. Harmful if inhaled. May cause an allergic skin reaction. May cause cancer by inhalation. - After Eye Contact: Causes serious eye damage. - After Ingestion: Swallowing a small quantity of this material may result in serious health hazard. Indication of any immediate medical attention and special treatment needed: No additional information available. 5. FIRE FIGHTING MEASURES SUITABLE EXTINGUISHING MEDIA: Foam, alcohol foam, dry chemical, carbon dioxide, water fog or sand. UNSUITABLE EXTINGUISHING MEDIA: Do not use heavy water stream. FIRE FIGHTING PROCEDURE: Firefighting instructions: Use water spray or fog for cooling exposed containers. Exercise caution when fighting any chemical fire. Prevent fire -fighting water from entering the environment. Protection during firefighting: Firefighters should wear full protective gear. Do not enter fire area without proper protective equipment, including self-contained breathing apparatus with full face piece operated in pressure demand or other positive pressure modes. UNUSUAL FIRE AND EXPLOSION HAZARD: This product is stable at normal handling and storage conditions. 6. ACCIDENTAL RELEASE MEASURES PERSONAL PRECAUTIONS, PROTECTIVE EQUIPMENT AND EMERGENCY PROCEDURES : General measures: Remove ignition sources. Use special care to avoid static electric charges. No smoking. FOR NON -EMERGENCY PERSONNEL : For non -Emergency procedures: Evacuate unnecessary personnel. FOR EMERGENCY RESPONDERS : Protective equipment : Equip cleanup crew with proper protection. - Emergency procedures : Ventilate area. ENVIRONMENTAL PRECAUTIONS : Prevent entry to sewers and public waters. Notify authorities if liquid enters sewers or public water. Avoid release to the environment. METHODS AND MATERIAL FOR CONTAINMENT AND CLEAN UP : On land, sweep or shovel into suitable containers,. Minimize generation of dust. 7. HANDLING AND STORAGE PRECAUTIONS FOR SAFE HANDLING : Wash hands and other exposed areas with mild soap and water before eating, drinking or smoking and when you are leaving work. Provide good ventilation in process area.Use only in well ventilated areas. Obtain special instructions before use. Do not handle until all safety precautions have been read and understood.Eliminate all ignition sources if safe to do so. Avoid breathing dust, fumes and/or vapors. Hygiene measures: Wash Skin thoroughly after handling. CONDITIONS FOR SAFE STORAGE, INCLUDING INCOMPATIBILITIES : Avoid heat sources and direct sunlight. Store in a dry place. Protect from moisture. Keep container closed when not in use. Keep only in the original container in a cool well ventilated place away from heat, ignition sources and direct sunlight. Incompatible products: Strong bases. Strong acids. Incompatible materials: Source of ignition. Direct sunlight. Page 2 of 12 114CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 8. EXPOSURE CONTROLS\PERSONAL PROTECTION 1,3,5-Triglycidyl Isocyanurate(2451-62-9) ACGIH TLV (Threshold Limit Value) I TWA (Time Weighted Average) 0.05 mg/m3 8 hours Carbon Black(1333-86-4) ACGIH TLV (Threshold Limit Value) TWA (Time Weighted Average) 3 mg/m3 8 hours NIOSH REL (Recommended Exposure Limit ) TWA (Time Weighted Average) 0.1mg of PAHs/cm3 10 hours NIOSH REL (Recommended Exposure Limit) TWA (Time Weighted Average) 3.5 mg/m3 8 hours OSHA PEL (Permissible Exposure Limit) TWA (Time Weighted Average) 3.5 mg/m3 8 hours Crystalline Silica(14808-60-7) ACGIH TLV (Threshold Limit Value) TWA (Time Weighted Average) 0.025 mg/m3 8 hours E-Caprolactam(105-60-2) ACGIH TLV (Threshold Limit Value) TWA ( Time Weighted Average) Smg/m3 8 hours Limestone(1317-65-3) ACGIH Not Applicable Not Applicable PERSONAL PROTECTIVE EQUIPMENT RESPIRATORY PROTECTION : Wear approved dust mask. HAND PROTECTION : Wear protective gloves. EYE PROTECTION : Chemical goggles or safety glasses. SKIN AND BODY PROTECTION : Wear suitable protective clothing. WORK HYGIENIC PRACTICES: When using do not eat or drink. When using do not smoke. Wash hands before breaks and at the end of workday. 9. PHYSICAL AND CHEMICAL PROPERTIES Physical state ACGIH Solid Melting point > 650 mg/m3 55 - 90 deg C Flash point Acute toxicity - LD50 - oral - rat No data available. Lower explosion limit 10 g/m3 Upper explosion limit 70 g/m3 Density 1.6285 Solubility No data available. Autoignition temperature No data available. Decomposition temperature No data available. 10. STABILITY AND REACTIVITY REACTIVITY : This product is stable at normal handling and storage conditions. CHEMICAL STABILITY : Stable under normal conditions. CONDITIONS TO AVOID : Direct sunlight. Extremely high or low temperatures. INCOMPATIBLE MATERIALS : Avoid contact with strong oxidizing agents. HAZARDOUS DECOMPOSITION PRODUCTS: Fume. Carbon monoxide. Carbon dioxide. 11. TOXICOLOGICAL INFORMATION 1,3,5-Triglycidyl Isocyanurate(2451-62-9) ACGIH No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by ACGIH Acute toxicity - LC50 - inhalation - rat - male - 4 h > 650 mg/m3 Acute toxicity - LD50 - Dermal - rat- male & female > 2000 mg/kg Acute toxicity - LD50 - oral - rat 100 - 200 mg/kg Page 3 of 12 104CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 Additional information To the best of our knowledge, the chemical, physical, and toxicological properties have not been thoroughly investigated Aspiration hazard No data available Eye irritation - rabbit Severe eye irritation Germ cell mutagenicity In vivo tests showed mutagenic effects Germ cell mutagenicity - AMES test - mouse - male Positive Germ cell mutagenicity - AMES test - S. typhimurium Positive IARC No component of this product present at levels greater than or equal to 0.1%is identified as a probable, possible or confirmed human carcinogen by IARC NTP No component of this product present at levels greater than or equal to 0.1% is identified as a known or anticipated carcinogen by NTP OSHA No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by OSHA Reproductive toxicity No data available Respiratory or skin sensation - Maximization test - guinea pig May cause sensitization by skin contact Skin irritation - rabbit Mild skin irritation - 24 hours Specific target organ toxicity - repeated exposure No data available Specific target organ toxicity - single exposure No data available 2-Mercaptobenzothiazole(149-30-4) ACGIH No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by ACGIH Acute toxicity - LC50 - inhalation - rat > 1270 mg/m3 Acute toxicity - LD50 - dermal - male and female rabbit > 7940 mg/kg Acute toxicity - LD50 - oral - male and femal rat 3800 mg/kg Additional information Repeated dose toxicity - male and female rat - lowest observed adverse effect level - 2500 mg/kg Additional information To the best of our knowledge, the chemical, physical, and toxicological properties have not been thoroughly investigated Aspiration hazard No data available Eye irritation - rabbit No eye irritation / 24 h Germ cell mutagenicity - Ames test - S. typhimurium Negative Germ cell mutagenicity - male and female mouse Negative IARC No component of this product present at levels greater than or equal to 0.1% is identified as a probable, possible or confirmed human carcinogen by IARC NTP No component of this product present at levels greater than or equal to 0.1% is identified as a known or anticipated carcinogen OSHA No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by OSHA Reproductive toxicity No data available Respiratory or skin sensitisation - Buehler test - guinea pig May cause allergic skin reaction Respiratory or skin sensitisation - Maximisation test - guinea pig May cause allergic skin reaction Skin irritation - rabbit No skin irritation / 24 h Specific target organ toxicity - repeated exposure No data available Specific target organ toxicity - single exposure No data available Amorphous Silica(112926-00-8) ACGIH no component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by ACGIH Acute toxicity no data available Acute toxicity: Dermal no data available Acute toxicity: Inhalation no data available Page 4 of 12 04CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 Additional information Amorphous silica is not classified as to its carcinogenicity to humans, however, crystalline silica inhaled in the form of quartz or cristobalite from occupational sources is carcinogenic to humans (Group 1, IARC). Therefore, amorphous silica should be handled as if possessing the same hazards as the crystalline form. To the best of our knowledge, the chemical, physical, and toxicological properties have not been thoroughly investigated. Additional information Stomach - irregularities - based on human evidence Aspiration hazard no data available Carcinogenicity: IARC: Group 3: not classifiable as to its carcinogenicity to humans Eye irritation no data available Germ cell mutagenicity no data available NTP no component of this product present at levels greater than or equal to 0.1% is identified as a known or anticipated carcinogen by NTP OSHA no component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by OSHA Reproductive toxicity no data available Respiratory or skin sensation no data available Skin irritation no data available Specific target organ toxicity - repeated exposure no data available Specific target organ toxicity - single exposure no data available Barium Sulfate(7727-43-7) ACGIH No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by ACGIH Acute toxicity - Dermal No data available Acute toxicity - inhalation No data available Additional information Prolonged inhalation of dust may cause baritosis, a benign pneumoconiosis. If ingested, the presence of soluble barium salts as impurities may cause toxic reactions due to bioaccumulation., Damage to the lungs., To the best of our knowledge, the chemical, physical, and toxicological properties have not been thoroughly investigated. Additional information Stomach irregularities - based on human evidence Aspiration hazard No data available Carcinogenicity - rat - intrapleural - tumorigenic Equivocal tumorigenic agent by RTECS criteria. Lungs, Thorax, or Respiration: Tumors Eye irritation No data available Germ cell mutagenicity - mouse - micronucleus test No reported data IARC No component of this product present at levels greater than or equal to 0.1% is identified as a probable, possible, or confirmed human carcinogen by IARC NTP No component of this product present at levels greater than or equal to 0.1% is identified as a known or anticipated carcinogen by NTP OSHA No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by OSHA Reproductive toxicity No data available Respiratory or skin sensation No data available Skin irritation No data available Specific target organ toxicity - repeated exposure No data available Specific target organ toxicity - single exposure No data available Carbon Black(1333-86-4) Aspiration hazard No data available Carcinogenicity - Rat - Inhalation Tumorigenic: Carcinogenic by RTECS criteria. Lungs, Thorax, or Respiration: Tumors. This product is or contains a component that has been reported to be possibly carcinogenic based on its IARC, ACGIH, NTP, or EPA classification. Limited evidence of carcinogenicity in animal studies. DNA repair - Rat - Female Negative Eye damage/irritation - Rabbit No eye irritation, (OECD Test Guideline 405) Germ cell mutagenicity Ames test, S. typhimurium, negative Hamster - Ovary Negative IARC 2B - Group 2B: Possibly carcinogenic to humans (carbon black) LD50 Dermal - Rabbit > 3,000 mg/kg LD50 Inhalation - Rat No data available Page 5 of 12 1.04CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 LD50 Oral - Rat > 8,000 mg/kg, male and female, (OECD Test Guideline 401) NTP No component of this product present at levels greater than or equal to0.1% is identified as a known or anticipated carcinogen by NTP Organ toxicity Specific target organ toxicity - repeated exposure: No data available Organ toxicity Specific target organ toxicity - single exposure: No data available OSHA No component of this product present at levels greater than 0.1% is identified as a carcinogen or potential carcinogen by OSHA Reproductive toxicity No data available Respiratory/skin sensitization - Guinea pig Did not cause sensitization on laboratory animals, (OECD Test Guideline 406) Skin corrosion/irritation No skin irritation - 24 h, (OECD Test Guideline 404) Crystalline Silica(14808-60-7) ACGIH No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by ACGIH Acute Dermal toxicity no data available Acute Inhalation toxicity no data available Additional information Liver - Irregularities - based on human evidence Additional information Prolonged inhalation of crystalline silica may result in silicosis, a disabling pulmonary fibrosis characterized by fibrotic changes and miliary nodules in the lungs, a dry cough, shortness of breath, emphysema, decreased chest expansion, and increased susceptibility to tuberculosis. In advanced stage, loss of appetite, pleuric pain, and total incapacity to work. Advanced silicosis may result in death due to cardiac failure or destruction of lung tissue. Crystalline silica is classified as group 1 "known to be carcinogenic to humans" by IARC and "sufficient evidence" of carcinogenicity by the NTP., The chronic health risks are associated with respirable particles of 3-4 um over protracted periods of time. Currently, there is a limited understanding of the mechanisms of quartz toxicity, including its mechanisms for lung carcinogenicity. Additional studies are needed to determine whether the cell transforming activity of quartz is related to its carcinogenic potential. Aspiration hazard no data available Carcinogenicity Limited evidence of carcinogenicity in human studies eye irritation no data available Germ cell mutagenicity no data available IARC Group 1: Carcinogenic to humans (Quartz) NTP Known to be human carcinogen (Quartz) OSHA No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by OSHA Reproductive toxicity no data available Respiratory or skin sensation no data available Skin irritation no data available Specific target organ toxicity - repeated exposure - inhalation may cause damage to organs through prolonged or repeated exposure Specific target organ toxicity - single exposure no data available E-Caprolactam(105-60-2) Acute toxicity - LC50 - inhalation - mouse 450 mg/m3 : Muscle contraction or spasticity Acute toxicity - LC50 - inhalation - rat 300 mg/m3 Acute toxicity - LD50 - dermal - rat > 2000 mg/kg Acute toxicity - LD50 - oral - rat 1210 mg/kg Additional information Convulsions, To the best of our knowledge, the chemical, physical, and toxicological properties have not been thoroughly investigated Additional information Stomach irregularities based on human evidence Aspiration hazard No data available Behavioral Convulsions or effect on seizure threshold. Carcinogenicity This product is or contains a component that is probably not carcinogenic based on its IARC, ACGIH, NTP, or EPA classification. Eye irritation - rabbit Moderate eye irritation - 24 h IARC Group 4: Probably not carcinogenic to humans NTP No component of this product present at levels greater than or equal to 0.1% is identified as a known or anticipated carcinogen by NTP Nutritional and Gross Metabolic - changes in body temperature Decrease OSHA No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by OSHA Page 6 of 12 ii4CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 Remarks Sense organs and special senses (nose, eye, ear and taste): Eye: Chromodacryorrhea Reproductive toxicity No data available Respiration or skin sensitization - germ cell mutagenicity No data available Skin irritation - rabbit Mild skin irritation - 24 h Specific target organ toxicity - repeated exposure No data available Specific target organ toxicity - single exposure May cause respiratory irritation Limestone(1317-65-3) ACGIH, IARC, NTP, CA Prop 65 Not listed Draize test, rabbit, eye 750 ug/24H severe Draize test, rabbit, skin 500 mg/24H moderate Epidemiology No information available Mutagenicity No information available Neurotoxicity No information available Oral, rat: LD50 6450 mg/kg Reproductive effects No information available Teratogenicity No information available 12. ECOLOGICAL INFORMATION 1,3, 5 -Trig lycidyl Isocyanurate(2451-62-9) Bioaccumulative potential No data available Mobility in soil No data available Other adverse effects An environmental hazard cannot be excluded in the event of unprofessional handling or disposal. Harmful to aquatic life with long lasting effects PBT & vPvB not available/not required Persistence and degradability - biodegradability - aerobic - exposure time: 44 d 0.5 - 1% - not biodegradable Toxicity to algae - growth inhibition - EC50 - Desmodesmus subspicatus 29 - 30 mg/I - 72 h Toxicity to bacteria - Respiration inhibition - IC50 - Sludge Treatment > 100 mg/I 3 h Toxicity to daphnia and other aquatic invertebrates - Immobilization - EC50 - daphnia magna (water flea) > 100 mg/I - 24 h Toxicity to fish - static test LC50 - danio rerio (zebra fish) > 77 mg/I - 96 h 2-Mercaptobenzothiazole(149-30-4) Bioaccumulative potential - bioaccumulation - carp 0.1 mg/L / 42 d Bioaccumulative potential - Bioconcentration factor < 0.8 Mobility in soil No data available Other adverse effects An environmental hazard cannot be excluded in the event of unprofessional handling or disposal. Very toxic to aquatic life with long lasting effects. PBT and vPvB Not available/not required Persistence and degradability - biodegradability - biotic/aerobic 1% - not readily biodegradable - exposure time: 28 d Toxicity to algae - growth inhibition - EC50 - green algae 0.5 mg/L - 72 h Toxicity to daphnia and other aquatic invertebrates - immobilization EC50 - Daphnia magna (water flea) 0.71 mg/L / 48 h Toxicity to fish - flow-through test - LC50 - rainbow trout 0.73 mg/L / 96 h Amorphous Silica(112926-00-8) Bioaccumulative potential no data available Mobility in soil no data available PBT and vPvB not available/not required Persistence and degradability no data available Page 7 of 12 11,4CARDINAI. SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 Toxicity no data available Barium Sulfate(7727-43-7) Bioaccumulative potential No data available Mobility in soil No data available PBT and vPvB not available/not required Persistence and degradability The methods for determining biodegradability are not applicable in inorganic substances Toxicity No data available Carbon Black(1333-86-4) Bioaccumulative potential No data available EC50 Toxicity to algae Desmodesmus subspicatus (green algae > 10,000 mg/I - 72 h (OECD Test Guideline 201) EC50 Toxicity to daphnia and other aquatic invertebrates Daphnia magna (Water flea) > 5600 mg/I - 24 h (OECD Test Guideline 202) Mobility in soil No data available PBT and vPvB assessment Not available/not required Persistence and degradability No data available Toxicity to fish LC50 Danio rerio (zebra fish) >1000 mg/I - 96 h Crystalline Silica(14808-60-7) Bioaccumulative potential no data available Mobility in soil no data available PBT and vPvB not available/not required Persistence and degradability no data available Toxicity no data available E-Caprolactam(105-60-2) Bioaccumulative potential No data available Mobility in soil No data available PBT and vPvB not available/not required Persistence and degradability No data available Toxicity to algae - EC50 - green algae 4320 - 4800 mg/I - 72 h Toxicity to daphnia and other aquatic invertebrates - EC50 - Daphnia magna (water flea) 828 - 2920 mg/I - 48 h Limestone(1317-65-3) Ecotoxicity No data available Environmental No information reported Physical No information available 13. DISPOSAL CONSIDERATIONS WASTE TREATMENT METHODS GENERAL INFORMATION : No data available. DISPOSAL METHOD: Dispose of in accordance with Local, State, Regional, National and International Regulations. Ecology - waste materials: Avoid release to the environment. 14. TRANSPORT INFORMATION 1 *CHECK WITH YOUR CARRIER FOR ADDITIONAL RESTRICTIONS THAT MAY APPLY. 1 USDOT GROUND DOT (DEPARTMENT OF TRANSPORTATION) PROPER SHIPPING NAME (DOT) : Not Regulated/Not Applicable HAZARDS CLASS : None UN/NA NUMBER : Not Applicable PACKING GROUP : None EMERGENCY RESPONSE GUIDE (ERG) : Not Applicable IATA (AIR) DOT (INTERNATIONAL AIR TRANSPORTATION ASSOCIATION) PROPER SHIPPING NAME : Not Regulated/Not Applicable HAZARDS CLASS : Not Applicable UN/NA NUMBER : Not Applicable PACKING GROUP : Not Applicable EMERGENCY RESPONSE GUIDE (ERG) : Not Applicable Page 8 of 12 .4CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 IMDG (OCEAN) PROPER SHIPPING NAME : Not Regulated , Not Applicable HAZARDS CLASS : Not Applicable UN/NA NUMBER : Not Applicable PACKING GROUP : Not Applicable EMERGENCY RESPONSE GUIDE (ERG) : Not Applicable MARINE POLLUTANT : No SPECIAL PRECAUTIONS : P235 Keep cool. Page 9 of 12 ,I4CARDI14AL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 15. REGULATORY INFORMATION US FEDERAL REGULATIONS All ingredients are TSCA (Toxic Substance Control Act) listed. OSHA HAZARDS : Moderate skin irritant, Moderate eye irritant. EPCRA - Emergency CERCLA REPORTABLE QUANTITY SARA 304 Extremely Hazardous Substances Reportable Quantity : This material does not contain any components with a section 304 EHS RQ. SARA TITLE III (SUPERFUND AMENDMENTS AND REAUTHORIZATION ACT) SARA 311/312 Hazards : Acute Health Hazard, Chronic Health Hazard. This product contains: Chemical CAS# 1,3,5-Triglycidyl Isocyanurate 2451-62-9 Carbon Black 1333-86-4 SARA 313: No SARA 313 chemicals are present CLEAN AIR ACT : INTERNATIONAL REGULATIONS CLASSIFICATION Eye Dam. 1 Skin Sens. 1 Muta. 1B Carc. 2 STOT RE 1 Aquatic Chronic 3 ACCORDING TO REGULATION (EC) No. 1272/2008 (CLP) : H318 Causes serious eye damage H317 May cause an allergic skin reaction H340 May cause genetic defects H351 Suspected of causing cancer H372 Causes damage to organs through prolonged or repeated exposure H412 Harmful to aquatic life with long lasting effects NATIONAL REGULATIONS This product contains: Chemical CAS# #Carbon Black 1333-86-4 National Regulations Key # Indicates a chemical listed by IARC as a possible carcinogen. STATE REGULATIONS CALIFORNIA PROPOSITION 65 This product contains: Chemical CAS# *Crystalline Silica 14808-60-7 California Proposition 65 Key *This product contains (a) chemical (s) known to the State of California to cause cancer. #This product contains (a) chemical (s) known to the State of California to be carcinogenic. +This product contains (a) chemical (s) known to the State of California to cause birth defects or other reproductive harm. Page 10 of 12 Ii4CARDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 Massachusetts Right to Know This product contains Chemical CAS# Barium Sulfate 7727-43-7 Limestone 1317-65-3 Carbon Black 1333-86-4 Amorphous Silica 112926-00-8 Crystalline Silica 14808-60-7 E -Caprolactam 105-60-2 Pennsylvania Right to Know This product contains Chemical CAS# Barium Sulfate 7727-43-7 Limestone 1317-65-3 Carbon Black 1333-86-4 Amorphous Silica 112926-00-8 Crystalline Silica 14808-60-7 2-Mercaptobenzothiazole 149-30-4 E -Caprolactam 105-60-2 New Jersey Right to Know This product contains Chemical CAS# Barium Sulfate 7727-43-7 Limestone 1317-65-3 1,3,5-Triglycidyl Isocyanurate 2451-62-9 Carbon Black 1333-86-4 Amorphous Silica 112926-00-8 Crystalline Silica 14808-60-7 2-Mercaptobenzothiazole 149-30-4 E -Caprolactam 105-60-2 Page 11 of 12 ...4C/►RDINAL SAFETY DATA SHEET ISSUED: 3/23/2016 REFERENCE: BK08-T002 16. OTHER INFORMATION Other Product Information: % Volatile by Volume : % Solids by volume : VOC CONTENT: 0.00 % Volatile by Weight : 100.00 % Solids by Weight : 0.00 Content tested per EPA METHOD 24, ASTM D2369 is less than 1% Wt/Wt. HMIS RATING Health : 2 Flammability : 1 Reactivity : 0 Personal Protection : E 100.00 NFPA CODES MANUFACTURER DISCLAIMER : The information contained in this Safety Data Sheet is considered to be true and accurate. Cardinal Paint and Powder makes no warranties, expressed or implied, as to the accuracy and adequacy of this information. This data is offered solely for the user's consideration, investigation and verification. Page 12 of 12 C REVIEWED FOR CODE COMPLIANCE APPROVED Below are the responses to the request for further information from the ' ire Depat lieWon-mit #D18-0126: • Regarding Powder Coat Booth: City of Tukwila BUILDING DIVISION IFC (CH24) NFPA (CH33) Powder Coat (PC) Booth Requirements 2404.3.3.1 33.5.3.2 The walls of the PC booth are constructed of single -skin 18 gage steel 2404.3.2.5 33.4.1 There is 3ft around PC booth 2404.3.3.4 33.5.1.4 The door openings for the PC booth are 30" (w) x 80" (h) 2404.6.2.1 33.5.6.1 The windows are heat treated and sealed in place to prevent escaping vapors 2404.6.2.3 33.5.6 PC Booth luminaries shall be listed for use PC booths 2406.4 33.15.5 PC Booth will Automatic Sprinkler System inside of it, of an approved fire extinguishing system 2406.7 33.15.8 Annex C PC filters (99% HEPA final filters) and ventilation will be sufficient to maintain the atmosphere below one-half minimum explosive concentration of material being applied. 2406.6.1 33.15.9.2 Drying, curing shall meet IFC CH 30 and NFPA CH 86 2406.6.3 33.15.9 All materials entering PC booth will be 50° F below powder auto - ignition temperature 2406.6 33.15.7 All elrectrical shall follow NFPA CH 70 and NEC 2404.8 33.15.16.3 Powder system shall be interlocked to booth ventilation, cannot apply coating without ventilation operating • Regarding Class B Ovens: IFC (CH30) NFPA (CH86) Class B Oven Requirements 3003.1 86.5.1 The location of the ovens will not interfere with structural members of existing building structure. 3003.4 86.5.1.4.3 The ovens will be insulated to keep the exterior surfaces less than 160°F. Max Oven temperature 400°F. Walls are 5" thick 8# density rock wool insulations encased in 20 gage steel 3004.1 86.6.2.4.2 Gas connection in accordance with IFGC/NFPA 54, connection by others. 3005.1 86.8.16.2 Interlocks not required on Class B ovens if max temperature limit specified by oven manufacturer cannot be exceeded 3006.1 86.9.2.2 Ovens shall be protected by approved automatic fire -extinguishing system complying with IFC CH 9/NFPA CH 13 3007.3 86.7.3.1 Ovens shall be operated per manufacturer's instructions; instructions supplied upon install of ovens 3007.4 84.7.4.1 Ovens will be maintained in accordance with manufacturer's instructions; instructions supplied upon install of ovens • Attached are SDS for the (2) types of powder operated in the powder coat booth. Ns-oi CORRECTION Rainier Industries Ltd. 800.869.7162 425.251.5o�65TaR# )18375 Olympic Avenue South, Seattle, Washington 98188 USA www.rainier.com RECEIVED CITY OF TU KWILA JUN 0 6 2018 PERIVICT CENTER • r J, oENGINEERING Li M - STRUCTURAL ENGINEERS & CONSULTANTS STRUCTURAL CALCULATIO PROJECT NAME: Auto System Anchorage at Glacier Buildi PROJECT ADDRESS: 6700 S. Glacier St, Tukwila, WA 98188 PROJECT NO: 18083 CLIENT: lan Mayther COMPANY: Rainer Industries 18375 Olympic Ave. S Tukwila, WA 98188 DATE: April 27, 2018 04/27/2018 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING DIVISION RECEI CITY OF TUKWILA APR 3 0 2018 PERMIT CENTER HW Engineering License and Non Disclosure and Reproduction IMPORTANT NOTICE TO BUILDING AND SAFETY PERSONNEL - The enclosed calculations and hard copy prints ("Enclosed") are copyright protected by HW Engineering. It is understood that while the Enclosed may be required for verification of structural design and approval, it is not necessary for the manufacture or construction of the structure or its components. It is the express wish of HW Engineering that these proprietary calculations not be returned or redistributed to anyone other than the copyrighted owner as referenced in the ownership paragraph below and that any unnecessary submitted copies be retumed or destroyed. Ownership: This document and the Enclosed are copyrighted by HW Engineering, 6270 McLeod Drive, Suite 140, Las Vegas, NV 89120. All rights reserved. This is not a sale or transference; all right, title and interest in the Document (in both electronic file and hard copy) belong to HW Engineering. REV DATE BY DESCRIPTION 11I3•_lM•_lTl'1i LLfli� i !WK. . • �l43■ im\ ,t L' t -dAnsI umink A- ■ MAAA 5 2018 '- tyofTu 'a = , LDING DIVI N 6270 McLeod Drive. Suite 140. Las Veaas. NV 89120 Phon 02.2 r .00 navuOhw a A_com HW Engingering Job #18083 www.hwengineeringUSA.com 1/63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 4 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/26/2018 4 Shear load Load V„a [Ib] Capacity Vn [Ib] Utilization pv = Vua/; Vn Status Steel Strength* 200 3111 7 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 200 1509 14 OK Concrete edge failure in direction y+** 200 4050 5 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC -ES ESR -3027 w Vsteei Z Vua ACI 318-08 Eq. (D-2) Variables Ase,v [In.2] luta [psi] 0.09 120300 Calculations Vsa [Ib] 5185 Results V. [Ib] 4' steer (1) Vsa [Ib] Vua [Ib] 5185 0.600 3111 200 4.2 Pryout Strength Vcp = kcp [(, Ncp) W ed,N W c,N W cp,N Nb] ACI 318-08 Eq. (D-30) 4) Vcp z Vua ^N ACI 318-08 Eq. (D-2) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCo = 9 hef ACI 318-08 Eq. (D-6) 1 W ec,N =1 + 2 eN s 1.0 ACI 318-08 Eq. (D-9) 3 her W ed,N = 0.7 + 0.3 (-o in) s 1.0 ACI 318-08 Eq. (D-11) 1.5het W cp,N = MAX``Cbacin 1.5hbac Jef) S 1.0 ACI 318-08 Eq. (D-13) ac Nb = kc a, \ o hef5 ACI 318-08 Eq. (D-7) Variables kcp hef [in.] ec1,N [in.] ec2,N [In.] Ca,min [in.] 1 1.860 0.000 0.000 12.000 W c,N bac [in.] kC 1.000 2.920 17 Calculations ANc [in•2] 31.14 Results VCp [lb] 2156 1 2 ANcO [In• ] W ec1,N W ec2,N 31.14 1.000 1.000 fc [psi] 2500 concrete 4' Vcp [Ib] Vua [Ib] 0.700 1509 200 f f dr Ln ,n e„ng Jecked for agreement data and result5 mist be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan W ed,N W cp,N Nb [Ib] 1.000 1.000 2156 9,/63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 3 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/26/2018 3.2 Concrete Breakout Strength Ncb — (ANT) W ed,N W c,N W cp,N Nb Ncb Z Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) Awn = 9 het 2W ec,N — 1 + eN 5 1.0 3 her ed,N = 0.7+0.3 (1.5hca'n"ner)51.0 W cp.N = MAX, �acmin 1 cac ) 5 1.0 �bac Nb = kc 1` VTd he}5 ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (0-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (0-7) Variables he [in.] ec1,N [in.] ec2,N [in.] Ca,min [in.] W c,N 1.860 0.000 0.000 12.000 1.000 cad [in.] kc fc [psi] 2.920 17 1 2500 Calculations ANc [i n.2] 31.14 Results Nd1, [Ib] 2156 ANcO [in.2] W ec1,N W ec2,N 31.14 1.000 1.000 m concrete 4) Ncb [Ib] N„8 [Ib] 0.650 1402 200 Input data aWd reEst5 in iset bethJevcbked18083 for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan W ed,N 1.000 W cp,N 1.000 Nb [Ib] 2156 8,'C3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 2 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/26/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 200 200 0 200 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 200 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load N. [Ib] Capacity $ N„ [Ib] Utilization 13N = Nua/ N„ Status Steel Strength* 200 6718 3 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 200 1402 15 OK anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4) Nsa a N. Variables Ase.N [in.2] refer to ICC -ES ESR -3027 ACI 318-08 Eq. (D-1) futa [psi] 0.09 Calculations Nsa [Ib] 10335 Results Nsa [Ib] 10335 120300 4) steel 0.650 4) Nsa [Ib] N. [lb] 6718 200 ttw L., ,,, a„ngyvofftorag Input data and resulta moist be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-21x)9 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan 7, /63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 1 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/26/2018 Specifiers comments: anchor at detail I&J/P2 (for spray booth, dry oven, cure oven, and gel oven) 1 Input data Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 3/8 (2 1/2) Effective embedment depth: her = 1.860 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR -3027 Issued I Valid: 2/1/2016 1 12/1/2017 Proof: Design method ACI 318 /AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: 1.x ly x t = 2.000 in. x 1.500 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (L x W x T) = 0.250 in. x 1.000 in. x 0.000 in. Base material: cracked concrete, 2500, fc' = 2500 psi; h = 9.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.ib] Z 8t 1IW EngingL, jug Jub #18083 Input data and result'; mtst be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan C,'C3 uplift from seismic hor. shear from seismic max forces at column base Finax := max Pmax + UPmax+ jpmax2 + max ) Upmax := Fseis vert ' PDL Vmax Fseis hori ' PDL Up = 302 • lbf Vmax = 726 • lbf Finax = 4 • kip Mmax := Vmax • 10.5 • ft Mmax = 91.53 • kip • in 3/16 all arond welding for column to base plate total welding thickness tweed := 2 - t web and flang thickness of W6x15 column t := 3 in 16 tweld = 0.375 • in tw := 0.23 • in tf := 0.26 • in tweed ratiothickness •= ratiothiclmess = 1.442 max(tw, tf) 50 • ksi ratiostress ratiostress = 1.19 0.6. 70 • ksi check_w := if(ratiothiclmess > ratiostress , "Welding is Ok" , "NG" ) check_w = "Welding is Ok" 04/27/2018 (6)3/4" dia HILTI KH -EZ anchors with 6.25" emb, for base plate to existing concrete slab. Sufficient. For more information see anchor design sheets next. Steel beam to beam connection(detail I/P5) Maximum downward Toad due to dead and live Toad PDL := 0.62 • kip Pmax PDL + PLL uplift from seismic hor. shear from seismic PLL := 1.5 • kip worst case Pmax = 2.12 • kip UPmax Fseis vert ' PDL Vmax Fseis hori ' PDL max design forces at connection max := max Pmax + UPmax, Pmax2 + Vmax2) 3/16" welding for steel beam to beam v:=-3 • in 16 Upm = 117 - lbf Vmax = 281 • lbf Finax = 2.24 • kip D := 3 Lw := 4 • in 4" welding length for a conservative design Fa welding 0.928 - kp • D • Lw Fa_welding = 11.136 - kip check_welding := if (Fa_welding > F., "Welding is sufficient" , "NG") check_welding = "Welding is sufficient" All other Misc. Weld shall be Minimum 3/16" E70XX weld or as noted on plan. HW Engingering Job #18083 35/63 anchor tension due to overturning check = "No overturning" Twater anchor OT 0 kip design seismic forces to each anchor horizontal Vwater max •_ Seismicwater hori NUmanchor water SeiSmicwater vert vertical Twater T _ Twater 0.028 kip Numanchor water total (4)1/2" dia Hilti KH -EZ anchors with min 2.5" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. 04/27/2018 Vwater max = 0.068 • kip From above, the maximum design forces for 1/2" dia Hilti KH -EZ anchor Vmax := max(Vtankstandmax Vwatermax) T,nax := max(Ttankstand_max , Twater max) Vmax = 0.284 kip Tmax = 0.133 • kip Assume both shear and tension forces happened at same time for a conservative design. See anchor design on next sheet. Steel beam to column connection(detail D&E/P5) Maximum downward Toad due to dead and live load PDL := 1.4 kip "max PDL + PLL uplift from seismic hor. shear from seismic PLL := 2.1 • kip worst case "max =3.5• kip UPmax Fseis vert' PDL Upmax = 265 • lbf Vmax Fseis hori ' PDL Vmax = 636 • lbf 2 Fina, := max Pmax + UPmax, J"max + Vmax2 Fmax = 3.76 • kip 3/16" welding for steel beam to column top plate and plate to column 3 in D := 3 Lw := 4 - in 4" welding length for a conservative design 16 Fa welding 0.928. kip • D • Lw Fa welding = 11.136 • kip in check_welding := if (Fa welding > Finax, "Welding is sufficient" , "NG") check_welding = "Welding is sufficient" Column to existing concrete slab connection(detail C/P5) Maximum downward load due to dead and live Toad PDL := 1.6 • kip PLL := 2.1 • kip Pmax PDL + PLL "max = 3.7 • kip for a conservative design HW Engingering Job #18083 34/63 total (4)1/2" dia Hilti KH -EZ anchors with min 2.5" emb into existing concrete slab Numanchor tankstand 4 total design seismic force to the equipment horizontal vertical check overturning SeiSmiCtankstand hori Wtankstand ' Fseis hori 04/27/2018 Seismictankstand hori = 1.135 • kip Seismic ,kstand vert Wtankstand ' Fseis vert Seismictankstand vert = 0.473 • kip OT := Seismictatans hori ' 2 OT = 4.37 • kip • ft Resist := Wtankstand • Resist = 4.271 • kip • ft 2 check := if(Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) check = "Anchors designed to resist overturning" OT — Resist Ttankstand anchor OT Ttankstand_anchor_OT = 0.014 • kip B • 0.5NUmanchor tankstand anchor tension due to overturning design seismic forces to each anchor horizontal Vtankstand max Seismictankstand hori Numanchor tankstand Seismic. ankstand_vert vertical Ttankstand_max + Ttankstand anchor_OT Ttankstandmax = 0.133 • kip Numanchor tankstand total (4)1/2" dia Hilti KH -EZ anchors with min 2.5" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. Water eater base anchor (detail J/P6) equipment length L := 3 • ft + 11 • in width B := 3 • ft + 7 • in height h := 6.8 • ft total weight of equipment Wwater 0.6 • kip total (4)1/2" dia Hilti KH -EZ anchors with min 2.5" emb into existing concrete slab Vtankstand max = 0.284 • kip Numanchor water 4 total design seismic force to the equipment horizontal Seismicµ,ater hori WwaterFseis hori Seismicwater hori = 0.272 • kip vertical Seismicwater vert Wwater' Fseis vert Seismicwater vert = 0.113 • kip check overturning OT := Seismicwater hori . h2 OT = 0.926 • kip • ft B Resist := Wwater ' — Resist = 1.075 kip • ft 2 check := if(Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) HW Engingering Job #18083 33/63 04/27/2018 total (16)1/2" dia Hilti KH -EZ anchors with min 3" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. Typ tank base anchor (detail F/P4) equipment length L := 7 • ft + 7 • in width B := 2 - ft + 0 • in height h := 3 • ft total weight of equipment Wtank:= 9 • kip total (4)1/2" dia Hilti KH -EZ anchors with min 3" emb into existing concrete slab Numanchor tank 4 total design seismic force to the equipment horizontal SeiSmictank hori Wtank • Fseis hori Seismicta„k hori = 4.086 • kip vertical Seismicta„k vert •= Wtank • Fseis vert Seismictank Jed = 1.701 • kip check overturning OT := Seismic hori • h OT = 6.129 • kip • ft 2 Resist := Wtank • B 2 Resist = 9 • kip • ft check := if(Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) check = "No overturning" anchor tensionTtank anchor oT 0 kip due to overturning design seismic forces to each anchor horizontal Vtank max Seismic hori Numanchor tank Seismic vert vertical Ttank_max + Ttank_anchor_OT Ttank_max = 0.425 • kip Numanchor tank total (4)1/2" dia Hilti KH -EZ anchors with min 3" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. Vtank max = 1.021 • kip From above, the maximum design forces for 1/2" dia Hilti KH -EZ anchor Vmax max(Vwash max, Vtank_max) Tmax wash_max, Ttank_max) Vmax = 1.021 • kip Tmax = 0.779 • kip Assume both shear and tension forces happened at same time for a conservative design. See anchor design on next sheet. Tank&stand base anchor (detail I/P6) equipment length L := 3 • ft + 5 • in width B := 3 • ft + 5 - in height h := 7.7 • ft total weight of equipment Wtankstand := 2.5 kip HW Engingering Job # 18083 32/63 04/27/2018 design seismic forces to each anchor SeiSmicgeloven_hori horizontal Vgeloven max Vgeloven_max = 0.05 • kip Numanchor_geloven Seismicgeloven_vert vertical Tgeloven_max •+ Tgeloven anchor_OT Tgeloven_max = 0.076 kip Numanchor_geloven (2)3/8" dia Hilti KH -EZ anchors @ 14" O.C. with min 2.5" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. From above, the maximum design forces for 3/8" dia Hilti KH -EZ anchor Vmax spray_max Vdryoven maxVcureovenmax , Vgeloven_max) Tmax := max(Tspray max, Tdryoven max, Tcureovenmax . Tgelovenmax) Vmax = 0.104 • kip T,nax = 0.076 • kip Assume both shear and tension forces happened at same time for a conservative design. See anchor design on next sheet. Wash/rinse booth base anchor (detail E/P4) equipment length L := 26.8 + 10 • in width B := 4 • ft + 4 • in height h := 14 • ft total weight of equipment Wwash := 19 • kip total (16)1/2" dia Hilti KH -EZ anchors with min 3" emb into existing concrete slab Numanchor wash 16 total design seismic force to the equipment horizontal vertical check overturning SeiSmicwash hori Wwash • Fseis hori Seismicwash vert Wwash • Fseis vert h OT := Seismicw,ash_hori • 2 Resist := Wwash • B2 Seismicwash hori = 8.626 • kip Seismicwash vert = 3.591 • kip OT = 60.382 • kip • ft Resist = 41.167 • kip • ft check := if (Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) anchor tension due to overturning check = "Anchors designed to resist overturning" OT — Resist Twash anchor OT •_ design seismic forces to each anchor horizontal vertical B • 0•SNumanchor wash Seismicwash_hori Vwash_max NUM anchor wash Seismiew,ash vert Twash_max + Twash_anchor_OT Numanchor wash Twash anchor OT = 0.554 • kip Vwashmax = 0.539 • kip Twash_max = 0.779 kip HW Engingering Job #18083 31/63 h OT := Seismiccureoven_hori ' 2 B Resist := Wcureoven ' — 2 OT = 49.372 • kip • ft Resist = 90 • kip • ft check := if(Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) check = "No overturning" anchor tension Tcureoven anchor OT 0 kip due to overturning design seismic forces to each anchor horizontal vertical SeiSmiCcureoven hori Vcureoven_max Numanchorcureoven SeiSmiCcureoven vert Tcureoven_max + Tcureoven_anchor_OT Numanchorcureoven (2)3/8" dia Hilti KH -EZ anchors @ 14" O.C. with min 2.5" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. Gel oven base anchor (detail J/P2) equipment length L := 27 • ft + 4 • in width B := 3 • ft + 4 • in height h := 11 • ft total weight of equipment Wgeloven 5.5 • kip (2)3/8" dia Hilti KH -EZ anchors @ 14" O.C. with min 2.5" emb into existing concrete slab 04/27/2018 Vcureoven max = 0.085 • kip Tcureoven max = 0.035 • kip perimeter of the equipment total numbers of anchors s := 14• in Perimetergeloven := 2 • (L + B) Perimetergeloven = 61.333 - ft Perimetergeloven Numanchor eloven := 2 Numanchor_geloven = 105 S NUmanchor_geloven := 50 total design seismic force to the equipment horizontal vertical check overturning numbers of anchors used for a conservative design Seismicgeloven hori := Wgeloven ' Fseis_hori Seismicgeloven hori = 2.497 • kip SeismiCgelovenven Wgeloven ' Fseis_vert Seismicgeloven_vert = 1.04 • kip OT :=Seismicgeloven hori ' 2 OT = 13.733 • kip • ft Resist := Wgeloven ' B Resist = 9.167 kip • ft check := if (Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) check = "Anchors designed to resist overturning" OT —Resist anchor tension T T 0055 • kip anchor_OT �= geloven_anchor OT = .• due to overturning B • 0.5NUmanchor_geloven HW Engingering Job #18083 30/63 total numbers of anchors 04/27/2018 Perimeter oven NUmanchordryoven 2 NUmanchor dryoven = 110 s Numanchor_dryoven 50 total design seismic force to the equipment horizontal vertical check overturning numbers of anchors used for a conservative design SeismiCdryoven hori WdryovenFseis hori Seismicdiyoven_hori = 2.497 kip SeismiCdry,ovenvert := Wdryoven • Fseis_vert Seismicd,y;oven vert = 1.04 • kip OT := Seismicd y,oven_hori 2 h OT = 17.604 - kip • ft B Resist :=Wciryoven • Resist = 13.292 • kip . ft check := if (Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) anchor tension due to overturning check = "Anchors designed to resist overturning" OT — Resist Tdryoven_anchor_OT Tdryoven anchor OT = 0.036 kip B • 0.5NUmanchordryoven design seismic forces to each anchor horizontal Vdryovenmax _ Seismicd,y,oven_hon NUmanchor dryoven Seismicdryoven vert vertical T + T dryoven max •— dryoven_anchor_OT NUmanchor_dryoven (2)3/8" dia Hilti KH -EZ anchors @ 14" O.C. with min 2.5" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. Cure oven base anchor (detail J/P2) equipment length L := 29 • ft + 1 • in width B := 12 • ft + 0 • in height h := 14.5 • ft total weight of equipment Wcureoven 15 • kip (2)3/8" dia Hilti KH -EZ anchors @ 14" O.C. with min 2.5" emb into existing concrete slab s := 14 • in Vdryoven_max = 0.05 • kip Tdryoven max = 0.056 • kip perimeter of the equipment total numbers of anchors Perimetercureoven 2 • (L + B) Perimetercureoven = 82.167 ft Perimeter NUmanchor cureoven s Numanchor cureoven = 141 Numanchor cureoven 80 numbers of anchors used for a conservative design total design seismic force to the equipment horizontal SeismiCcureoven hori Wcureoven • Fseis hori SeismiCcureoven hori = 6.81 • kip vertical SeismiCcureoven vert •= Wcureoven ' Fseis vert check overturning SeismiCcureoven vert = 2.835 • kip HW Engingering Job 418083 29/63 Seismic force coefficient info. Connection Check Fseis hori 0.454 Fseis vert 0.189 04/27/2018 Spray booth base anchor (detail I/P2) spray booth length L := 32 • ft width B := 12 • ft + 9 • in height h := 11.6 • ft total weight of spray booth Wspraybooth 11.5 - kip 3/8" dia Hilti KH -EZ anchors @ 12" O.C. with min 2.5" emb into existing concrete slab s := 12 • in perimeter of the spray booth Perimeterspray := 2 • (L + B) Perimeterspray = 89.5 • ft Perimeterspray total numbers of anchors Numanchor spray NUmanchor_spray = 90 Numanchor_spray 50 total design seismic force to spray booth numbers of anchors used for a conservative design horizontal Seismicspray_hori Wspraybooth ' Fseishori SeiSmiCspray_hori = 5.221 • kip vertical Seismicspray vert Wspraybooth ' Fseis vert Seismicspray_vert = 2.173 • kip check overturning h OT := Seismicspray_hori ' 2 OT = 30.282 • kip • ft Resist :=Wspraybooth ' B Resist = 73.313 • kip - ft check := if (Resist >_ OT, "No overturning" , "Anchors designed to resist overturning" ) check = "No overturning" Tspray_anchor OT 0 - kip design seismic forces to each anchor Seismicspray hori horizontal Vspray_max Vspray_max = 0.104 • kip vertical Tspray_max + Tspray_anchor_OT Tspray_max = 0.043 • kip Numanchorspray Numanchor spray Seismicspray vert 3/8" dia Hilti KH -EZ anchors @ 12" O.C. with min 2.5" emb into existing concrete slab. Sufficient. For more information please see anchor design sheets next. Dry oven base anchor (detail J/P2) equipment length L := 27 • ft + 4 • in width B := 4 • ft + 10 - in height h := 14.1 • ft total weight of equipment Wdryoven 5.5 • kip (2)3/8" dia Hilti KH -EZ anchors @ 14" O.C. with min 2.5" emb into existing concrete slab s := 14 - in perimeter of the equipment Perimeteruryoven := 2 • (L + B) Perimeterthyoven = 64.333 • ft HW Engingering Job #18083 28/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HWEngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID: 18083 Project Descr: 04/27/2018 Steel Base Plate Description : Base plate at column base Load Comb. : +0.60D+0,70E+0.60H Loading Pa : Axial Load 0.000 k Ma : Moment 8.001 k -ft Eccentricity #####Pit_#pp# in Al : Plate Area 225.000 inA2 A2 : Support Area 1,296.000 inA2 2.000 sort( A2/A1 ) Calculate plate moment from bearing .. "A": Bearing Length Mpl : Plate Moment HW Engingering Job #18083 Licensee:: HW Engineering, KW -06008887 Axial Load + Moment, Ecc. > L/2 Calculate plate moment from bolt tension Tension per Bolt Tension : Allowable Stress Ratio 2.404 k 20.000 k 0.120 Dist. from Bolt to Col. Edge 3.155 in Effective Bolt Width for Bending 15.000 in Plate Moment from Bolt Tension 1.517 k -in 4.655 in Bearing Stresses 0.566 in Fp : Allowable 1.700 ksi 0.179 k -in fa : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio 1.000 Plate Bending Stresses Mmax 2.148 k -in fb : Actual 15.272 ksi Fb : Allowable 21.557 ksi Stress Ratio 0.708 27/63 HWENGINEERING 627U McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW Eng ineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Steel Base Plate Description : Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID: 18083 Project Descr: 04/27/2018 Base plate at column base Load Comb. : +D+0.70E+H Loading Pa : Axial Load 0.000 k Ma : Moment 8.001 k -ft Eccentricity #sl####.### in Al : Plate Area 225.000 inA2 A2 : Support Area 1,296.000 inA2 sort( A2/A1 ) 2.000 Calculate plate moment from bearing . " m " 4.655 in "A" : Bearing Length 0.566 in Mpl : Plate Moment 0.179 k -in Load Comb. : +D+0.750L+0.750S+0.5250E+H Loading Pa : Axial Load 1.575 k Ma : Moment 6.001 k -ft Eccentricity 45.720 in Al : Plate Area 225.000 inA2 A2 : Support Area 1,296.000 inA2 sort( A2/A1 ) 2.000 Calculate plate moment from bearing .. . " m " 4.655 in "A" : Bearing Length 0.479 in Mpl : Plate Moment 0.152 k -in Licensee HW Engineering, KW -06008887 Axial Load + Moment, Ecc. > U2 Calculate plate moment from bolt tension Tension per Bolt 2.404 k Tension : Allowable 20.000 k Stress Ratio 0.120 Dist. from Bolt to Col. Edge 3.155 in Effective Bolt Width for Bending ...,15.000 in Plate Moment from Bolt Tension 1.517 k -in Bearing Stresses Fp : Allowable 1.700 ksi fa : Max. Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 2.148 k -in fib : Actual 15.272 ksi Fb : Allowable 21.557 ksi Stress Ratio 0.708 Axial Load + Moment, Ecc. > U2 Calculate plate moment from bolt tension Tension per Bolt 1.510 k Tension : Allowable 20.000 k Stress Ratio 0.076 Dist. from Bolt to Col. Edge Effective Bolt Width for Bending .._ Plate Moment from Bolt Tension ....... 3.155 in 15.000 in 0.953 k -in Beannq Stresses Fp : Allowable 1.700 ksi fa : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.830 k -in fb : Actual 13.012 ksi Fb : Allowable 21.557 ksi Stress Ratio 0.604 HW Engingering Job #18083 26/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Steel Base Plate Lic. # KW -06008887 Description : Base plate at column base GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Goveming Load Combinat Goveming Load Case Typ Design Plate Size Pa : Axial Load .... Ma : Moment Load Comb. : +D+H Allowable Strength Design +D+0.70E+H Axial + Moment, L/2 < Eccentricity, Tens 1'-3" x 1'-3" x 0 -3/4" 0.000 k 8.001 k -ft Loading Pa : Axial Load .... Design Plate Height Design Plate Width Will be different from entry if partial bearing used. Al : Plate Area 225.000 inA2 A2: Support Area 1,296.000 inA2 sgrt( A2/A1) 2.000 Distance for Moment Calculatior 0.000 k 15.000 in 15.000 in "m" 4.655 in "n" 5.104 in X 0.000 inA2 Lambda 0.000 n' 1.498 in n' * Lambda 0.000 in L = max(m, n, n") 5.104 in Load Comb. : +D+L+H Loading Pa : Axial Load .... Design Plate Height Design Plate Width Will be different from entry if partial bearing used. Al : Plate Area 225.000 inA2 A2: Support Area 1,296.000 inA2 sgrt( A2/A1 ) 2.000 Distance for Moment Calculatior 2.100 k 15.000 in 15.000 in "m" "n" X Lambda n' n' * Lambda L = max(m, n, n") 4.655 in 5.104 in 0.009 inA2 0.097 1.498 in 0.145 in 5.104 in !Licensee :,HW:,Engineering, KW -06008887 Mu : Max. Moment fb : Max. Bending Stress Fb : Allowable : Fy / Omega Bending Stress Rati Bending fu : Max. Plate Bearing Stress .... Fp : Allowable : min( 0.85*fc*sgrt(A2/A1), 1.7* fc)*Omega Bearing Stress Raft( Bearing Tension in each Bolt Allowable Bolt Tension 2.148 k -in 15.272 ksi 21.557 ksi 0.708 Stress OK 1.700 ksi 1.700 ksi 1.000 Stress OK 2.404 20.000 Tension Stress Rath 0.120 Axial Load Only, No Moment Bearing Stresses Fp : Allowable fa : Max. Bearing Pressure Stress Ratio Plate Bending Stress( Mmax = Fu * LA2 / 2 fb : Actual Fb : Allowable Stress Ratio 1.000 ksi 0.000 ksi 0.000 0.000 k -in 0.000 ksi 21.557 ksi 0.000 Axial Load Only, No Moment Bearing Stresses Fp : Allowable fa : Max. Bearing Pressure Stress Ratio Plate Bending Stress( Mmax = Fu * LA2 / 2 fb : Actual Fb : Allowable Stress Ratio 1.000 ksi 0.009 ksi 0.009 0.122 k -in 0.865 ksi 21.557 ksi 0.040 HW Engingering Job #18083 25/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Steel Base Plate Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Description : Base plate at column base Code Reference: Licensee;: HW, Engineering, KW -06008887 Calculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 General Information Material Properties AISC Design Method towable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 2.50 ksi Assumed Bearing Mull Bearing Column & Plate S2 c : ASD Safety Fac Allowable Bearing Fp per J8 Column Properties Steel Sectic W6x15 Depth 5.99 in Area 4.43 inA2 Width 5.99 in bac 29.1 in"4 Flange Thickne 0.26 in lyy 9.32 inA4 Web Thickne 0.23 in Plate Dimensions N : Length 15.0 in B : Width 15.0 in Thickness 0.750 in Column assumed welded to base Support Dimensions Width along "X" Length along "Z' NI . I - I IN 36.0 in 36.0 in Applied Loads D : Dead Load L : Live Lr : Roof Live P -Y 0.0 k 2.10 k 0.0 k S : Snow 0.0 k W:Wind 0.Ok E : Earthquake 0.0 k H : Lateral Earth 0.0 k " P " = Gravity load, "+" sign is downwle "+" v -Z 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 1.10 k 0.0 k Moments create higher soil pressure at +Z ec Shears push plate towards +Z edge M -X 0.0 k -ft 0.0 k -ft 0.0 k ft 0.0 k ft 0.0 k -ft 11.430 k -ft 0.0 k -ft Anchor Bolts Anchor Bolt or Rod Description 0.75 Max of Tension or Pullout Capacity Shear Capacity Edge distance : bolt to plate Number of Bolts in each Row Number of Bolt Rows HW Engingering Job #18083 20.0 k 20.0 k 1.50 in 3.0 1.0 2.50 4.250 ksi 1'-3" 3'-0" 24/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HWEngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID: 18083 Project Descr: 04/27/2018 Steel Column Lic.::#. ;KW -06008887 4 ::;;; ... , 4 :• , ..: c t ,. .. ',.,z.. '..e > , : '' . `< 'Licensee: HW .Engineering; KW -06008887, Description : column W6x15 tall 10.5ft Sketches rnc rn 1.6 Y Load 1 5.99in HW Engingering Job #18083 X 23/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID: 18083 Project Descr: 04/27/2018 Steel Column Lic.#:: KW -06008887 ; ' " K Licensee z HW Engineering, KW -06008887 Description : column W6x15 tall 10.5ft Maximum Reactions Note: Only non -zero reactions are listed. Load Combination 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 E Only Extreme Reactions 0.300 -0.960 -10.080 Item Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 3.658 Minimum 0.300 -0.960 Reaction, X -X Axis Base Maximum 1.558 Minimum 0.300 -0.960 Reaction, Y -Y Axis Base Maximum 1.558 Minimum 1.558 Reaction, X -X Axis Top Maximum 1.558 Minimum 1.558 Reaction, Y -Y Axis Top Maximum 1.558 Minimum 0.300 -0.960 -10.080 Moment, X -X Axis Base Maximum 1.558 Minimum 1.558 Moment, Y -Y Axis Base Maximum 1.558 " Minimum 0.300 -0.960 -10.080 -10.080 -10.080 Moment, X -X Axis Top Maximum 1.558 Minimum 1.558 Moment, Y -Y Axis Top Maximum 1.558 Minimum 1.558 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 2.5176 in 10.500 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.5250E+H 1.8882 in 10.500 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 2.5176 in 10.500 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 3.5602 in 10.430 ft 0.000 in 0.000 ft Steel Section Properties : W6x15 Depth = 5.990 in I xx = 29.10 iO4 J = 0.101 inA4 Web Thick = 0.230 in S xx = 9.72 inA3 Cw = 76.50 in^6 Flange Width = 5.990 in R xx = 2.560 in Flange Thick = 0.260 in Zx = 10.800 inA3 Area = 4.430 inA2 I yy = 9.320 inA4 Weight = 15.000 plf S yy = 3.110 inA3 Wno = 8.580 inA2 Kdesign = 0.510 in R yy = 1.450 in Sw = 3.340 inA4 K1 = 0.563 in Zy = 4.750 inA3 Qf = 2.150 inA3 its = 1.660 in rT = 0.000 in Qw = 5.320 inA3 Ycg = 0.000 in HW Engingering Job 418083 22/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW Eng ineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID: 18083 Project Descr: 04/27/2018 Steel Column Licensee,: HW Engineering, KW -06008887 Description : column W6x15 tall 10.5ft Code References Calculations perAISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : W6x15 Analysis Method : Allowable Strength Steel Stress Grade A-992, High Strength, Low Alloy, Fy = Fy : Steel Yield 50.0 ksi E : Elastic Bending Modulus 19,000.0 ksi Applied Loads Column self weight included : 157.50 lbs * Dead Load Factor AXIAL LOADS .. from above beam: Axial Load at 10.50 ft, D = 1.40, L = 2.10, E = 0.30 k BENDING LOADS .. . Hori. seismic force from above beam: Lat. Point Load at 10.50 ft creating My -y, E = 0.960 k DESIGN SUMMARY Overall Column Height 10.50 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 10.50 ft, K = 2.1 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 10.50 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowabk Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.7973 +D+0.70E+H 0.0 1.768 13.101 0.0 19.056 -7.056 9.667 0.01079 +D+0.70E+H 0.0 ft 0.6720 k 62.296 k :1 ft k k k -ft k -ft k -ft k -ft :1 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 0.0 in at for load combination : Along X -X 3.597 in at for load combination :E Only 0.0 k 0.960 k 0.0 k 0.0 k 0.0ft above base 10.50ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+H +D+L+H +D+0.70E+H +D+0.750 L+0.750S+0.5250 E+H +0.60D+0.70E+0.60H Maximum Reactions 0.119 0.279 0.797 0.738 0.774 PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.000 0.000 0.011 0.008 0.011 PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Load Combination 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 +D+L+H +D+0.70E+H + D+0.750 L+0.750 S+0.5250 E+H +0.60D+0.70E+0.60H D Only L Only HW Engingering Job #18083 1.558 3.658 1.767 3.290 1.145 1.558 2.100 -0.672 -0.504 -0.672 -7.056 -5.292 -7.056 21/63 HWENGINEERING 6270.McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Steel Beam Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Lic.# : KW -06008887 Licenseee:-HWEngineering, KW -06008887 Description : W 12x40 at end Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Max Stress Ratios Summary of Moment Values Summary of Shear Values +D+0.750L+0.750S+0.5250E+H Dsgn. L = 40.00 ft 1 0.433 0.028 20.76 +0.60D+0.60W+0.60H Dsgn. L = 40.00 ft 1 0.159 0.010 7.50 +0.60D+0.70E+0.60H Dsgn. L = 40.00 ft 1 0.159 0.010 7.50 Overall Maximum Deflections 20.76 80.14 47.99 1.19 1.00 1.93 105.32 70.21 7.50 78.59 47.06 1.17 1.00 0.72 105.32 70.21 7.50 78.59 47.06 1.17 1.00 0.72 105.32 70.21 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions Load Combination 1 0.7081 19.314 0.0000 0.000 Support rotation : Far left is #' Values in KIPS Support 1 Support 2 Overall MAXimum 2.175 1.539 Overall MINimum 0.720 0.525 +D+H 1.200 1.014 +D+L+H 2.175 1.539 +D+Lr+H 1.200 1.014 +D+S+H 1.200 1.014 +D+0.750Lr+0.750L+H 1.931 1.407 +D+0.750L+0.750S+H 1.931 1.407 +D+0.60W+H 1.200 1.014 +D+0.70E+H 1.200 1.014 +D+0.750Lr+0.750L+0.450W+H 1.931 1.407 +D+0.750L+0.750S+0.450W+H 1.931 1.407 +D+0.750L+0.750S+0.5250E+H 1.931 1.407 +0.60D+0.60W+0.60H 0.720 0.608 +0.60D+0.70E+0.60H 0.720 0.608 D Only 1.200 1.014 Lr Only L Only 0.975 0.525 S Only W Only E Only H Only HW Engingering Job #18083 20/63 HW ENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Licensee HW Engineering, KW -06008687 Description : W12x40 at end CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending D(O 31),L (0 75) D(0 -31)I L(O 75) Fy : Steel Yield E: Modulus : 50.0 ksi 29,000.0 ksi (/� W12x40 `44 r F Span = 40.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D = 0.310, L = 0.750 k @ 9.0 ft Point Load: D = 0.310, L = 0.750 k @ 19.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.488: 1 W12x40 23.517 k -ft 48.149 k -ft +D+L+H 18.971 ft Span # 1 0.318 in 0.318 in 0.708 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations 1,508 >=240 1,508 >=240 678 >=240 0 <240 IIMEDMIATOMINER 0.031 : 1 W12x40 2.175 k 70.210 k +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+H Dsgn. L = 40.00 ft 1 +D+L+H Dsgn. L = 40.00 ft 1 +D+Lr+H Dsgn. L = 40.00 ft 1 +D+S+H Dsgn. L = 40.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 40.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 40.00 ft 1 +D+0.60W+H Dsgn. L = 40.00 ft 1 +D+0.70E+H Dsgn. L = 40.00 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. E40i_13Erftng Job 118083 +D+0.750 L+0.7505+0.450W+H Dsgn. L = 40.00 ft 1 0.266 0.017 12.50 0.488 0.031 23.52 0.266 0.017 12.50 0.266 0.017 12.50 0.433 0.028 20.76 0.433 0.028 20.76 0.266 0.017 12.50 0.266 0.017 12.50 0.433 0.028 20.76 0.433 0.028 20.76 12.50 78.59 47.06 1.17 1.00 1.20 105.32 70.21 23.52 80.41 48.15 1.19 1.00 2.17 105.32 70.21 12.50 78.59 47.06 1.17 1.00 1.20 105.32 70.21 12.50 78.59 47.06 1.17 1.00 1.20 105.32 70.21 20.76 80.14 47.99 1.19 1.00 1.93 105.32 70.21 20.76 80.14 47.99 1.19 1.00 1.93 105.32 70.21 12.50 78.59 47.06 1.17 1.00 1.20 105.32 70.21 12.50 78.59 47.06 1.17 1.00 1.20 105.32 70.21 20.76 80.14 47.99 1.19 1.00 1.93 }R}S§332 70.21 20.76 80.14 47.99 1.19 1.00 1.93 105.32 70.21 HWENGINEERING 6270.McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HWEngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Licensee „ HW Engineering, KW -06008887, Description : Two W6x20 stack together. Use W12x26 to simulate it for calculation. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+0.750L+0.750S+0.5250E+H Dsgn. L = 28.00 ft 1 0.704 0.038 18.26 +0.60D+0.60W+0.60H Dsgn. L = 28.00 ft 1 0.188 0.011 4.88 +0.60D+0.70E+0.60H Dsgn. L = 28.00 ft 1 0.188 0.011 4.88 Overall Maximum Deflections 18.26 43.32 25.94 1.12 1.00 2.11 84.18 56.12 4.88 43.44 26.01 1.13 1.00 0.59 84.18 56.12 4.88 43.44 26.01 1.13 1.00 0.59 84.18 56.12 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.5342 14.080 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXiimum 2.485 2.485 Overall MINimum 0.591 0.591 +D+H 0.985 0.985 +D+L+H 2.485 2.485 +D+Lr+H 0.985 0.985 +D+S+H 0.985 0.985 +D+0.750Lr+0.750L+H 2.110 2.110 +D+0.750L+0.750S+H 2.110 2.110 +D+0.60W+H 0.985 0.985 +D+0.70E+H 0.985 0.985 +D+0.750Lr+0.750L+0.450W+H 2.110 2.110 +D+0.750L+0.750S+0.450W+H 2.110 2.110 +D+0.750L+0.750S+0.5250E+H 2.110 2.110 +0.60D+0.60W+0.60H 0.591 0.591 +0.60D+0.70E+0.60H 0.591 0.591 D Only 0.985 0.985 Lr Only L Only 1.500 1.500 S Only W Only E Only H Only HW Engingering Job 418083 18/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HWEngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Description : Two W6x20 stack together. Use W12x26 to simulate it for calculation. CODE REFERENCES Licensee ": HW Engineering, KW -06008887 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Methoeekllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending D(0.62) L(1.5) Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi D(0.621 L(1.5) F W12x26 Span = 28.0 ft 4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.620, L = 1.50 k @ 9.0 ft Point Load : D = 0.620, L = 1.50 k @ 19.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.835: 1 W12x26 21.632 k -ft 25.920 k -ft +D+L+H 14.000 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.335 in Ratio = 0.335 in Ratio = 0.534 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 1,003 >=240 1,003 >=240 629 >=240 0 <240 0.044 : 1 W12x26 2.485 k 56.120 k +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega +D+H Dsgn. L = 28.00 ft 1 +D+L+H Dsgn. L = 28.00 ft 1 +D+Lr+H Dsgn. L = 28.00 ft 1 +D+S+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 28.00 ft 1 +D+0.60W+H Dsgn. L = 28.00 ft 1 +D+0.70E+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. E213i.GEFfing Job 4118083 +D+0.750 L+0.7505+0.450W+H Dsgn. L = 28.00 ft 1 0.313 0.018 8.13 0.835 0.044 21.63 0.313 0.018 8.13 0.313 0.018 8.13 0.704 0.038 18.26 0.704 0.038 18.26 0.313 0.018 8.13 0.313 0.018 8.13 0.704 0.038 18.26 0.704 0.038 18.26 8.13 43.44 26.01 1.13 1.00 0.98 84.18 56.12 21.63 43.29 25.92 1.12 1.00 2.48 84.18 56.12 8.13 43.44 26.01 1.13 1.00 0.98 84.18 56.12 8.13 43.44 26.01 1.13 1.00 0.98 84.18 56.12 18.26 43.32 25.94 1.12 1.00 2.11 84.18 56.12 18.26 43.32 25.94 1.12 1.00 2.11 84.18 56.12 8.13 43.44 26.01 1.13 1.00 0.98 84.18 56.12 8.13 43.44 26.01 1.13 1.00 0.98 84.18 56.12 18.26 43.32 25.94 1.12 1.00 2.11 1 56.12 18.26 43.32 25.94 1.12 1.00 2.11 84.18 56.12 HWENGINEERING 6270.McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Description : W6x25 upto 28ft at corner Load Combination Max Stress Ratios Summary of Moment Values Licensee : HW Engineering, KW -06008887 Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+0.750L+0.750S+0.5250 E+H Dsgn. L = 28.00 ft 1 0.376 0.030 10.30 +0.60D+0.60W+0.60H Dsgn. L = 28.00 ft 1 0.114 0.010 3.14 +0.60D+0.70E+0.60H Dsgn. L = 28.00 ft 1 0.114 0.010 3.14 Overall Maximum Deflections 10.30 45.80 27.43 1.12 1.00 1.22 61.25 40.83 3.14 45.96 27.52 1.13 1.00 0.40 61.25 40.83 3.14 45.96 27.52 1.13 1.00 0.40 61.25 40.83 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 1.1277 14.080 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MNGmum 1.410 1.410 Overall MINimum 0.396 0.396 +D+H 0.660 0.660 +D+L+H 1.410 1.410 +D+Lr+H 0.660 0.660 +D+S+H 0.660 0.660 +D+0.750Lr+0.750L+H 1.222 1.222 +D+0.750L+0.750S+H 1.222 1.222 +D+0.60W+H 0.660 0.660 +D+0.70E+H 0.660 0.660 +D+0.750Lr+0.750L+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.5250E+H 1.222 1.222 +0.60D+0.60W+0.60H 0.396 0.396 +0.600+0.70E+0.60H 0.396 , 0.396 D Only 0.660 0.660 Lr Only L Only 0.750 0.750 S Only W Only E Only H Only HW Engingering Job #18083 16/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Licensee : HW Engineering, KW -06008887 Description : W6x25 upto 28ft at corner CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoiAllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi D(0.31) L(0.75) D(0.31) L(0.75) Span =28.0ft W6x25 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D=0.310, L=0.750k@9.Oft Point Load : D = 0.310, L = 0.750 k @ 19.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.437: 1 Section used for this span W6x25 Ma : Applied 11.989 k -ft Mn / Omega : Allowable 27.425 k -ft Load Combination +D+L+H Location of maximum on span 14.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.639 in Max Upward Transient Deflection 0.639 in Max Downward Total Deflection 1.128 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations 525 >=240 525 >=240 298 >=240 0 <240 Ntinitirintoaffille. 0.035 : 1 W6x25 1.410 k 40.832 k +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega +D+H Dsgn. L = 28.00 ft 1 +D+L+H Dsgn. L = 28.00 ft 1 +D+Lr+H Dsgn. L = 28.00 ft 1 +D+S+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 28.00 ft 1 +D+0.60W+H Dsgn. L = 28.00 ft 1 +D+0.70E+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn.ILIVI E28.1.151Ping Job 1{18083 +D+0.750L+0.750S+0.450W+H Dsgn. L = 28.00 ft 1 0.190 0.016 5.24 0.437 0.035 11.99 0.190 0.016 5.24 0.190 0.016 5.24 0.376 0.030 10.30 0.376 0.030 10.30 0.190 0.016 5.24 0.190 0.016 5.24 0.376 0.030 10.30 0.376 0.030 10.30 5.24 45.96 27.52 1.13 1.00 0.66 61.25 40.83 11.99 45.80 27.43 1.12 1.00 1.41 61.25 40.83 5.24 45.96 27.52 1.13 1.00 0.66 61.25 40.83 5.24 45.96 27.52 1.13 1.00 0.66 61.25 40.83 10.30 45.80 27.43 1.12 1.00 1.22 61.25 40.83 10.30 45.80 27.43 1.12 1.00 1.22 61.25 40.83 5.24 45.96 27.52 1.13 1.00 0.66 61.25 40.83 5.24 45.96 27.52 1.13 1.00 0.66 61.25 40.83 10.30 45.80 27.43 1.12 1.00 1.22 1 1i 40.83 10.30 45.80 27.43 1.12 1.00 1.22 61.25 40.83 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Steel Beam Lic. # KW -06008887 Description : W6x20 at end Vertical Reactions Support notation : Far left is #' Licensee t HW Engineering, KW -06008887 Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Support 1 Support 2 1.065 0.189 0.315 1.065 0.877 0.189 0.750 1.065 0.189 0.315 1.065 0.877 0.189 0.750 HW Engingering Job #18083 14/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018• Licensee HW ;Engineering, KW -06008887, Description : W6x20 at end CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending 1 Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi L(9 5) d( WFf�J) { 5) W6x20 Span = 21.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : L = 0.50 k @ 10.50 ft Point Load : L = 0.50 k @ 2.50 ft Point Load : L = 0.50 k @ 18.50 ft Uniform Load : D = 0.010 k/ft, Tributary Width = 1.0 ft, (track) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.216: 1 W6x20 5.528 k -ft 25.645 k -ft +D+L 10.500ft Span # 1 0.237 in 0.237 in 0.347 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations 1,062 >=240 1,062 >=240 726 >=240 0 <240 INIIIMIDesiriff041111111, 0.033 : 1 W6x20 1.065 k 32.240 k +D+L 0.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega D Only Dsgn. L = 21.00 ft 1 0.067 +D+L Dsgn. L = 21.00 ft 1 0.216 +D+0.750L Dsgn. L = 21.00 ft 1 0.178 +0.60D Dsgn. L = 21.00 ft 1 0.040 Overall Maximum Deflections 0.010 1.65 0.033 5.53 0.027 4.56 0.006 0.99 1.65 41.37 5.53 42.83 4.56 42.72 0.99 41.37 24.77 1.14 1.00 25.64 1.18 1.00 25.58 1.17 1.00 24.77 1.14 1.00 0.31 48.36 32.24 1.06 48.36 32.24 0.88 48.36 32.24 0.19 48.36 32.24 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L HW Engingering Job #18083 1 0.3470 10.560 0.0000 13/63 0.000 HWENGINEERING 6270,McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID: 18083 Project Descr: 04/27/2018 Description : W6x15 upto 13.5ft Load Combination Max Stress Ratios Summary of Moment Values Licensee a: HW Engineering, KW -06008887; Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+0.750L+0.750S+0.5250E+H Dsgn. L = 13.50 ft 1 0.200 0.077 4.86 +0.60D+0.60W+0.60H Dsgn. L = 13.50 ft 1 0.049 0.018 1.17 +0.60D+0.70E+0.60H Dsgn. L = 13.50 ft 1 0.049 0.018 1.17 Overall Maximum Deflections 4.86 40.57 24.29 1.24 1.00 2.12 41.33 27.55 1.17 40.11 24.02 1.23 1.00 0.49 41.33 27.55 1.17 40.11 24.02 1.23 1.00 0.49 41.33 27.55 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.2058 6.287 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.548 0.835 Overall MINimum 0.490 0.189 +D+H 0.817 0.316 +D+L+H 2.548 0.835 +D+Lr+H 0.817 0.316 +D+S+H 0.817 0.316 +D+0.750Lr+0.750L+H 2.115 0.705 +D+0.750L+0.750S+H 2.115 0.705 +D+0.60W+H 0.817 0.316 +D+0.70E+H 0.817 0.316 +D+0.750Lr+0.750L+0.450W+H 2.115 0.705 +D+0.750L+0.750S+0.450W+H 2.115 0.705 +D+0.750L+0.750S+0.5250E+H 2.115 0.705 +0.60D+0.60W+0.60H 0.490 0.189 +0.60D+0.70E+0.60H 0.490 0.189 D Only 0.817 0.316 Lr Only L Only 1.731 0.519 S Only W Only E Only H Only HW Engingering Job #18083 12/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Licenseeh HW Engineering,. KW -06008887 Description : W6x15 upto 13.5ft CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending D(0.62) L(1.5) (SIC 1• D(0.31),L(0.75) 4 Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi W6x15 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.620, L = 1.50 k @ 1.670 ft Point Load: D = 0.310, L = 0.750 k@6.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection �esi•n°O 0.240: 1 Maximum Shear Stress Ratio = W6x15 5.830 k -ft 24.314 k -ft +D+L+H 5.979ft Span # 1 0.136 in 0.136 in 0.206 in 0.000 in Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1,189 >=240 1,189 >=240 787 >=240 0 <240 0.092 : 1 W6x15 2.548 k 27.554 k +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # Summary of Moment Values M V Mmax + Mmax - Ma Max Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+H Dsgn. L = 13.50 ft 1 +D+L+H Dsgn. L = 13.50 ft 1 +D+Lr+H Dsgn. L = 13.50 ft 1 +D+S+H Dsgn. L = 13.50 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 13.50 ft 1 +D+0.750L+0.750S+H Dsgn. L = 13.50 ft 1 +D+0.60W+H Dsgn. L = 13.50 ft 1 +D+0.70E+H Dsgn. L = 13.50 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn.1LIW ElfaliBIFfing Job 118083 +D+0.750L+0.750S+0.450W+H Dsgn. L = 13.50 ft 1 0.081 0.030 1.94 0.240 0.092 5.83 0.081 0.030 1.94 0.081 0.030 1.94 0.200 0.077 4.86 0.200 0.077 4.86 0.081 0.030 1.94 0.081 0.030 1.94 0.200 0.077 4.86 0.200 0.077 4.86 1.94 40.11 24.02 1.23 1.00 0.82 41.33 27.55 5.83 40.60 24.31 1.24 1.00 2.55 41.33 27.55 1.94 40.11 24.02 1.23 1.00 0.82 41.33 27.55 1.94 40.11 24.02 1.23 1.00 0.82 41.33 27.55 4.86 40.57 24.29 1.24 1.00 2.12 41.33 27.55 4.86 40.57 24.29 1.24 1.00 2.12 41.33 27.55 1.94 40.11 24.02 1.23 1.00 0.82 41.33 27.55 1.94 40.11 24.02 1.23 1.00 0.82 41.33 27.55 4.86 40.57 24.29 1.24 1.00 2.12 114TH 27.55 4.86 40.57 24.29 1.24 1.00 2.12 41.33 27.55 HWENGINEERING 6270.McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Lic. # ; KW -06008887 ; r Licensee a HW Engineering, KW -06008887 Description : W8x24 at the end Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 D Only +D+L +D+0.750L +0.60D L Only 0.780 1.530 1.343 0.468 0.750 0.780 1.530 1.343 0.468 0.750 1-1W Engingering Job #18083 10/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HWEngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Lic. # :°KW -06008887 Description : W8x24 at the end CODE REFERENCES Licensee`t,HW Engineering, KW -06008887: Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Metho•Allowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending D(0.3148) L(0.75) Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi D(0.e01) D(0_3148) L(0.75) W 8x24 Span = 27.30 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.3148, L = 0.750 k @ 8.650 ft Point Load : D = 0.3148, L = 0.750 k @ 18.650 ft Uniform Load : D = 0.010 k/ft, Tributary Width = 1.0 ft, (track) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.471: 1 W8x24 12.387k -ft 26.313k -ft +D+L 13.650 ft Span # 1 0.379 in 0.379 in 0.716 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations 864 >=240 864 >=240 457 >=240 0 <240 • GO 0.039 : 1 W8x24 1.530 k 38.857 k +D+L 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Mmax - Ma Max Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = +D+L Dsgn. L = +D+0.750L Dsgn. L = +0.60D Dsgn. L = 27.30 ft 27.30 ft 27.30 ft 27.30 ft 1 0.223 1 0.471 1 0.409 1 0.134 Overall Maximum Deflections 0.020 0.039 0.035 0.012 5.90 12.39 10.77 3.54 5.90 12.39 10.77 3.54 44.18 43.94 43.98 44.18 26.45 1.13 1.00 26.31 1.12 1.00 26.34 1.12 1.00 26.45 1.13 1.00 0.78 58.29 1.53 58.29 1.34 58.29 0.47 58.29 38.86 38.86 38.86 38.86 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L Vertical Reactions 1 0.7164 13.728 Support notation : Far left is #' 0.0000 Values in KIPS 0.000 Load Cetlai6Faatimgering Job #180ig pport 1 Support 2 Overall MAXimum 1.530 1.530 Overall MINimum 0.468 0.468 9/63 HWENGINEERING 6270.McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW Eng ineering USA.com Phone: 702-202-0061 fAX: 702-221-9962 Steel Beam Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Lic. # . KW -06008887 Licensee: HW Engineering, KW -06008887 Description : W8x18 upto 27ft Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Max Stress Ratios Summary of Moment Values Summary of Shear Values +D+0.70E+H Dsgn. L = 27.00 ft 1 0.203 0.010 2.54 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 27.00 ft 1 0.563 0.025 7.14 +D+0.750L+0.750S+0.450W+H Dsgn. L = 27.00 ft 1 0.563 0.025 7.14 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 27.00 ft 1 0.563 0.025 7.14 +0.60D+0.60W+0.60H Dsgn. L = 27.00 ft 1 0.122 0.006 1.53 +0.60D+0.70E+0.60H Dsgn. L = 27.00 ft 1 0.122 0.006 1.53 Overall Maximum Deflections 2.54 20.96 12.55 1.14 1.00 0.38 56.17 37.44 7.14 21.16 12.67 1.15 1.00 0.94 56.17 37.44 7.14 21.16 12.67 1.15 1.00 0.94 56.17 37.44 7.14 21.16 12.67 1.15 1.00 0.94 56.17 37.44 1.53 20.96 12.55 1.14 1.00 0.23 56.17 37.44 1.53 20.96 12.55 1.14 1.00 0.23 56.17 37.44 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions Load Combination 1 0.6139 13.577 0.0000 0.000 Support notation : Far left is #' Values in KIPS Support 1 Support 2 Overall MAX'imum 1.127 1.127 Overall MINimum 0.226 0.226 +D+H 0.377 0.377 +D+L+H 1.127 1.127 +D+Lr+H 0.377 0.377 +D+S+H 0.377 0.377 +D+0.750Lr+0.750L+H 0.939 0.939 +D+0.750L+0.750S+H 0.939 0.939 +D+0.60W+H 0.377 0.377 +D+0.70E+H 0.377 0.377 +D+0.750Lr+0.750L+0.450W+H 0.939 0.939 +D+0.750L+0.750S+0.450W+H 0.939 0.939 +D+0.750L+0.750S+0.5250E+H 0.939 0.939 +0.60D+0.60W+0.60H 0.226 0.226 +0.60D+0.70E+0.60H 0.226 0.226 D Only 0.377 0.377 Lr Only L Only 0.750 0.750 S Only W Only E Only H Only HW Engingering Job #18083 8/63 HWENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW EngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID: 18083 Project Descr: 04/27/2018 Licensee!: ,FIW Engineering, KW -06008887 Description : W8x18 upto 27ft CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethorAllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending L(9 5) 1 Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi Ci( 056 L(p_5) II 6 O W8X18 j� r ,r Span = 27.0 ft n Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: L = 0.50 k@ 13.50 ft Service loads entered. Load Factors will be applied for calculations. Point Load : L = 0.50 k @ 5.50 ft Point Load: L = 0.50 k @ 21.50 ft Uniform Load : D = 0.010 k/ft, Tributary Width = 1.0 ft, (track) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.683: 1 W8x18 8.668 k -ft 12.684 k -ft +D+L+H 13.500ft Span # 1 0.427 in 0.427 in 0.614 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Desi • nOK 0.030 : 1 W8x18 1.127 k 37.444 k Load Combination +D+L+H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 758 >=240 758 >=240 528 >=240 0 <240 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega +D+H Dsgn. L = 27.00 ft 1 +D+L+H Dsgn. L = 27.00 ft 1 +D+Lr+H Dsgn. L = 27.00 ft 1 +D+S+H Dsgn. L = 27.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 27.00 ft 1 +D+0.750L+0.750S+H Dsgn.¢m abrigling Job 418083 +D+0.60W+H Dsgn. L = 27.00 ft 1 0.203 0.010 2.54 2.54 20.96 12.55 1.14 1.00 0.38 56.17 37.44 0.683 0.030 8.67 8.67 21.18 12.68 1.15 1.00 1.13 56.17 37.44 0.203 0.010 2.54 2.54 20.96 12.55 1.14 1.00 0.38 56.17 37.44 0.203 0.010 2.54 2.54 20.96 12.55 1.14 1.00 0.38 56.17 37.44 0.563 0.025 7.14 7.14 21.16 12.67 1.15 1.00 0.94 56.17 37.44 0.563 0.025 7.14 7.14 21.16 12.67 1.15 1.00 0.94 56,6437 37.44 0.203 0.010 2.54 2.54 20.96 12.55 1.14 1.00 0.38 56.17 37.44 a. HWENGINEERING 6270,McLeod Drive, Suite 140 Las Vegas, NV 89120 www. HW Engineering USA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Description : W8x15 upto 25ft Vertical Reactions Support notation : Far left is #' Licensee ii HW Engineering, KW -06008887 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.064 1.064 Overall MlNimum 0.188 0.188 D Only 0.314 0.314 +D+L 1.064 1.064 +D+0.750L 0.876 0.876 +0.60D 0.188 0.188 L Only 0.750 0.750 HW Engingering Job #18083 6/63 HW ENGINEERING 6270 McLeod Drive, Suite 140 Las Vegas, NV 89120 www.HWEngineeringUSA.com Phone: 702-202-0061 fAX: 702-221-9962 Project Title: Auto System Anchorage at Glacier Building Engineer: Project ID:18083 Project Descr: 04/27/2018 Lic. #� KW -06008887 Description : W8x15 upto 25ft CODE REFERENCES Licensee;;: HW Engineering, KW -06008887 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending L(0.5) Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi L(0.5) Y F W8x15 Span = 25.0 ft Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : L = 0.50 k @ 12.50 ft Service loads entered. Load Factors will be applied for calculations. Point Load : L = 0.50 k @ 4.50 ft Point Load : L = 0.50 k @ 20.50 ft Uniform Load : D = 0.010 k/ft, Tributary Width = 1.0 ft, (track) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for 0.939: 1 Maximum Shear Stress Ratio = W8x15 Section used for this span 7.337 k -ft Va : Applied 7.812 k -ft Vn/Omega : Allowable +D+L Load Combination 12.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.413 in 0.413 in 0.572 in 0.000 in Ratio = Ratio = Ratio = Ratio = Load Combinations 726 >=240 726 >=240 524 >=240 0 <240 1111111111DesignICIKMIS 0.027 : 1 W8x15 1.064 k 39.739 k +D+L 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = +D+L Dsgn. L = +D+0.750L Dsgn. L = +0.60D Dsgn. L = 25.00 ft 25.00 ft 25.00 ft 25.00 ft 1 0.255 0.008 1.96 1 0.939 0.027 7.34 1 0.768 0.022 5.99 1 0.153 0.005 1.18 Overall Maximum Deflections 1.96 12.83 7.68 1.14 1.00 0.31 59.61 39.74 7.34 13.05 7.81 1.16 1.00 1.06 59.61 39.74 5.99 13.03 7.80 1.15 1.00 0.88 59.61 39.74 1.18 12.83 7.68 1.14 1.00 0.19 59.61 39.74 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L HW Engingering Job #18083 1 0.5720 12.571 0.0000 5/63 0.000 ,(JSGS Design Maps Summary Report User -Specified Input Report Title Auto System Anchorage at Glacier Building Wed April 25, 2018 13:31:54 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.43481°N, 122.2516°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Vashorn Burien cE4TTLE+ 74', 91,04 :'- 41903ar Des (Mines* tirr V �rkr.r USGS-Provided Output SS = 1.418 g S1 = 0.529 g SMS = 1.418 g SM1 = 0.794 g Renton 'Kent «,. r Issaquah Maple Valley • 18 ,Covington SDS = 0.945 g SD1 = 0.529 g Hobo 04/27/2018 For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.05 1.4) 135 1.3) 1145 0.40 0.75 01.0 045 030 0.15 01) MCER Response Spectrum 0 3 0.3) 0.10 01.0 020) 113 1.3) 1.40 1130 120) Period, T (sec! 2.00 1.10 193 0.9) 020) 0.70 SI 000 V22G 030 2 0.40 030 0.3) 0.10 01}) 093 Design Response Spectrum 0.3) 0.40 01.4) 0193 1.93 1.33 1.40 100 1251 Period, T (sec) For PGAM, TL, CRS, and CR1 values, please view the detailed report. 213 HW Engingering Job #18083 4/63 04/27/2018 Design Load Dead Toad Frame and equipment self weight. Additional 10pIf account for others misc. attachment for frames on sheet P5. Live load Each point 250Ibf, total 500Ibf at each frame on sheet P5. Snow load Indoor used only. No snow Toad applied. Wind load Indoor used only. No wind load applied. Seismic load Based on structural components Design ASCE7-10 seismic design coefficient Ip := 1.0 SDS := 0.945 ap := 1.0 Rp := 2.5 0.4 a • SDS- Seismic force FP1 := R ! 1 + 2.— h) Fp1 = 0.454 P ` J Fp2 := 1.6• SDS• Ip Fp2 = 1.512 Fp3 := 0.3.SDS•Ip Fp3 = 0.284 Fp := max(min(Fp1,Fp2),Fp3) F = 0.454 horizontal seismic Toad coefficient maximum force minimum force Seismichor := Fp Seismichor = 0.454 at strength level vertical seismic Toad coefficient Seismicvert := 0.2. SDS Seismicvert = 0.189 at strength level HW Engingering Job #18083 3/63 1.1 BUILDING CODE: 1.2 GRAVITY DESIGN: DEAD LOAD LIVE LOAD SNOW LOAD 1.3 LATERAL DESIGN: WIND LOAD Basis for Design 2015 International Building Code SEISMIC COEEFICIENT Risk Category Importance Factor, Ip Site Class Seismic Design Category Ss, S1 Sds, SdI ap, RP 04/27/2018 self -weight plus 10plf misc. load for frames on sheet P5 only 250 Ibf at each point, total 500 lbf at each frames on sheet P5 only indoor only, N/A indoor only, N/A II 1.0 D D 1.418, 0.529 0.945, 0.529 1.0, 2.5 2.1 STRUCTURAL STEEL STRUCTURAL STEEL MEMBERS SHALL CONFORM WITH THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES: SHAPE ROLLED WIDE FLANGE SECTIONS CHANNEL AND ANGLES BARS AND PLATES THREADED ROD, EPDXY BOLTS, STUDS AND BOLTS 114 WOOD CONNECTIONS HIGH STRENGTH BOLTS TUBES(SQUARE AND RECTANGULAR) (ROUND) PIPES STANDARD ASTM A992/572 ASTM A36 ASTM A36 ASTM A307 ASTM A325N ASTM A500 Gr B ASTM A500 Gr B ASTM A304 YIELD (Fv) 50 36 36 46 42 52 3.1 INSPECTION, SPECIAL INSPECTION, AND STRUCTURAL OBSERVATION: AS REQUIRED BY THE GOVERNING MUNICIPALITY. HW Engingering Job 418083 2/63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 5 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/26/2018 4.3 Concrete edge failure in direction y+ AVc V`b _ (Avco) W ed,V W c,V W h,V W parallel,V Vb 4) Vcb Z Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 caf 1 Wec,V= \1+2e,, 51.0 3cat Wed,v=0.7+0.3(1 a2 ) 1.0 _• 1.5Cai ha 1.0 W h,V — 0.2 Vb = 1 / 7 (tla) VUa4 %,. VTc ea.,' Variables cat [in.] 8.000 Cat [in.] ecv [in.] ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) W c.v ha [In.] 12.000 0.000 1.000 le [in.] da [in.] fc [psi] 1.860 1.000 0.375 2500 Calculations Avc [in.2] Avco [in.2] W ec,V W ed,V 216.00 288.00 1.000 1.000 Results Vcb [Ib] 4) concrete 4) Vcb [Ib] Vua [Ib] 5786 0.700 4050 200 5 Combined tension and shear Toads RN Rv 0.143 [3NV = [3N + RV `_ 1 0.133 5/3 9.000 W parallel,V 1.000 Utilization RN,V [%] 8 W h,V 1.155 Vb [lb] Status OK 6681 6 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 plate 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! Fastening meets the design criteria! 1lw Lum er mg lob » t tSU0i Input data and result mist be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan —40, /C3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: 6 Auto System Anchorag 18083 4/26/2018 7 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 0.250 x 1.000 x 0.000 in. Hole diameter in the fixture: df = 0.500 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions 7.1 Recommended accessories Drilling Cleaning Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 3/8 (2 1/2) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. for use is required. Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit ♦y 1.000 • Torque wrench 1.000 1.000 1.000 Coordinates Anchor in. Anchor x y c_X c., c_y c.y 1 0.000 0.000 12.000 12.000 12.000 12.000 • I Idr Lu m e„ng Job # I agreement data and results mst be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11/0 x ( `\ 0.750 1 0.750 1 0.750 0.750 1.000 1.000 Coordinates Anchor in. Anchor x y c_X c., c_y c.y 1 0.000 0.000 12.000 12.000 12.000 12.000 • I Idr Lu m e„ng Job # I agreement data and results mst be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11/0 x www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 7 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/26/2018 8 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. Hilti 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. 1lW Lngn .«ug Jib iiliflltS.3 Input data and result'; mist be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 Auto System Anchorag 18083 4/27/2018 Specifiers comments: anchor at detail E&F/P4 (for wash/rinse and tank) 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: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.Ib] KWIK HUS -EZ (KH -EZ) 1/2 (3) het = 2.160 In., hnom = 3.000 In. Carbon Steel ESR -3027 2/1/2016 1 12/1/2017 Design method ACI 318 /AC193 eb = 0.000 in. (no stand-off); t = 0.375 in. I, x ly x t = 4.000 in. x 4.000 in. x 0.375 in.; (Recommended plate thickness: not calculated Rectangular plates and bars (AISC); (L x W x T) = 0.250 in. x 1.000 in. x 0.000 in. cracked concrete, 2500, fb' = 2500 psi; h = 9.000 in. tension: condition B, shear: condition IB; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar rt -vr -r' I no Z of Cho t try in mQ ring ioe rt t ava Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 13,'63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 2 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 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 1 800 1050 0 1050 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 800 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load N„a [Ib] Capacity + N„ [Ib] Utilization 13N = Nua/$ N. Steel Strength* 800 11778 Pullout Strength* N/A N/A Concrete Breakout Strength** 800 1754 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value Nsa z Nua Variables Ase,N [in.2] 0.16 Calculations Nsa [Ib] 18120 Results Nsa [Ib] 18120 refer to ICC -ES ESR -3027 ACI 318-08 Eq. (D-1) futa [psi] 112540 4' steel 0.650 Nsa [Ib] Nua [lb] 11778 800 uw Lnm �r,J.,b rr t evns Input data and result mtist beng checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 N/A 46 Status OK N/A OK — 11 /63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 3 Project: Auto System Anchorag Sub -Project 1 Pos. No.: 18083 Date: 4/27/2018 3.2 Concrete Breakout Strength Ncb = (e:Nco) W ed,N W c,N W cp,N Nb ACI 318-08 Eq. (D-4) Ncb a Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hetACI 318-08 Eq. (D-6) i 1 ec,N =1 + 2 eN <_ 1.0 ACI 318-08 Eq. (D-9) 3 het W ed,N = 0.7 + 0.3 (1.5clminhet) 5 1.0 ACI 318-08 Eq. (D-11) W cp,N = MAX (Ca—min 1.5het\ 5 1.0 ACI 318-08 Eq. (D-13) Cac Cac Nb = kc a, hef5 ACI 318-08 Eq. (D-7) Variables he [in.] ec1,N [in.] ec2,N [in.] Ca,min [in.] 2.160 0.000 0.000 12.000 Cac [in.] kc a fc [psi] 3.750 17 1 2500 Calculations ANc [in.2] 41.99 Results Ncb [lb] 2698 W c,N 1.000 ANco [in.2] W ec1,N W ec2,N W ed,N W cp,N Nb [lb] 41.99 1.000 1.000 1.000 1.000 2698 concrete 0.650 4 Ncb [lb] Nua [lb] 1754 800 IIW Li�g,ngertnghe'cke touts3 Input data and resul 5 must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 15,'C3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 4 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 4 Shear Toad Load Vua [Ib] Capacity + Vn [Ib] Utilization itv = V„a/. Vn Status Steel Strength* 1050 5547 19 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1050 1889 56 OK Concrete edge failure in direction y+** 1050 4549 24 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value Vsteel Z Vua Variables Ase.v [in.2] 0.16 Calculations Vsa [lb] 9245 Results Vsa [Ib] 9245 refer to ICC -ES ESR -3027 ACI 318-08 Eq. (D-2) fate [psi] 112540 4) sleet 0.600 4) Vsa [lb] 5547 V„a [lb] 1050 4.2 Pryout Strrengthh Vcp = kcp rL\ANco) W ed,N W c,N W cp,N N] ACI 318-08 Eq. (D-30) Vcp a Vua ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-08 Eq. (D-6) 1 W ec,N = 1 + 2 eN 5 1.0 ACI 318-08 Eq. (D-9) 3 hef W ed,N = 0.7 + 0.3 (1.5 C "0hn) 5 1.0 ACI 318-08 Eq. (D-11) ef W N = M (Ca1in 1.5hef) 5 1.0 ACI 318-08 Eq. (D-13) Cac Cac Nb = kc T NY: he}5 ACI 318-08 Eq. (D-7) Variables kap het [in.] ec1.N [in.] ec2,N [in.] Ca.min [in.] 1 2.160 0.000 0.000 12.000 W c.N Cac [in.] kc 1.000 3.750 17 Calculations ANC [in.2] 41.99 Results V.p [Ib] 2698 ANco [in.2] W ec1,N 41.99 1.000 4) concrete 4) Vcp [Ib] 0.700 1889 1 W ec2,N 1.000 Vua [Ib] 1050 fa [psi] 2500 uw Lng inge� ng ecked for agreement data and result8 mDst be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan W ed,N W cp,N Nb [Ib] 1.000 1.000 2698 C, 'C3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 5 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 4.3 Concrete edge failure in direction y+ Avc Vcb = (Avco) W ed,V W c,V W h,V W parallel,V Vb VcbVua Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 Cat 1 W ec,v —(i+.o.)�10 3Cat Wed,V =0.7+0.3(1 5Cat)51.0 ',\1757,1Z 1 .0 w h,V ha 0.2 � _ (7 COVue) %. VTC cai5 a Vb Variables cat [in.] cat [in.] ecv [in.] 8.000 12.000 0.000 ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) W c,V ha [in.] 1.000 le [in.] da [in.] fc [psi] 2.160 1.000 0.500 2500 Calculations Avc [in.2] 216.00 Results Vcb [Ib] 6499 Avco [in.2] W ec,V W ed,V 288.00 1.000 1.000 4) concrete 0.700 9.000 w parallel,V 1.000 W h,V Vb [Ib] Vcb [Ib] Vua [Ib] 4549 1050 5 Combined tension and shear Toads ISN 0.456 RNV = l3 + [3V <= 1 1.155 [3v Utilization 13N,v [°fie] Status 0.556 5/3 65 OK 7504 6 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 plate 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 m 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! Fastening meets the design criteria! ttw Ln nlmust bc, ,,e,g-JOb ffl0003 Input data and resultO checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7,'63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 Auto System Anchorag 18083 4/27/2018 7 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 0.250 x 1.000 x 0.000 in. Hole diameter in the fixture: df = 0.625 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according 7.1 Recommended accessories Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 1/2 (3) Installation torque: 540.001 in.lb Hole diameter in the base material 0.500 in. Hole depth in the base material: 3.375 in. Minimum thickness of the base material: 4.750 in. to instructions for use is required. Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump y • Torque wrench Coordinates Anchor in. Anchor x y c.x c.x c_y c+, 1 0.000 0.000 12.000 12.000 12.000 12.000 11 W Ln¢ ,n �r,ng J„O # t 9tJ8i Input data and result?; must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan x 8/C3 / 1 2.000 2.000 � 1 2.000 - 0 0 0 N 2.000 2.000 Coordinates Anchor in. Anchor x y c.x c.x c_y c+, 1 0.000 0.000 12.000 12.000 12.000 12.000 11 W Ln¢ ,n �r,ng J„O # t 9tJ8i Input data and result?; must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan x 8/C3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 7 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 8 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. Hilti 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. tlw LilgQ, 1Jvhff1aoai Input data and results musg.. beg t be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilt is a registered Trademark of Hilti AG, Schaan 9,'63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 Auto System Anchorag 18083 4/27/2018 Specifiers comments: anchor at detail C/P5(anchors at column base) 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: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.Ib] KWIK HUS -EZ (KH -EZ) 3/4 (6 1/4) hef = 4.840 in., hnom = 6.250 In. Carbon Steel ESR -3027 2/1/2016 1 12/1/2017 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.750 in. 1, x ly x t = 15.000 in. x 15.000 in. x 0.750 in.; (Recommended plate thickness: not calculated W shape (AISC); (L x W x Tx FT) = 5.990 in. x 5.990 in. x 0.230 in. x 0.260 in. cracked concrete, 2500, fc' = 2500 psi; h = 9.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Z IIW Eni �.ngJvb-#18083 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0,'C3 1 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 Auto System Anchorag 18083 4/27/2018 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 0 100 0 100 2 0 100 0 100 3 0 100 0 100 4 887 100 0 100 5 887 100 0 100 6 2238 100 0 100 7 2238 100 0 100 8 2238 100 0 100 max. concrete compressive strain: 0.07 [%o] max. concrete compressive stress: 307 [psi] resulting tension force in (x/y)=(0.000/4.746): 8490 [Ib] resulting compression force in (x/y)=(0.000/-6.313): 8190 [Ib] 3 Tension Toad Load Nua [Ib] Capacity $ N„ [Ib] Utilization [IN = Nua/$ N„ Status Steel Strength* 2238 20808 11 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 8490 13115 65 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4) Nsa z Nua Variables 2 Ase.N refer to ICC -ES ESR -3027 ACI 318-08 Eq. (D-1) futa [psi] 0.39 Calculations Nsa [lb] 32013 Results Nsa [Ib] 32013 81600 steel 0.650 m Nsa [Ib] Nua [Ib] 20808 2238 t tw Ln m st be checked ova Input data and resuIS mist be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1,'63 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 3 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 3.2 Concrete Breakout Strength Ncbg = (ANco) W ec,N W ed,N W c,N W cp,N Nb ACI 318-08 Eq. (D-5) Ncbg z Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 her ACI 318-08 Eq. (D-6) 1 W ec,N = 1 + 2 eN 5 1.0 ACI 318-08 Eq. (D-9) 3 hef W ed,N = 0.7 + 0.3 ( 1.5h1',Cr) 5 1.0 ACI 318-08 Eq. (D-11) ` cp,N = in 1.5harl 5 1.0 ACI 318-08 Eq. (D-13) MAX(`` cac ' Cac Nb• = kc V( hats ACI 318-08 Eq. (D-7) Variables her [in.] ed,N [in.] ec.2,N [in] Capin [1n.] W 0,1 4.840 0.000 1.146 12.000 1.000 cac [in.] kc X fc [psi] 7.280 17 1 2500 Calculations ANc [In•2] ANco [in•2] W ec1,N W ec2,N W ed,N W cp,N Nb [Ib] 544.19 210.83 1.000 0.864 1.000 1.000 9051 Results Ncbg [ib] 4) concrete 4 Nog [Ib] Nua [ib] 20177 0.650 13115 8490 IiWEngin e�mgJvb#1808) � 52,'C3 Input data and result'; mist be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 4 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 4 Shear Toad Load Vua [Ib] Capacity, Vn [Ib] Utilization pv = Vua// Vn Status Steel Strength* 100 9997 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 800 42270 2 OK Concrete edge failure in direction y+** 800 9055 9 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC -ES ESR -3027 4) Vsteei Z Vua ACI 318-08 Eq. (D-2) Variables Ase,v [in.2] futa [psi] 0.39 81600 Calculations Via [Ib] 16662 Results Vsa [Ib] 4) steel 4) V. [Ib] Vua [Ib] 16662 0.600 9997 100 4.2 Pryout Strength Vcpg = kcp [(ANNS Ac ) W ec,N W ed,N W c,N W cp,N Nb] 4, Vcpg 2 Vua AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef 1 W ec,N = 1 + 2 he:) 5 1.0 3 het ed,N = 0.7 + 0.3 (Ca'min151.0 1.5hetl/ W cp,N = MAX (�a=min 1.5hef) 5 1.0 Cac • Cac Nb =kc•NifT.hef5 Variables kcp he [in.] ec1,N [in.] 2 4.840 0.000 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2 N [in.] Ca,min [in.] 0.000 12.000 W c,N cac [in.] kc f. [psi] 1.000 7.280 17 1 2500 Calculations ANC [In.2] ANcp [in.2] ll1 ec1,N W ec2,N W ed,N W cp,N Nb [Ib] 703.31 210.83 1.000 1.000 1.000 1.000 9051 Results Vc� [Ib] 4) concrete 4) Vcpg [Ib] Vua [Ib] 60385 0.700 42270 800 f I W Lrl rn eng Joo S 1999. Input data and result mist bnie checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan X3/63 www.hifti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 5 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 4.3 Concrete edge failure in direction y+ AVG Vcbg _ (AcO) W ec,V W ed,V W c,V W h,V W parallel,V Vb Vcbg 2 Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 cat W ec,V W ed,V W h,V Vb 2e) 5 1.0 1 + 3Cat =0.7+0.3(1 SCat) 51.0 =1.5ca>a1.0 ha 0.2�� _ (7 /100.2 1 a) VUa) YTc Cai Variables cat [in.] cat [in.] ecv [in.] 8.000 12.000 0.000 ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) W c,v ha [in.] 1.000 le [in.] da [in.] fa [psi] 4.840 1.000 0.750 2500 Calculations Avc [in.2] 324.00 Results Val [Ib] 12936 Avco [in.2] 288.00 4 concrete 0.700 W ec,V 1.000 (I) Vcbg [Ib] 9055 5 Combined tension and shear Toads W ed,V 1.000 9.000 W parallel,V 1.000 Vua [Ib] 800 w h,V 1.155 Vb [Ib] RN [;v Utilization RN,V [%] Status 0.647 0.088 5/3 51 OK I+NV=R[3V < 1 9958 6 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 plate 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 c 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! Fastening meets the design criteria! tlw g.. Input g-Jvn tT 10053 Input data and resultO mUst be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1,'C3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 Auto System Anchorag 18083 4/27/2018 7 Installation data Anchor plate, steel: - Profile: W shape (AISC); 5.990 x 5.990 x 0.230 x 0.260 Hole diameter in the fixture: df = 0.875 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according 7.1 Recommended accessories Drilling Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 3/4 (6 1/4) in. Installation torque: 1380.002 in.lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 6.625 in. Minimum thickness of the base material: 8.125 in. to instructions for use is required. Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit A 7.500 7.500 • Torque wrench O6 O 4 O1 O7 - 08 - 0 0 Lo T 1 7.500 0 0 o co - O2 O 5 0 0 o co T 7.500 03 0� 0 uo 1.500 6.000 6.000 1.500 Coordinates Anchor in. Anchor x 1 -6.000 -6.000 12.000 2 0.000 -6.000 18.000 3 6.000 -6.000 24.000 4 -6.000 0.000 12.000 C,x 24.000 18.000 12.000 24.000 c -y 12.000 12.000 12.000 18.000 c,y 24.000 24.000 24.000 18.000 x Anchor x y c_x c,x c_y c,y 5 6.000 0.000 24.000 12.000 18.000 18.000 6 -6.000 6.000 12.000 24.000 24.000 12.000 7 0.000 6.000 18.000 18.000 24.000 12.000 8 6.000 6.000 24.000 12.000 24.000 12.000 5,'63 ltw Lig �.r��e�g JuO ff l8UII3 Input data and result9 � mtist bchecked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan a www.hittlus Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 7 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 8 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. Hilti 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. ttw su nt Input data and resultS mflst becrmgJchecoeked fororagreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6,'61 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: 1 Auto System Anchorag 18083 4/27/2018 Specifiers comments: anchor at detail I&J/P6 (for tankstand and water eater) 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: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.Ib] KWIK HUS -EZ (KH -EZ) 1/2 (2 1/4) her = 1.520 in., hnom = 2.250 In. Carbon Steel ESR -3027 2/1/2016 1 12/1/2017 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.250 in. lx x ly x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Rectangular plates and bars (AISC); (L x W x T) = 0.250 in. x 1.000 in. x 0.000 in. cracked concrete, 2500, fc' = 2500 psi; h = 9.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Nif i 'if '1r % Z N 8 tlw Lne��„ Input data and result .n mtsl be checkedgJ00-#J9ce� for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7,'C3 e www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 2 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 200 300 0 300 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 200 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [Ib] Capacity + N. [Ib] Utilization pN = Nua/+ N„ Steel Strength* 200 11778 Pullout Strength' N/A N/A Concrete Breakout Strength" 200 1035 ' anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4) Nsa Z Nua Variables Ase,N [int] 0.16 Calculations Nsa [lb] 18120 Results Nsa [Ib] 18120 refer to ICC -ES ESR -3027 ACI 318-08 Eq. (D-1) luta [psi] 112540 4 steel 0.650 Nsa [Ib] 11778 Nua [Ib] 200 11w LuQm C, Jv0#181165 Input data and resul 5 moist begchecked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 N/A 20 Status OK N/A OK 8,.'C3 www.hilti.us 0 Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 3 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 3.2 Concrete Breakout Strength No = ( N;) w ed,N w c,N w cp,N Nb ACI 318-08 Eq. (D-4) 4) No Z Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) Amo = 9 het ACI 318-08 Eq. (D-6) 1 w ec,N =1 + 2 eN 5 1.0 ACI 318-08 Eq. (D-9) 3 hef w ed,N = 0.7 + 0.3 (Gamin) 5 1.0 ACI 318-08 Eq. (D-11) 1.5het w cp,N = MAX(�a—min 1.5hef) 5 1.0 ACI 318-08 Eq. (D-13) Cac ' Cac Nb = kc a, het5 ACI 318-08 Eq. (D-7) Variables he [in.] ec1,N [in.] ea,N [in.] Ca.min [in.] 1.520 0.000 0.000 12.000 Cac [in.] kc fc [psi] 2.750 17 1 2500 Calculations ANc [in.2] 20.79 Results Ncb [Ib] 1593 ANco [in.2] 20.79 4) concrete 0.650 w c,N w eel ,N w ec2,N 1.000 1.000 m Ncb [lb] Nua [Ib] 1035 200 1.000 —H\Ettgttt�ertng 3uL # 18083 Input data and resul m st be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan w ed,N ll1 cp,N Nb [lb] 1.000 1.000 1593 —59/'3 4 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 4 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 4 Shear Toad Load Vua [Ib] Capacity +V„ [Ib] Utilization pv = Vaal+ Vn Status Steel Strength* 300 5547 6 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 300 1115 27 OK Concrete edge failure in direction y+** 300 4240 8 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value Vsteel Z Vua refer to ICC -ES ESR -3027 ACI 318-08 Eq. (D-2) Variables Ase,v [in.2] futa [PSI] 0.16 112540 Calculations V. [Ib] 9245 Results Vsa [Ib] 4) steel 4) V. [Ib] Vua [Ib] 9245 0.600 5547 300 4.2 Pryout Strength r/ANC Vcp = kcp L \^Nc0/ ed,N W c,N W cp,N Nb] Vcp Vua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) 2 ANcO = 9 hef 1 ec,N= 1,{,2ew 51.0 3 her Wed,N = 0.7+0.3 (1.5Carmoh) 51.0 ef ill cpN = MAX(Cayin 1.5hef\ 5 1.0 Cac Cac J Nb = kc aAffc h Variables kcp hef [in.] ec1,N [in.] 1 1.520 0.000 W c,N Cac [In.] kc 1.000 2.750 17 Calculations ANc [in.2] 20.79 Results Vcp [Ib] 1593 ANco [in.2] ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2,N [in.] Ca,min [In.] 0.000 12.000 ecl,N 20.79 concrete 0.700 1.000 4, Vcp [Ib] 1115 W ec2,N 1.000 Vua [Ib] 300 fc [psi] 2500 W ed,N IlW Lui s.� ug7bb if19U8i Input data and result mUst bie checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2103-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1.000 W cp)N 1.000 Nb [Ib] 1593 CO, /C3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 5 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 4.3 Concrete edge failure in direction y+ Av \Avco) W ed,V W c,V W h,V W parallel,V Vb W Vcb Z Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 Cat 1 W ec,V — (1 + 2ev S 1.0 3Ca1 W ed,V = 0.7 + 0.3( 5Cat) 1.0 W 1.5cat Z 1.0 h,v ha / 0.2 Vb = (7 •F _� (c ) Vue) % VTc Caj a Variables cat [in.] 8.000 ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) cat [in.] ecv [in.] W c,v 12.000 0.000 1.000 ha [in.] le [in.] da [in.] fc [psi] 1.520 1.000 0.500 2500 Calculations Avc [in.2] 216.00 Results Vcb [Ib] 6057 Avco [in.2] W ec,V W ed,v 9.000 W parallel,V 1.000 W h,V Vb [Ib] 288.00 W concrete 0.700 1.000 Vcb [lb] 4240 5 Combined tension and shear Toads 1.000 Vua [Ib] 300 1.155 [3N RV Utilization RN,V [%] Status 0.193 0.269 5/3 18 OK NV= RN+RV<=1 6995 6 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 plate 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 t 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! Fastening meets the design criteria! uw L.. j� e�trtevns Input data and resultO mDst,bengJoochecked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan M www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 Auto System Anchorag 18083 4/27/2018 7 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 0.250 x 1.000 x 0.000 Hole diameter in the fixture: df = 0.625 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 1/2 (2 1/4) in. Installation torque: 540.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 4.500 in. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump y • Torque wrench • 1.000 0 0 0 1 0 o o 0 o o 1.000 1.000 • Coordinates Anchor in. Anchor x y c_x c.x c_y c.y 1 0.000 0.000 12.000 12.000 12.000 12.000 1Idr Ln m ct Jvb nto Input data and result5 mUst be mg checked forr agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan x `2/C3 www.hilti.us 0 Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 7 Project: Auto System Anchorag Sub -Project I Pos. No.: 18083 Date: 4/27/2018 8 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. Hilti 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. llw Lil ur@,ru �g JOb#ttSJ&i Input data and results mUst be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3/C3 11/1/2019 City of Tukwila Department of Community Development IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Permit No. D18-0126 RAINIER INDUSTRIES 6700 S GLACIER ST 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 12/12/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or fmal 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 12/12/2019, 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: D18-0126 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ` J City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 13, 2019 Ian Mayther 18375 Olympic Ave S Tukwila, WA 98188 RE: Request for Extension #2 Permit Number D18-0126 Dear Mr. Mayther, This letter is in response to your written request for an extension to Permit D18-0126. 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 permit through December 12, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Kandace Nichols Permit Technician File: Permit No. D18-0126 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Kandace Nichols From: Ian Mayther <ianm@rainier.com> Sent: Wednesday, June 12, 2019 12:14 PM To: Kandace Nichols Subject: D18-0126 - PERMIT EXTENSION Good Afternoon Kandace, I am really sorry to do this, but can I have an extension on this permit? It expires today (6/12/19). I am waiting on a connector that will allow me to drill these last two holes, and place these last two anchors in this permit. After that I can get the special inspection and the fire inspections scheduled. The part should arrive today and I can put them in tomorrow or Friday. Please let me know if there is anything you can do. Thanks, lan Mayther Engineering Department Rainier Industries P: 425.981.1220 7 Request for Extensior # Current Expiration Date: (0-12 Extension Request: Approved for /,5.-6 days L Denied (provide ex planaLion) 1 Signature, nitials r CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 2 5/2/2019 r\ I _.1 �yz City of Tukwila Department of Community Development IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Permit No. D18-0126 RAINIER INDUSTRIES 6700 S GLACIER ST 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 6/12/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/12/2019, 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, Kandace Nichols Permit Technician File No: D18-0126 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 19, 2018 Ian Mayther Rainier Industries 183756 Olympic Ave S Tukwila, WA 98188 RE: Request for Extension #1 Permit Number D18-0126 Dear Mr. Mayther, This letter is in response to your written request for an extension to Permit D18-0126. 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 permit through June 12, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, -3?vA° ?-74/1 Bill Rambo Permit Technician File: Permit No. D18-0126 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Ian Mayther <ianm@rainier.com> Sent: Friday, November 9, 2018 7:45 AM To: Bill Rambo Subject: Permit - D18-0126 Good Morning Bill, I received notice that a permit I have is going to expire. We are completing some wiring, anchor installation, safety guards are in place before we call for our final building and final fire inspection. I would like to request the 180 day extension. Thank you, Ian Mayther Engineering Department Rainier Industries P: 425.981.1220 nEcEiVcr) CITY OF TUMILA NOV 0 9 2018 PERMIT CENTER CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. Request for Extensio?' # Current Expiration Date: , — C/ Extension Request: Approved for / ( G _ . Denied (provide explanation) i 1 days Signaturc initials 11/1/2018 i City of Tukwila Department of Community Development IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Permit No. D18-0126 RAINIER INDUSTRIES 6700 S GLACIER ST 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 12/12/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/12/2018, 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, --1),W Rif Bill Rambo Permit Technician File No: D18-0126 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Below are the responses to the request for further information from the Fire Department on permit #D18-0126: • Regarding Powder Coat Booth: IFC (CH24) NFPA (CH33) Powder Coat (PC) Booth Requirements 2404.3.3.1 33.5.3.2 The walls of the PC booth are constructed of single -skin 18 gage steel 2404.3.2.5 33.4.1 There is 3ft around PC booth 2404.3.3.4 33.5.1.4 The door openings for the PC booth are 30" (w) x 80" (h) 2404.6.2.1 33.5.6.1 The windows are heat treated and sealed in place to prevent escaping vapors 2404.6.2.3 33.5.6 PC Booth luminaries shall be listed for use PC booths 2406.4 33.15.5 PC Booth will Automatic Sprinkler System inside of it, of an approved fire extinguishing system 2406.7 33.15.8 Annex C PC filters (99% HEPA final filters) and ventilation will be sufficient to maintain the atmosphere below one-half minimum explosive concentration of material being applied. 2406.6.1 33.15.9.2 Drying, curing shall meet IFC CH 30 and NFPA CH 86 2406.6.3 33.15.9 All materials entering PC booth will be 50° F below powder auto - ignition temperature 2406.6 33.15.7 All electrical shall follow NFPA CH 70 and NEC 2404.8 33.15.16.3 Powder system shall be interlocked to booth ventilation, cannot apply coating without ventilation operating • Regarding Class B Ovens: IFC (CH30) NFPA (CH86) Class B Oven Requirements 3003.1 86.5.1 The location of the ovens will not interfere with structural members of existing building structure. 3003.4 86.5.1.4.3 The ovens will be insulated to keep the exterior surfaces less than 160°F. Max Oven temperature 400°F. Walls are 5" thick 8# density rock wool insulations encased in 20 gage steel 3004.1 86.6.2.4.2 Gas connection in accordance with IFGC/NFPA 54, connection by others. 3005.1 86.8.16.2 Interlocks not required on Class B ovens if max temperature limit specified by oven manufacturer cannot be exceeded 3006.1 86.9.2.2 Ovens shall be protected by approved automatic fire -extinguishing system complying with IFC CH 9/NFPA CH 13 3007.3 86.7.3.1 Ovens shall be operated per manufacturer's instructions; instructions supplied upon install of ovens 3007.4 84.7.4.1 Ovens will be maintained in accordance with manufacturer's instructions; instructions supplied upon install of ovens • Attached are SDS for the (2) types of powder operated in the powder coat booth. CORRECTION CIT4INTSILA bis 01* Rainier Industries Ltd. LTR# 800.869.7162 425.251.5065 fax 5 Olympic Avenue South, Seattle, Washington 98188 USA www.rainier.com JUN 062018 PERS i�d CENTER ER May 25, 2018 f 1 City of Tukwila Allan Ekberg, Mayor Department of Community Development IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0126 RAINIER INDUSTRIES - 6700 S GLACIER ST Dear IAN MAYTHER, Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • There are very few details on the specifics of the spray booth and the oven. Also, there are no details on the flammability/combustibility of the products being used in the processes. Please submit a technical report detailing compliance with all applicable provisions of International Fire Code Chapter 24 and NFPA 33 for the spray booth and spraying operations, and International Fire Code Chapter 30 and NFPA 86 for ovens. Please provide the SDS's of the products being used. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, . Bill Rambo Permit Technician File No. D18-0126 a0..:a..111fill — T_.1_..J_ i17__Le__—.___ no nn _ ni li 1 D COPY PERMIT COOS PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0126 DATE: 06/06/18 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 6700 S GLACIER ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ poNo 4(611ca Fire Prevention Structural Planning Division nPermit Coordirator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/07/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/05/18 Approved Corrections Required ❑ Approved with Conditions n Denied n n (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 CERMIi COORD COPY, C PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0126 DATE: 05/04/18 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 6700 S GLACIER ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: ,mss ALVC- S-413'40 Building Division je1 ublic Works t Ccry R Fire Prevention Structural Irl $ A -f S-14 Planning Division Oil Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) REVIEWER'S INITIALS: DATE: 05/08/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 06/05/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire Ping 0 PW ❑ Staff Initials: GUS 12/18/2013 �1 f� City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: -101(6— OCP — 0 C ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Plan Check/Permit Number: D18-0126 Project Name: Rainier Industries Project Address: 6700 S Glacier St RECEIVED CITY OF TUKWILA JUN 062018 PERMIT CENTER Contact Person: ..1_,A44 `v! iil Ele _- Phone Number: t%S-- 95/ -- /Z-2-6 Summary of Revision: OUSIAI D oc,v. E-12 &,►T' $c 5-1—{ (1) E —14Fo12-144 T I.t% PY { 2b_ 4 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Vi Entered in TRAKiT on 06/0c// C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries Search L&I A -Z Index Help My L&I Workplace Rights Trades & Licensing RAINIER INDUSTRIES LTD Owner or tradesperson Principals CAMPBELL, SCOTT CURTICE, PRESIDENT CAMPBELL, KAREN LYNN, VICE PRESIDENT SCHOONMAKER, GEORGE W (End: 01/01/1980) SCHOONMAKER, GEORGE W, AGENT (End: 01/01/1980) Doing business as RAINIER INDUSTRIES LTD WA UBI No. 600 523 816 18375 OLYMPIC AVE S TUKWILA, WA 98188 425-251-1800 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties Awnings, Canopies, Patio Covers, Exterior Screens License no. RAINIIL066QP Effective — expiration 11117/1994— 01/11/2019 Bond CBIC Bond account no. LB6600 Active. Meets current requirements. $6,000.00 Received by L&I Effective date 09/16/2002 10/01/2002 Expiration date Until Canceled Insurance Phoenix Insurance Company, The $1,000,000.00 Policy no. 6300532991 Received by L&I Effective date 12/22/2017 12/31/2016 Expiration date 12/31/2018 Insurance history Savings Help us improve / \ No savings accounts during the previous 61 ,eriod. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. F 1 License Violations Infraction no. NBOIM00409 Issue date 07/24/2012 Violation city Tukwila Type of violation CONSTRUCTION INFRACTION Description Subcontracting to or using an unregistered contractor. In that this hiring contractor hired a subcontractor to perform work prior to them being a registered contractor. Satisfied RCW/WAC 18.27.200(1)(e) RCW Violation amount $500.00 Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 476,685-00 Doing business as RAINIER INDUSTRIES LTD Estimated workers reported Quarter 1 of Year 2018 "Greater than 100 Workers" L&I account contact T4 / STEPHEN TASSONI (360)902-4819 - Email: TASS235@lni.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ....................................... This contractor received a valid strike(s) for violation or infraction for the following L&I law(s). Learn more about contractor strikes. RCW Violation 18.27.200 Description Failure to comply with contractor registration requirements, per RCW 18.27 Contractors not allowed to bid No debarments have been issued against this contractor. Effective Date 9/8/2012 Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 12/14/2016 Inspection no. 317942802 Location 901 E Mason Lake DR Grapeview, WA 98546 Inspection results date 11/06/2012 Inspection no. 316394964 Location No violations Violations Help us improve 3240 Carillon Pt Kirkland, WA 98033 Inspection results date 10/1512012 Inspection no. 316258276 Location 18375 Olympic Ave S Tukwila, WA 98188-4724 r Violations Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve SCOPE OF WORK: ALL ANCHOR FOR C 2 3 4 5 6 7 8 9 10 12 '3 14 15 18 17 PROPERTY LINE PROPERTY LINE ±01 Existing Driveway Olympic Avenue S PROPERTY LINE Olympic Ave S PARKING LOT •• ...•..•..•. PARKING LOT rr Existing Driveway LAWa Dod 6700 S. GLACIER ST TUKWILA, WA98188 PARCEL #7888900080 IBC OCCUPANCY CLASS: F FACTORY SQ FT: 22,000 OFFICE SPACES LAJ ■ h_J PRODUCTION FLOOR a a1 4 Existing Fenced Area 176-" PROPERTY LINE FUNCTION: TO PERMIT NEW AUTOMATED POWDER COAT UNE EQUIPMENTS TO EXISTING CONCRETE SLAB AND STEEL ON SHEET P5 ONLY GENERAL NOTES 1. These drawings have been prepared pdmarly to safeguard against major structural damage and loss of life, not to limit damage or maintain function -as per requirements or the current accepted building code as listed in the Basis for Design. 2. An experienced licensed contractor with a working knowledge or applicable codes and industry accepted standard practices shall perform the work depicted in these drawings. 3. All work shall conform to the minimum standards of the current governing building code and Industry specific specifications and standards. The contractor shall comply with requirements of all regulatory agencies with authority over any portion of the work. Work not explicdly shown on these drawings shall conform to all applicable codes and accepted standard practices. 4. The contractor shall verify all dimensions, elevations and conditions on these drawings with the architectural and all other discipline drawings prior to start of construction. Notify archltect or EOR In writing before the start of construction regarding discrepancies. omissions or variations, or they shall become the sole responsibilityof the contractor. Notes and the specific details on these drawings take precedence over general structural notes and typical details. 5. Construction methods are not Indicated on these drawings. The contractor shall be solely responsible for all methods, sequences and procedures of construction. The contractor shall provkle adequate shoring, bracing, formwork, etc. as required for the protection of fife and property during construction. 8. Openings, pockets, etc. larger than 6 inches shall not be placed in structural members unless specifically detaied on these drawings. When drawings by others show Items in structural members not shown on the structural drawings, notify the engineer in writing to detemtine correct disposition. 7. Site visits by the EOR are a resource for Me contractor and shall not be considered as special inspections. 8. General inspection and special inspection shall be performed during construction as required by the local goveming municipality. BASIS FOR DESIGN 1. Governing Building Code: 2015 international Budding Code 2. Risk Category: 11 3. Roof Loads: a. Dead Load " self -weight + 10 plf misc. dead load b. Live Load = each point 250 Ib, total 500 Ib at each frame shown on P5 only. NIA for other equipment c. Snow Load -N/A 4. Wind Design: Indoor Only, no wind load applied. 5. Seismic Design: Risk Category: II Site Clan: D Ss, 51-1.418,0.529 Sar. Sd, = 0.945, 0.529 Design Category - 0 D\Tukwi Plan View® Scale:' =1'-0" STRUCTURAL STEEL 1. Structural steel members shall conform to the following standards and material properties, U.N.O.: a. Standard steel shapes: ASTM A36 (36 ksi) b. Rolled wide flange sections: ASTM A992 (50 kit) c. Bars and plates: ASTM A36 (38 ksi) d. Tubes and pipes: ASTM A500 Grade B (48142 ksi) e. Standard pipes: ASTM A53 Gradel3 (35 ksi) 1. Cold formed tubes. studs, eta.: ASTM A.353 (50 ksi) g. High strength bolts: ASTM A325 h. All other bolts: ASTM A307 2. Where steal beam is used in connection to wood framing, a 3x DF -L stud grade plate will be bolted to the top flange with 'h" dia. bolts staggered at 24" o.c. 3. Structural steel shall be fabricated and erected in accordance with AISC specifications or the design fabrication and erection of structural steel buildings. 4. All welds shall be minimums" E70XX all around weld, U.N.O. 5. Welders shall be AWS certified or equivalent (WAVO). Ml welding shall use E70 series low hydrogel electrodes. All welding shall conform to the latest American Welding Society standards; welds on drawings are shown as shop welds. Contractor may shop weld or field weld at his discretion. All full penetration welds shall be tested and certified by independent9 ry. an testing laborato . 8. All bolts shall be installed as bearing -type connections with threads excluded from shear plane (type k" connection), U.N.O. High-strength bolts shall be snug tightened using any AISC approved method and do not require spec's' inspections unless noted otherwise. All bolts In slotted or oversize holes and all high-strength bolts shall be Installed with washers. 7. All expansion or epoxy bolts shall have current ICBO/ICC rating for material into which installation occurs. Headed studs shell conform to all requirements of the latest edition of the "recommended practices for stud welding" and the "structural welding code" published by AWS. All bolts, anchor bolts, expansion bolts, etc. shall be installed with steel washers al face of wood. 8. Grout beneath column bases or bearing plates shall be 5000 psi minimum non -shrink flowable grout or drypack. Install grout under bearing plates before framing members are installed. At columns, install grout under base plates after column has been plumbed but prior to floor or roof Installation. Grout depth shall be sufficient to allow grout or drypack to be placed beneath plate without voids. 9. Welded moment frame connections shall comply with the following requirements: a. Access holes shall be smooth and free of notches. b. Minimum preheat per AWS requirements shall be maintained for all welds including tack welds. Verify preheat with temperature Indicating crayons. c. Weld material shall comply with Charpy V -Notch requirement of 20 ft -lbs at -20° F. d. End dams are not allowed. e. All weld layers shall be completed full width of flange before new layer is started. L Maximum layer thickness equals %/, maximum bead width equals 5/8". g. Grind edges of weld smooth and flush with edges of abutting parts. h. Notches or grooves shall be filled and ground smooth. 10. All misc. welds not noted, Included stiffeners. misc. plates, etc. shall be per AISC manual table J2.4 lacer BuildincA01 -om. BB)\System Drawings\ i err - SpfalLProoessin(L\Rev11.7.dwo FASTENERS 1. Spews shall be self -tapping hex head sheet metal screws with current ICBO/ICC rating for material Into which installation occurs. 2. Screws which are removed shall be replaced with a larger diameter screw where replacement is made into an existing hole. Replace all screws which strip out ri 3. Screwsmateal. shall be spaced no closer than 5/8" o.c. and maintain a minimum free edge distance of 1/2". U.N.O. 4. Clip angles or flat clips used tar attachment shall be a minimum of 33 mils, U.N.O. Size all clip angles and flet dips to maintain minimum screw sparing and edge distances as noted above. 5. All screws 1/8 and larger shall have a minimum head size of 5/16". All screws shall have sufficient length to ensure penetration into aluminum/steel by at least (2) full diameter threads. 8. All screws shall be a minimum of 68 self -tapping screws, U.N.O. 7. All anchors installed into concrete shall be Hilti KB TZ expansion anchors (ESR -1917) or HMI HIT -RE 500 -SD adhesNe anchors (ESR -2322), or HiltI KH -EZ screw anchors (ESR -3027). All anchors installed hal CMU shall be HMI KB III expansion anchors (ESR -1385) or Hilti HIT HY-150 adhesive anchors (ESR -1967). Approved equivalent anchors with current ICBOACC reports may be used al the contractors discretion. 8. All belts shall be installed as bearing -type connections with threads excluded from 9 shear plane (type "x" connection), U.N.O. High-strength bolts shall be snug tightened using any AISC approved method end do not require special inspections unless noted otherwise. All bolts in slotted or oversize holes and all high-strength bolts shall be Installed with washers. SPECIAL INSPECTION 1. All required special inspections shall be performed In accordance with the current accepted building code. Check with the local building department for required special inspections. 2. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the local building department, for the inspection of the particular type of construction or operation requiring special Inspection. 3. The special Inspector shall inspect the work assigned for conformance with the approved contract drawings and specifications. The special inspector shall furnish inspection reports to the local building department, the EOR and other designated persons required by the governing building official All discrepancies shall be brought to the immediate attention of the contractor for correction, and then if uncorrected in a reasonable period of time, the EOR and the building official shall be notified. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspectors knowledge, constructed In conformance with the approved plans and specifications and the applicable building code provisions 4.Inspectors shall Inspect from an approved set of contract drawings. shop drawings shall not be used in lieu of the approved contract drawings for inspection purposes. 5. Certificate of approval regarding materials and inspection of prefabricated items shall be provided In accordance with the current accepted building code. 6. Serial Inspector OSeale.o WA 9 1 Associates, Inc 8747 Martin Luther King Jr. Way Seattle, WA 98118 206.725.4600 Existing Sidewalk ♦ ffr/ or////////////// //////J//// Hct J J J J ////// //voro'////ir/r / "/1 /o.ArowAJGJ/JU4 6700 S. GLACIER ST TUKWILA, WA 98188 PARCEL #7888900080 IBC OCCUPANCY CLASS: F FACTORY SQ FT: 22,000 ■ OFFICE SPACES 4 4,/// // rii///rnvaii/JiiiiJiivo,miJin ■ REVISION HISTORY REV DESCRIPTION BY DATE APPR A AUTO. SYS. DRAWING IRM 31232018 B ENG. REDLINES IRM 4128/2018 C NOTES UPDATE IRM 4/27/2018 ORIGINAL DESIGN CONCEPTS ARE PROTECTED UNDER FEDERAL COPYRIGHT LAWS AND ARE TEN PROPERTY OF RAINIER INDUSTRIES, LTD. ANY REPRODUCTION OF THIS DESING CONCEPTS WITHOUT WRITTEN CONSENT IS EXPRESSLY FORBIDDEN. Loading Dock (BY O'HERS) AZAll/J////.9////////////////////////////// / /.%/ ///11 //,Wf,'//ii/%/U////////////////////////////a///ii/idi9hfaY.aY% de, /9U///U///. 1 ”/////////////// / //in/Oii/////.. wm. n . - FILE COPY Permit No. O I S- O 1%-(0 Plan revisal approval is subject to errors and omissions. p.^proval of construction documents dons not authorize the violation of any r.ao, ter: codri or ordinance. Recalot of approved Ft: id Copy and lcoodditions acknowledged: By: / Data: 2c i GG; _ i5 City of Tukwila BUILDING DIVISIQ P5 A P6 /////////////////%/br%zO/L Y//////p r I RF1fiCtn'iS ///////////////////p/p/p/////FW/NW//H/////% PRODUCTION FLOOR 1 m P6 i / / / / / / / i / / / / 4 / / / / i / / / / / / 5 P3 1 1 1 1 r l 1 1 I I ///HJ7//.4"/%///N///N//I/U/%/%/%/%/%/%/%/%/H/S/////%% / J ///pal!//t/ ///////////////////////////////////////////////////////%////////�ll/ll//NN////N/////AYAY///M'H/H//////Hl4//AY%//%///// %/H////////////////p/N////p//////p/////////%Y/I/////%%///ON/H/H/////////p////////////iV//%p/////////O%/////H%%/b/b//%//b'/////%%/U%%////////////////////%//I zctincal mon as Piping C:1 of Tukwila 1, Spray F :A'1'?/Wt? APPR E:I tc changes car be made f^ t?t qe plans without approval from Planning ' nrng DiviMsion of Dor Approved By• :�.l **ALL RACKING PERMITTED SEPERATELY - D18-0085** **PIT PERMITTED SEPERATELY - D18-0092** System Layout Scale: 32"=1-0" t .y of Tu(eviia et' "''.:Q D \.1S!DN Pr6(0iO4 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING D G DIV St { ON RECEIVED CITY OF TUKWILA AIN 3 v 21.11 PERMIT CENTER \P444.1 P2 1 EXPIRES OW:q27.07- frAPR 27 2:11 SHEET INDEX PAGE SHEET DESCRIPTION DEPARTMENT P1 PLAN VIEW P2 BOOTH/OVEN DETALS P3 CURE/GEL OVEN P4 WASH/RINSE BOOTH P5 STEEL DETAILS P6 TANK/EVAPORATOR DETAILS AUTO. SYSTEM INSTALL .X =±114" RAINIER INDUSTRIES PLAN VIEW .XX =31/16" RAINIER INDUSTRES LTTr€�O€�m., ANGLES = x 1° 111232 P1 -.i ,- 1 1 1 - 1 aw II.,. F r ,-./ ` la FOR:t_ ifK 1 1 1 1 r l 1 1 I I ///HJ7//.4"/%///N///N//I/U/%/%/%/%/%/%/%/%/H/S/////%% / J ///pal!//t/ ///////////////////////////////////////////////////////%////////�ll/ll//NN////N/////AYAY///M'H/H//////Hl4//AY%//%///// %/H////////////////p/N////p//////p/////////%Y/I/////%%///ON/H/H/////////p////////////iV//%p/////////O%/////H%%/b/b//%//b'/////%%/U%%////////////////////%//I zctincal mon as Piping C:1 of Tukwila 1, Spray F :A'1'?/Wt? APPR E:I tc changes car be made f^ t?t qe plans without approval from Planning ' nrng DiviMsion of Dor Approved By• :�.l **ALL RACKING PERMITTED SEPERATELY - D18-0085** **PIT PERMITTED SEPERATELY - D18-0092** System Layout Scale: 32"=1-0" t .y of Tu(eviia et' "''.:Q D \.1S!DN Pr6(0iO4 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING D G DIV St { ON RECEIVED CITY OF TUKWILA AIN 3 v 21.11 PERMIT CENTER \P444.1 P2 1 EXPIRES OW:q27.07- frAPR 27 2:11 SHEET INDEX PAGE SHEET DESCRIPTION DEPARTMENT P1 PLAN VIEW P2 BOOTH/OVEN DETALS P3 CURE/GEL OVEN P4 WASH/RINSE BOOTH P5 STEEL DETAILS P6 TANK/EVAPORATOR DETAILS AUTO. SYSTEM INSTALL .X =±114" RAINIER INDUSTRIES PLAN VIEW .XX =31/16" RAINIER INDUSTRES LTTr€�O€�m., ANGLES = x 1° 111232 P1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 12-0' 22'-0" ir 1 it a Spray Booth - Top View ® Scale: 4"=1,-0" (BY OTHERS) 32 2' " 3'-02 CYLINDER FOR FROG SWITCH 5-112 Spray Booth - Right View® Scale: 4"=1'-0" (BY OTHERS) P:\R4LD\Tukwila\Glacier Building\01 - Automation (BB)\System Drawings\Rainier - Spray Processing - Rev11.7.dwq_ a r4 t w SPRAY BOOTH TOTAL WEIGHT: 11.5W LB5 Spray Booth - Iso. View © Scale: 4"=1'-0" (BY OTHERS) 5' 10' Spray Booth - End View © Scale: 4'=1'-0" (BY OTHERS) 1.6M CYCLCMAX BURNER 1.5' NATURAL GAS 19.2' W.C. (BY OTHERS) r EXHAUST (BY OTHERS) )1 18'2' ammo: o: 16 A 16 GA STEEL BRACKET (BY OTHERS) FASTENER 4' O.C. (BY OTHERS) SPRAY BOOTH WALL PANEL (BY OTHERS) STEEL FLOOR TACK (BY OTHERS) HILT1 KH•E2 0.375' X 3" 2.5" MIN. EMS. 12' O.C. (BY RAINIER) CONCRETE FLOOR (BY OTHERS) Q \\ TYP Booth - Attachment Detail © Scale: 1'-0" =1'-0" CONTINUOUS AROUND BASE 841 q 9 ACV O 274 Dry Oven - Top View Scale: 4'=1'-0" (BY OTHERS) 27.4' Dry Oven - Right View 0 Scale: 4"= 1'-0" (BY OTHERS) 5' REVISION HISTORY REV DESCRIPTION BY DATE APPR A AUTO. SYS. DRAWING RM 3,232018 ENG. REDLINES IRM 426/2018 +Ilbn':;lldiiItia„,,,,_ OVEN WALL PANEL (BY OTHERS) 16 GA STEEL FLOOR TRACK (BY OTHERS) FASTENER 2" o.c. (BY OTHERS) HILTI KH -EZ D.375'X3' 25'1411N EMB (2)14" O.C. (BY RAINIER) Q 7 a L TYP Oven - Attachment Detail© Scale: 1'-0" =1'-0" CONTINUOUS AROUND BASE DRY OVEN TOTAL WEIGHT: 5,5001 -BS Dry Oven - Iso. View® Scale: 4'= 1'-0" (BY OTHERS) 3 -. 4'4 ----► 1'43' Dry Oven - End View Scale: 4'=1'-0" (BY OTHERS) RECEIVED CITY OF TUKWILA APR 30Z,35 PERMIT CENTER rThEVIEI".'ED FOR CODE COMPLIANCE APPROVED C; , JUN 1 1 2018 ly of Tuikwga BUILDING DMSIQN CONCRETE FLOOR (BY OTHERS) Dtteug AUTAUTO. SYSTEM INSTALL .X=1114' RAINIER INDUSTRIES JIX=11116' ANGLES = 31° APR 2 7 2013 BOOTHIDRY DETAILS RAINIER INDUSTRIES LTD 111232 P2 4 5 6 7 8 9 10 11 12 13 14 15 16 1T ELECTRICAL CONTROL PANEL (480 V, 3 PHASE, 60 HZ) (BY OTHERS) r EXHAUST (BY OTHERS) �l ata 4. 29' 1' CYLINDER FOR FROG SWITCH 1.6M CYCLOMAX BURNER V NATURAL GAS 141' W.C. (BY OTHERS) L 0 29 -" 19'4 W Cure Oven - Top View® Scale: 4"=1'-0" (BY OTHERS) r= Cure Oven - Right View® Scale:' -4'=1'-0" (BY OTHERS) P'\R,tD\Tukwila\Glacier Building \01 - Automation (BSKSSYstem Drawings \Rainier - Sorav Processing - Rev11.7.dwq 1.BM CYCLOMAX BURNER I' NATURAL GAS 14.2'W.C. (BY OTHERS) CURE OVEN TOTAL WEIGHT: 15,000 LBS Cure Oven - Iso. View Scale: 4"=1'-0" (BY OTHERS) T..91' -- e a, t Cure Oven - End View Scale: in= 1'-0" (BY OTHERS) -to-- 14' .-••.- tit t 1.6M CYCLOMAX BURNER 1' NATURAL GAS 14.2'W.C. (BY OTHERS) 1�4 Gel Oven - Top View Scale: -4"=1'-0" (BY OTHERS) 1�4 8' EXHAUST (8Y OTHERS) Gel Oven - Right View® Scale: G"=1'-0" (BY OTHERS) (BY OTHERS) Gel Oven - Perspective Scale: N.T.S. (BY OTHERS) REVISION HISTORY REV DESCRIPTION BY DATE A AUTO. SYS. DRAWING 72312018 ♦` GEL OVEN fr `♦ 500I WEIGHT: 5,5 500 LBS IEIjj( Gel Oven - Iso. View Scale: 4"=1'-0" (BY OTHERS) rREVIEWED FOR CODE COMPLIANCE APPROVED JUN 1" 2018 • 1 City of Tukwila i BUILDING DIVISION 747r a�- Gel Oven - End View© Scale: a'=1-0" (BY OTHERS) i RECEIVED CITY OF TUKWILA 1:k ;Z 3L. -^.a1 PERMIT CENTER LEXPIRE S: APR 2 7 20?3 X=x174' XX = t 1116' ANGLES = t 1° AUG. SYSTEM NSTALL RUNNIER INOUSTRES CURE/GEL DETAILS da, RAINIER INDUSTRIES LTD .,.. stall t1 1 0-r'=Ik L r Gel Oven - Right View® Scale: G"=1'-0" (BY OTHERS) (BY OTHERS) Gel Oven - Perspective Scale: N.T.S. (BY OTHERS) REVISION HISTORY REV DESCRIPTION BY DATE A AUTO. SYS. DRAWING 72312018 ♦` GEL OVEN fr `♦ 500I WEIGHT: 5,5 500 LBS IEIjj( Gel Oven - Iso. View Scale: 4"=1'-0" (BY OTHERS) rREVIEWED FOR CODE COMPLIANCE APPROVED JUN 1" 2018 • 1 City of Tukwila i BUILDING DIVISION 747r a�- Gel Oven - End View© Scale: a'=1-0" (BY OTHERS) i RECEIVED CITY OF TUKWILA 1:k ;Z 3L. -^.a1 PERMIT CENTER LEXPIRE S: APR 2 7 20?3 X=x174' XX = t 1116' ANGLES = t 1° AUG. SYSTEM NSTALL RUNNIER INOUSTRES CURE/GEL DETAILS da, RAINIER INDUSTRIES LTD .,.. 5 8 9 10 11 12 13 14 15 16 17 K PAR Wash/Rinse Booth - Top View® Scale: 4'=1'-0" (BY OTHERS) 1 0 0 P 0 O O • Wash/Rinse Booth - Front View Scale: ;"=1-0" (BY OTHERS) D\Tukwila\Glacier Buildinq\O1 - Automation (BB)\System DrawinqgRainier - Spray Processing - Rev1l.7.dwq V WASH BOOTH TOTAL WEIGHT: IOTA WE TANKS AND BOOTHS DO NOT MECHANICALLY CONNECT Wash/Rinse Booth - Iso. View 0 Scale:,' -"=1'-0" (BY OTHERS) QTY (2) 26' 10" O O • WATER TANK TOTAL WEIGHT: 9,000 LBS WashlRinse Booth - Side View Scale: ill= 1'-0" (BY OTHERS) elm CONCRETE PIT PERMIT/018-0092 a STEEL POST (BY OTHERS) STEEL FOOT (BY OTHERS) HILT/ KH -EZ 0.5' X 4' 3" MIN EMB (2) PER FOOT (16) PER BOOTH (BY RAINIER) \ TYP WashlRinse - Attachment Detail O Scale: 1'-0" =1'-0" DISTINCT LOCATIONS - SEE PLAN 4103 STEEL TAN( (BY OTHERS) CONCRETE PIT PERMIT /O18.0092 REVISION HISTORY REV DESCRIPTION BY DATE A AUTO. SYS, DRAWING IRM 23/2016 B NG. REDL NES IRM 4262016 ANCHOR EMBED IRM 4272018 STEEL FOOT (BY OTHERS) HILT/ KH -EZ 0.5' X4" 3' MIN EMB (1) PER FOOT (4) PER TANK (BY RAINIER) TYP Tank - Attachment Detail ® Scale: 1'-0" =1'-0" DISTINCT LOCATIONS - SEE PLAN bf-Ot2L, :C.REVIEWED 1 R ODE COMPLIANCE APPROVED 1)1111. 2018 City of Tukwila I BUILDING DIVISION 1 RECEIVED CITY OF TUKWILA PERMIT CENTER rxp;Fes • APR 272018 AUTO. SYSTEM INSTALL .X = t 1/4" .XX=t 1116' ANGLES = i 1 RAINIER INDUSTRIES WASH/RINSE DETAILS RAINIER INDUSTRIES LTD.....,-.... 111232 to D STACKED STEEL WHERE NOTED P5 STEEL I -BEAM STEEL I -BEAM STEEL I•BEAM W6X15 I ?STEEL PLATE // Steel -Steel Connection - TYP© Scale: 3" = W6X20 STEEL I -BEAM W6X20 STEEL 48EAM Stacked -Steel Connection - TYP® Scale: 3" =1'-0" Steel Elevation - TYP Scale: j" =1'-0" STEEL IBEAM STEEL I -BEAM ALL DROPS/CLIPS ARE 2"x2"x j" ANGLE POWER TRACK S'EEL I -BEAM 9'5X15 PMR4(D\Tukwila\Glacier Building\Ol - Automation (BB)\System Drawings\Rainier - Spray Processing • Rev11.7.dwq ?STEEL PLATE Steel -Steel Connection • TYP® Scale: 3" =1-0" •4 4. STEEL PLATE 1.3 Steel Column AA - TYP Scale: 4" = 1'-0" EXISTING CONCRETE SLAB (BY OTHERS) �Ld STEEL I -BEAM }• STEEL PLATE 143' 8 10 11 12 V HETI ?' KH -E2 MIN. 615' EMBED. 16) PER PLATE cn) Ate / 4 a 'STEEL PLATE Steel -Concrete Attachment - TYP Scale: 6" =1'-0" Steel Column BB - TYP Scale: t' =1-0" STEEL I -BEAM L Steel -Steel Connection© Scale: 3" =1'-0" V W12x4C 24' '74 13 14 W8X15 AA W6X15 W8X15 gite 15 1 16 REVISION HISTORY 17 REV DESCRIPTION BY DATE APPR A AUTO. SYS. DRAWING IRM 92312018 8 LOAD DIRECTION IRM 4/1612618 C STACKED BEAM IRM 4)2012818 D ENG. REDLINES IRM 4)2612018 ANCHOR EMBED IRM 4272018 o AA W8X15 11 RECEIVED CITY OF TUKWILA Kr ;% 3 0 2101U PERMIT CENTER Lt o (,'EXPIRES: O5 APR 27 2019 +15 o LOAD TRACK DIRECTION AA W8X15 W6X20 QTY (2) STACKED 1 W8X15 W6X20 W8X15 QTY (2) STACKED W6X25 W8X18 QTY (2) STACKED W8X15 W8X15 W8X15 W8X18 6X25 AA Steel Layout - Plan Viewr-, Scale: e"=1'-0" 4/ 0 AUTO. SYSTEM INSTALL 1" t 1)4 RAINER INDUSTRIES STEEL DETAILS JIX=31116' ANGLES t 1° RAINIER INDUSTRIES LT111292 9 P5 11232 1 2 3 4 5 6 T 8 9 10 11 12 13 14 15 16 3°0 Tank & Stand - Top View® Scale: 1"=1' 0" (BY OTHERS) Tank & Stand - Front View Scale: i"=1'-0" (BY OTHERS) ED I— 1's. al Evaporator - Top View Scale: Z" = 1'-0" (BY OTHERS) Evaporator - Right View © Scale: Z" =1'-0" (BY OTHERS) P:\R{t0\TUkwila\Glacier Building \01 - Automation (BB)\System Drawings \ Rainier - Spray Processing - Rev11.7.dwq Tank & Stand - Iso. View Scale: " =1'-0" (BY OTHERS) QTY (4) 3.5'. Tank & Stand - Side V ew Scale: 2' = 1'-0" (BY OTHERS) WATER EATER TOTAL WEIGHT: 800 L8S Evaportator - Iso. Vie% Scale: Z'=1'-0" (BY OTHERS) r 3' 7' Evaporator - End View Scale: i" "= 1'-0" (BY OTHERS) HOLDING TANK TOTAL WEIGHT: 2.530 LBS STEEL BASE (BY OTHERS) CONCRETE SLAB (EXISTING) HILT! KH -E2 0.5' X 3' 2.5' MIN EMB (4) PER TANK ASSEMBLY (8Y RAINIER) \a TYP Tank - Attachment Detail Scale: 1'-0" =1'-0" QTY (4) PER STAND a CONCRETE SLAB (BY OTHERS) REVISION HISTORY 17 REV DESCRIPTION BY DATE APPR A AUTO. SYS. DRAWING IRM 30312016 ENG. REDLINES IRM 4062018 WATER EATER LEG (BY OTHERS) STEEL FOOT (BY OTHERS) N411 KH -EZ 0.5'X3" 2.6" MIN EMB (1) PER FOOT (4) TOTAL (EP( RAINIER) Q TYP Water Eater - Attachment Detail 0 Scale: 1'-0" =1'-0" QTY (4) —REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1.1 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA PERMIT CENTER LatizesO6/z5xi APR 2 7 2015 btt DO_ AUTO. SYSTEM INSTALL .X=31/4' RAINIER INDUSTRIES ITANKEVAPORATOR DETAILS XX=:1118- ANGLES =t1° RAINIER INDUSTRIES 11152r.. r P6