Loading...
HomeMy WebLinkAboutPermit D18-0125 - EDGE CONSTRUCTION SUPPLY - STORAGE RACKSEDGE CONSTRUCTION SUPPLY 18161 SEGALE PARK B DR D18-0125 Parcel No: Address: r\ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049119 18161 SEGALE PARK B DR Project Name: EDGE CONSTRUCTION SUPPLY Permit Number: D18-0125 Issue Date: 6/4/2018 Permit Expires On: 12/1/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: LIT INDUSTRIAL LTD 1717 MCKINNEY AVENUE #1900 , DALLAS, WA, 75202 MIKE SORENSON 1100 SW 7TH ST , RENTON, WA, 98057 NORTH WEST HANDLING SYS INC 1100 SW 7TH ST , RENTON, WA, 98055 NORTHWH275JF SELF FUNDED I Phone: (206) 818-4488 Phone: (206) 255-0500 Expiration Date: 10/9/2019 DESCRIPTION OF WORK: INSTALL NEW AND USED PALLET AND CANTILEVER RACKING. Project Valuation: $16,700.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: Electrical Service Provided by: Fees Collected: $830.83 Occupancy per IBC: Water District: Sewer District: 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: / •� Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Date: 6) _X 9 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: 6 41/ 47 i Print Name: Nl Jfl<'ev►-fGv, 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: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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. 8: 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. 23: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 24: Install maximum storage height limit signs on racking in accordance with the letter from Patriot Fire Protection dated June 5, 2018. 12: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 9: 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) 10: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 11: 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) 13: Maintain fire extinguisher coverage throughout. 16: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 15: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 17: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 18: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one-hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4) 19: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 20: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 14: 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 4046 SI-EPDXY/EXP CONC Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049119 18161 SEGALE PARK B DR Project Name: EDGE CONSTRUCTION SUPPLY Permit Number: D18-0125 Issue Date: 6/4/2018 Permit Expires On: 12/1/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: LIT INDUSTRIAL LTD 1717 MCKINNEY AVENUE #1900 , DALLAS, WA, 75202 MIKE SORENSON 1100 SW 7TH ST, RENTON, WA, 98057 NORTH WEST HANDLING SYS INC 1100 SW 7TH ST, RENTON, WA, 98055 NORTHWH275JF SELF FUNDED Phone: (206) 818-4488 Phone: (206) 255-0500 Expiration Date: 10/9/2019 DESCRIPTION OF WORK: INSTALL NEW AND USED PALLET AND CANTILEVER RACKING. Project Valuation: $16,700.00 Type of Fire Protection: Type of Construction: Electrical Service Provided by: Sprinklers: YES Fire Alarm: Fees Collected: $760.96 Occupancy per IBC: Water District: Sewer District: 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: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: 6/1 Date: °/ 0`(/(& I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: 6 Print Name: Al'-t3f>>!l1S0/1 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: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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. r'\ f \, 8: 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. 23: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 12: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 9: 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) 10: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 11: 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) 13: Maintain fire extinguisher coverage throughout. 16: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 15: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 17: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 18: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one-hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4) 19: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 20: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 14: 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 4046 SI-EPDXY/EXP CONC ♦ / 1 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: /Cf)7/r� (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION rg�9I��s Tenant Name: (CC e- G 4‘4..C -74C., Site Address: King Co Assessor's Tax No.: Suite Number: PROPERTY 1 Company Name:A for k \ gt 1710,111,:.1_(1/Peis Name: / ,/ t`J 5. --,,,ran ..c U 4 `1 Name: C L3R BR �L ,4 5-42.r v leers Contr Reg No)Jo,_,/t tvh x75 JT Exp Date: �� O? Address:goji/s-- 7? 1=61, ,e.,.5 S"je, ./O City: eil+ State: (m_ Zip:93? CONTACT PERSON - person receiving all project communication 1 Company Name:A for k \ gt 1710,111,:.1_(1/Peis Name: / ,/ t`J 5. --,,,ran ..c U 4 `1 City: Ra. „ J�1 n State:Lim. Zipeis,D57 Address: 100 $ v✓ -r, S 7,_ Contr Reg No)Jo,_,/t tvh x75 JT Exp Date: �� O? City: n_ kr, State: (j+,j.. Zip?t 5 7 Phone: ,06.`dg8_it0 Fax:L05??g,.16 D ( 7 Address: Email:»1 SONO can 6 ntv S, Co vs-) State: GENERAL CONTRACTOR INFORMATION 1 Company Name:A for k \ gt 1710,111,:.1_(1/Peis Address: /'OO 5-0/ 7 s T City: Ra. „ J�1 n State:Lim. Zipeis,D57 Phone: "�a , 05-00Fax: za_s,n4 _ 6g4/4 Contr Reg No)Jo,_,/t tvh x75 JT Exp Date: �� O? Tukwila Business License No.: RA s ._ o?73/0 Li 7 Ii.'Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: New Tenant: I Yes ..No ,v CHITECT OF RECORD Company Name: ,[ _ 11` ,0 Ji.e. (�G 1, 1 Aj I�Ar� JD Engineer Name: R c lc Comp. . Name: City: g^ _' State: OR Zipy77va_ Phone: 5 -ii j 31^C, y -c Fax: l a 353 9 762 Architect Na . -: rl/1 Address: State: City: tate: Zip: Phone: Fax: r ENGINEER OF RECORD Company Name: ,[ _ 11` ,0 Ji.e. (�G 1, 1 Aj I�Ar� JD Engineer Name: R c lc Address: 37e S w� R�4�priv'� City: g^ _' State: OR Zipy77va_ Phone: 5 -ii j 31^C, y -c Fax: l a 353 9 762 Email: �-Yan(gni') Q Jae t PiT,C64') LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: /( Address: `f rl/1 City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 \ Valuation of Project (contractor's bid price): $ I tO 7670 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): in 5i_4I/ jai Pc& /L- 0444• l.2 rex— f a1c+e, . d� roeC f-ee— cc. '&CLU' d r✓i ng e,45 (kt-0-e'J/ SOff (t24'1`.,,Ar 4,11 tou:tdi; f comn,s(4, otedro if. — Will there be new rack storage? �es ❑.. 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: 0 (Gr 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: Compact: Handicap: Will there be a change in use? ❑ Yes I,ld No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: k Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 111. Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM i1 I GI ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications'Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised. August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s` Floor 2nd Floor 0 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck I 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: 0 (Gr 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: Compact: Handicap: Will there be a change in use? ❑ Yes I,ld No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: k Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 111. Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM i1 I GI ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications'Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised. August 2011 bh Page 2 of 4 f -\ PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Water 'strict ❑ ...T ❑ ...Water vailability Provided Call before you Dig: 8 1 Please refer to Public Works Bulletin #1 for fe and estimate sheet. Sewer District ❑ ...Tukwila ❑ ...Sewer Use Cert tate ❑ ...Water District #125 ❑ .. Highline ❑ ...Valley View ❑ .. Rent ❑ ... Sewer Availability Provided Septic System: ❑ On-site Septic System For on-site septic system, provide 2 copies o Submitted with Application ( ark boxes which apply): 0 ...Civil Plans (Maximum Pap Size — 22" x 34") ❑ ...Technical Information Report torm Drainage) ❑ ...Bond ❑ .. Insurance ` 0 .. Easement(s) Proposed Activities (mark boxes that applhJ: ❑ ...Right-of-way Use - Nonprofit for less thA 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way Non Right -of - 0 ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0 .. Renton ❑ .. Seattle current septic design approved by King County Health Department. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours 0 .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage Abandon `-ptic Tank .. Curb Cut .. Pavement Cut .. Looped Fire Lin 0 ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size ❑ ...Water Only Meter Size 0 ...Sewer Main Extension ❑ ...Water Main Extension Public ❑ Public 0 WO # WO # WO # Private ❑ Private 0 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ... Deduct Water Meter Size FINANCE INFORMATIO Fire Line Size at Property . ine 0 ...Water 0 ...Sewer Monthl Service Bill'. • to Name: Mailing Addres Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Day Te hone: Water Mete • efund/Billin Name: Mailing Address: City State Zip Day Telephone: City State Zip I{\Applications'Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11 docx Revised. August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 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. BUILDLNG OWNER OR AUTHORI Signature: Print Name: /1 l /4f. ,�o'. .SCi, Mailing Address: 1100 4 7 4-4 5-7' AGENT: H.\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11 docx Revised. August 2011 bh Date: y f/e/a0(e Day Telephone: (2'068� 2/1/6 g Q✓� City ()14- ci goy 7 State Zip Page 4 of 4 ash Register. Receipt City of Tukwila eceipt Number R14762 DESCRIPTIONS I PermitTRAK ACCOUNT QUANTITY PAID $69.87 D18-0125 Address: 18161 SEGALE PARK B DR Apn: 3523049119 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R14762 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Thursday, June 21, 2018 Paid By: MICHAEL SORENSON Pay Method: CREDIT CARD 072711 Printed: Thursday, June 21, 2018 8:28 AM 1 of 1 aSYSTEMS Page 2 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 06/21/2018 08:27:57 AM CREDIT CARD SALE VISA CARD NUMBER: **********2407 K TRAN AMOUNT: $69.87 APPROVAL CD: 072711 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy https://classic.convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTra... 6/21/2018 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT ( QUANTITY PAID $471.78 PermitTRAK D18-0125 Address: 18161 SEGALE PARK B DR Apn: 3523049119 $471.78 Credit Card Fee $13.74 Credit Card Fee R000.369.908.00.00 0.00 $13.74 DEVELOPMENT $436.44 PERMIT FEE R000.322.100.00.00 0.00 $431.94 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $21.60 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R14637 0.00 $21.60 -. $471.78 ,t. Date Paid: Monday, June 04, 2018 Paid By: MICHAEL J SORENSON Pay Method: CREDIT CARD 07463D Printed: Monday, June 04, 2018 4:03 PM 1 of 1 SYSTEMS \ Cash Register Receipt DESCRIPTIONS >I - PermitTRAK ACCOUNT QUANTITY PAID $289.18 D18-0125 Address: 18161 SEGALE PARK B DR Apn: 3523049119 $289.18 Credit Card Fee $8.42 Credit Card Fee R000.369.908.00.00 0.00 $8.42 DEVELOPMENT $280.76 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R14363 R000.345.830.00.00 0.00 $280.76 $289.18 Date Paid: Friday, April 27, 2018 Paid By: MICHAEL J SORENSON Pay Method: CREDIT CARD 065216 Printed: Friday, April 27, 2018 1:52 PM 1 of 1 rfi? SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: c ' I.'�1�i[eid �% Ty e.of Inspe Eon: iJl to d IT !Alta . Address: �' �'", �./ ; . .... i / — - ivr SI GtJ y,,Lr 1 *vV SpecialInstr ions: SeC(ca,....c..„ P1440.,Pf ‘t3 , br l" Da e anted: �y a.m. Requeste Phone No: gfre°.4/1-18-R 7Approved per applicable codes. n Corrections required prior to approval. OMMENTS: .1k_ / �Q ice' nakx.snc ( ; t Inspector -3Z - zoiV REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 DIS -01.25 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 PrJect: P Tsof Ins{p, eAtion: �� + 4�L t1-1 101121/01 Addr s: S air p,,,,,(k a; Date Called: Special Instruct 1 ns: , 11 "'` ^ /� 1 , Date Wanted: ntWrp� O .m: Reque}ster: PhMI o: _2oneN- gig- LiL186 ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: /1 0,1-ivreile_6 Inspector:16 a.e Cf),_ r Date: 7- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:r, Vic '6.",s4Nri,tc4,---k Type of Inspection: � "t (4.- Address:Contact Address:, Suite #: � &i (9( L —.3 Person: Special Instructions: Permits: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: -- K- 1 N S 1 r4-1-.-%. --- 7 s --..?- Sie ci A t INyItc --,.,_ -- S r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: L 9 S` 3 Date: "7 f o/t 6 Hrs.: 1 • c, $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Field Report Report#: 74962 A.A.R. Tesiing Laboratory, inc. 7126 180th Ave.N.f., Park i80, Suite 0101, Redmond, WA Phone 425.881,.5812 Fax 425.881.5441 05. Client: NorthWest Handling Systems, Inc. 1100 SW 7th St. Renton, WA 98055-2939 Contact: Brandy Alexander Project Number: 18-452 Permit #: D18 0125 Project Name: Edge Construction Supply Address: 18616 Segale Park Drive S. Inspection Performed: Proprietary Anchors Date: 7/6/2018 Time: Temperature: Anchor bolts for pallet racks. Non -conforming items for phase 2. Pallet racks require Z anchors per base, (1 installed). Cantilevered racks require Simpson SBZ 5/T anchors 1/2" Titan HD installed. Confirmed this with engineer. RECEIVED CITY OF TUKWILA JUL 19 2018 PERMIT CENTER Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner ❑ Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Trow, Michael Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Field Report Report #: 75937 A.A.R. 'resting Laboratory, Inc. 7126 i8ffi Ave.N. ., Park 180, Suite 60 1, Redmond, WA 98052 Phone 425,881.5812 Fax 425.881.5441 Client: NorthWest Handling Systems, Inc. 1100 SW 7th St. Renton, WA 98055-2939 Contact: Brandy Alexander Project Number: 18-452 Permit #: D18-0125 Project Name: Edge Construction Supply Address: 18616 Segale Park Drive S. Inspection Performed: Proprietary Anchors Date: 6/12/2018 Time: Temperature: On site for inspection of pallet racking anchorage. Verified anchors to be Simpson Titan HD 1/2" x 5". Verified minimum Embedment of 3 3/4". Anchors were found in place, fully seated and in conformance with approved plans, manufacturer's recommendations, and ESR #2713. 14 total rows as noted on sheet D-1 of approved plans were inspected at this time. Additional 10 rows to be inspected at future date. RECEIVED CITY OF TUKWILA JUL 11 2018 PERMIT CENTER Distribution: N7 Distribute Client ❑ Distribute Contractor E Distribute Engineer ❑ Distribute Owner ❑ Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Chandler, Loren Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden pATRI0T PROTECTION, INC. June 5, 2018 FILE Fire Sprinklers Save Lives! 2707 70TH Avenue East Tacoma, WA 98424 Edge Construction Supply 5419 Maynard Ave S Seattle, WA 98108 Attention: Eric Grabowski Reference: Fire Sprinkler Protection Edge Construction Supply 18161 Segale Park Drive B Tukwila, WA 98188 Mr. Grabowski, REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2018 City of Tukwila BUILDING DIVISION REVISrA TEL: (253) 926.2290 FAX: (253) 922.6150 10± Patriot Fire Protection, Inc. has reviewed the above building to find it has a fire sprinkler density of .395 gpm over 5600 square feet with K8 sprinklers rated at 165F. To avoid fire sprinkler modifications, we recommend lowering the proposed top of storage per NFPA 13 (2007 edition with extended density tables) assuming product is non -encapsulated, Class I-IV, and stored on pallets in racks. • Racking with a 4' aisles will need to have top of storage held to 18'. • 16.2.1.3.2(d), Curve G (ordinary temp heads with 4' aisles) = .445 gpm/5600 sq. ft. • Apply figure 16.2.1.3.4.1, for 18' storage, multiplier of .85 = .38 gpm/5600 sq. ft. • A density of .38 gpm/5600 sq ft is required, existing system meets this requirement. • Racking with a 12' aisles will need to have top of storage held to 20'. • 16.2.1.3.2(d), Curve E (ordinary temp heads with 4' aisles) = .38 gpm/5600 sq. ft. • A density of .38 gpm/5600 sq ft is required, existing system meets this requirement. If you have any questions, please feel free to call me any time. Sincerely, PATRIOT FIRE PROTECTION, INC. Clint Carr Service Manager 253-284-3411 HANFORD, WA OFFICE TEL (509) 373.8895 FAX (509) 373.8919 t(9o1Ls VANCOUVER, WA OFFICE TEL (360) 699.4403 PORTLAND (503) 222.6001 FAX (360) 699.4485 PATRIFP099CF RECEIVED CITY OF TUKWILA JUN 052018 PaR11.417 DENTE I SPOKANE, WA OFFICE TEL (509) 926.3428 FAX (509) 926.3708 NORTHWEST HANDLING SYSTEMS, INC. The Material Handling Experts 1100 SW 7th St Renton, WA 98057 (425) 255-0500 ph (425) 228-6946 fax ATTN: BUILDING DEPARTMENT AND FIRE DEPARTMENT RACK INFORMATION SUPPLEMENT SITE ADDRESS: 18161 Segale Park Drive B TENANT NAME: Edge Construction Supply DATE: 04/18/2018 APPLICANT: Mike Sorenson / (206) 818-4488 1. Load application and rack configuration drawings attached. 2. Attached plans and engineering detail the rack locations, dimensions, and specifications. 3. Stamped engineering calculations attached. 4. Special inspection of anchor bolts performed by AAR Testing Lab. PO Box 2523 Redmond, WA 98073. 425-881-5812. 5. Vertical members of storage racks are designed and installed so that failure of one vertical member will not cause collapse of more than the bay or bays directly supported by that member. 6. Commodities stored in racks: Commercial construction supplies. Power tools, Hydraulic tools, Plumbing tools Et equipment, Simpson hangers, Unistrut, Fasteners: uts bolts Lighting fixtures, Generators, Compressors, etc.... Mostly stored in card i 1x nTUKuutsK food pallets on racks with wire mesh rack decking. WILA, 7. Sprinkler System Information: .39/5600 APR 2 7 2018 8. Building egress path Et exits indicated on attached drawing. PERMIT CENTER 9...-.Emergencylighting system upgrade indicated on attached drawings; project to be submitted by, thi rs:,!ED FOR 09a, e`greaht. Maximum product storage height: 21'. in 31 2018 City of Tukwila BUILDING DIVISION MC( 01q00 :ECLIPSE ENGINEERING Structural Calculations ECLIPSE -ENGINEERING . C O M Selective Pallet Rack and Cantilever Rack By SpaceRAK Edge Construction Supply 18161 Seagale Park Drive Tukwila, WA 98188 Digitally sign J�by Rolf rmstrong, PE, )SE L._= Date: 2018.04.26 15:20:40-07'00' REVIEWED FOR CODE CO;viPLIANCE f c :-1U OD NAY 31 2018 City of Tukwila BUILDING DIVISION Prepared For: NorthWest Handling Systems 1100 SW 7th Street Renton, WA 98057-2939 RECEIVE;, CITY OF TUKWiLA APR 2.7 2018 PERMIT CENTER Please note: The calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by: the 2015 IBC, ASCE 7-10, and RMI — MH16.1 (2012). These storage shelves are not accessible to the general public. 113 West Meln, Suite 8, Missoula, Mf 59892 Prone: (406) 7215733 • Fara (406)552.4768 729 NudeusAve, Suite 0, Columbia Fels, M759912 Phone: (408)862 -3715 -Fax (406) 652-4766 421 West Riverside Ave., Sege 421 Spokane, WA 99201 Phone: (509) 921-7731 • Fax (406)552-4768 DIS-OP 376 SW Bluff Dive, Side 8, Bend OR 97702 Phone: (641)3099659 • Fac (406) 552-4768 • -i , r ill SW Carel& Street, Stele 1090 Par8and, OR 97201 Phone: (503)3951229 • Fax (406) 5524768 4/24/201 Design Maps Summary Report zusGs Design Maps Summary Report User -Specified Input Report Title Seismic Data Tue April 24, 2018 17:56:34 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.42347°N, 122.29478°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Vashary SEATI TACOMAWTL AIRPORT 14TOtd MUNI ORT Burien e Des Moines, (i,,I ' Gig Harbor Federli tav USGS-Provided Output SS = 1.424 g S1 = 0.534 g SMS = 1.424 g 5M1 = 0.801 g Sos = 0.950 g S01 = 0.534 g 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. I.30 133 1.3 1.0 t 1 uB0 y Ob7 GS) 0.73 I 0 4iA O ) 043 030 030 0,] 0.13 0.10 MCER Response Spectrum 1.10 100 0.40 O!0] 0.m 04ar1 040 00) 0.3) 0,40 °u0 01i) 140 Period, T (scc) 1.3) 14) 1.00 1111 201 For PGAM, T1, CRS, and CR1 values, please view the detailed report. Design Response Spectrum !V 0.3) 0.10 Ob) 040 14) 1.3) 14) 1 b 1E0 240 Pcriod, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 1 sO ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA PALLET RACK ANALYSIS MFG: SpaceRAK CODES: Current Editions of the 2015 IBC, ASCE 7-10, and RMI — MH16.1 (2012) 4/26/2018 RAO Design Inputs: Elevation 1- 44"x96"x20' w14 Beam Levels Rack Geometry Rack Depth = 44 in. Rack Width (Beam Length) = 96 in. Upright Height = 240 in. Primary Post Selection = FH25 Double Post Selection = N/A Double Post Height = N/A in. Rack Loading Lvl. Ht. Space Post Beam Conn. DL PL LL Unit Impact (in.) (in.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) 1 60 60 FH25 SB416 3 -Pin 124 3000 1500 375 2 120 60 FH25 SB416 3 -Pin 124 3000 1500 375 3 180 60 FH25 SB416 3 -Pin 124 3000 1500 375 4 240 60 FH25 SB416 3 -Pin 124 3000 1500 375 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 495 12000 0 Avg. PL = 3000 lbs. RMI Load Combinations for the ASD Design Method 1.) D + P 2.) D+P+L 5.) (1 + 0.105Sds)D + 0.75[(1.4 + 0.14Sds)[3P + L + 0.7pE] 6.) (1 + 0.14Sds)D + (0.85 + 0.14Sds)(3P + 0.7pE 9.) (0.6-0.14SDs)D + (1-0.14Sps)Papp + 0.7pE 10.) D+L+0.88P+I Dead Load Gravity Load Gravity + Seismic Gravity + Seismic Seismic Uplift Shelf + Impact 2 EC LI PSE ENGINEERING Edge Construction Supply Tukwila, WA Max. Load 3,000 Lbs. per Level "A" Weld 3 -Pin SB416 "A" Weld 3 -Pin SpaceRAK Frame: FH . 5 3"x3"x13Ga. Posts SB416 "A" Weld "A" Weld 3 -Pin 3 -Pin SB416 "D" Weld "D" Weld 3 -Pin 3 -Pin 20' [240"] 15' [ 180"] SB416 "D" Weld "D" Weld 3 -Pin 3 -Pin 8' [96"] TYPE -1 10' [ 120"] 5' [601 Elevation 1 44" Deep x 96" Wide x 20' High 4/24/2018 RAO 3 `i EC LI PS E Edge Construction Supply 412612018 ENGINEERING Tukwila, WA RAO Seismic Parameters: Importance Factor 1.0 Not Open to the Public Site Class D Worst Case Assumption Mapped Acceleration Parameters Ss = 1.424 Fa = 1 S1 = 0.534 F, = 1.5 Seismic Response Coefficient / Base Shear Base Elevation: z = 0.0 in. Avg. Roof Height: h = 480.0 in. Amplification Factor: ap = 2.5 0.551 If Si 0.69 -*Mln.C= R Min. CS = 0.044Sos Sms = 1.424 Sm1= 0.801 SDC = D = 0.7 p=1 Sds = 0.949 Sd1= 0.534 Ws = 0.67 * PRF * PL + DL + 0.25LL SDI Calc. Cs = TR Max. Cs = RS VB = (0.7p)0.4apCSIpWs (1 + 2 h) ASD Adjusted Base Shear Each Beam Level Loaded to 67% Down Aisle Cross Aisle Period (T) = 1.24 s Period (T) = 0.53 s PRF - 1 PRF = 1 R= 6 R= 4 Calc. C, = 0.072 Calc. Cs = 0.250 Min. Cs = 0.042 Min. Cs = 0.042 Max. Cs = 0.158 Max. C, = 0.237 Cs = 0.072 Ws = 8535 lbs. VB = 428 lbs. Only Top Beam Level Loaded to 100% Cross Aisle Period (T) = 0.37 s PRF = 1 R= 4 Calc. C, = 0.357 Min. Cs = 0.042 Max. Cs = 0.237 Cs = 0.237 Ws = 3495 lbs. VB = 581 lbs. Cs = 0.237 Ws = 8535 lbs. VB = 1418 lbs. Seismic Seperation Down Aisle = 1.57 in. Cross Aisle = 1.15 in. 4 ECLIPSE ENGINEERING Seismic Force Distribution: Edge Construction Supply Tukwila, WA Each Beam Level Loaded to 67% 4/26/2018 RAO Level h' Cross Aisle (per Upright) Down Aisle (per Column) w h ' ' FI VI MOT w h ' ' FI Vi Mrxn MI (in.) (lbs.) (lbs.) (k -in.) (lbs.) (lbs.) (k -in.) (k -in.) 1 60 128029.4 141.8 1418.0 8.5 64014.7 21.4 214.2 18.6 12.85 2 120 256058.9 283.6 1276.2 34.0 128029.4 42.8 192.8 10.3 5.78 3 180 384088.3 425.4 992.6 76.6 192044.2 64.3 150.0 7.1 4.50 4 240 512117.8 567.2 567.2 136.1 256058.9 85.7 85.7 2.6 2.57 5 13 14 6 15 16 7 TOTALS 794294.4 581 136.1 8 9 10 11 12 13 14 15 16 TOTALS 1280294.4 1418 255.2 640147.2 214 Mmax = 12.85 Only Top Beam Level Loaded to 100% Level h Cross Aisle (per Upright) wlhl FI MOT (in.) (lbs.) (k -in.) 1 60 7429.4 5.4 0.3 2 120 14858.9 10.9 1.3 3 180 22288.3 16.3 2.9 4 240 749717.8 548.1 131.5 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 794294.4 581 136.1 Equations per RMI, Section 2.6.7 Use if first beam level is <_ 12. Fl CsIpw1 F. = �i=z wihi (V - F1)wihi Vwihi F_�n1w�hi 5 ':ECLIPSE ENGINEERING Post Properties: Primary Post Properties Post = FH25 Width = 3 in. Depth = Thickness = An = lx = Sx = rx = ly= Sy = r = ro = Xcen. _ 3 in. 0.089 in. 0.752 in.2 1.278 in4 0.852 in.3 1.304 in. 0.853 in4 0.564 in.3 1.065 in. 3.279 in. 1.281 in. Primary Post Edge Construction Supply Tukwila, WA Double Post Properties N/A 0 in. 0 in. 0.000 in. 0.000 in.2 0.000 in4 0.000 in.3 0.000 in. 0.000 in4 0.000 in.3 0.000 in. 0.000 in. 0.000 in. Post = Width = Depth = Thickness = An = lx = Sx = rx = ly= Sy = ry = ro = Xcen. _ Double Post General Properties Q= E_ G= Fy= Fu = Kx = Ky = Kt= Lby = Cm = Cb = 1 29000 ksi 11400 ksi 55 ksi 70 ksi 1.7 1.0 0.800 48 in. 0.85 1 4/26/2018 RAO Post Properties Lvl. Post Lbx Ae Se aex at At Fe (A) Fn Fe(B) Fc (in.) (in.2) (in.3) (ksi) (ksi) (ksi) (ksi) KSI (ksi) 1 FH25 55.88 0.752 0.852 53.9 59.3 1.35 30.4 25.8 175.3 55.8 2 FH25 55.88 0.752 0.852 53.9 59.3 1.35 30.4 25.8 175.3 55.8 3 FH25 55.88 0.752 0.852 53.9 59.3 1.35 30.4 25.8 175.3 55.8 4 FH25 55.88 0.752 0.852 53.9 59.3 1.35 30.4 25.8 175.3 55.8 5 6 7 8 9 10 11 12 13 14 15 16 6 ECLIPSE ENGINEERING Post Analysis: Edge Construction Supply Tukwila, WA 4/26/2018 RAO Allowable Load Capacities (Axial and Bending) Lvl. Slc = 1.80 12b = 1.67 LC (2) Down Aisle Cross Aisle Max. Unity LC (5) LC (6) LC (5) LC (6) Pn Pn4 Mn Mn/S2b PR PR MR PR MR PR PR (k) (k) (k -in.) (k -in.) (k) (k) (k -in.) (k) (k -in.) (k) (k) 1 19.4 10.8 46.9 28.1 6.2 5.10 9.64 4.41 12.85 9.45 10.21 0.948 2 19.4 10.8 46.9 28.1 4.7 3.83 4.34 3.31 5.78 8.03 8.91 0.828 3 19.4 10.8 46.9 28.1 3.1 2.55 3.37 2.20 4.50 6.18 7.04 0.654 4 19.4 10.8 46.9 28.1 1.6 1.28 1.93 1.10 2.57 3.60 4.20 0.390 5 6 7 8 9 10 11 12 13 14 15 16 Pn = AeFn (AISI Eq. C4.1 - 1) 2c = (AISI Eq. C4.1 - 4) Mn = SeFy (AISI Eq. C3.1.1 - 1) Mn = ScFc (AISI Eq. C3.1.2.1 - 1) 72E Fe = 2 (AISI Eq. C4.1.1 - 1) (KL/r) 10 ( 10Fy1 Fc Fy I\1 36Fei1 (AISI Eq. C3.1.2.1 - 2) 1 Fe=(3[(aex+at) -V(hex+6t)2-4/36exo-t] (AISI Eq. C4.1.2-1 When A, <- 1.5 - Fn = (0.658Ac2) Fy (AISI Eq. C4.1-2) 0.877 When A, > 1.5 -> Fn =2 Fy (AISI Eq. C4.1 - 4) Ac Unity Check "A" (AISI Eq. C5.2.1-1) ncPR + fbCmMR < Pn Mnax Unity Check "B" (AISI Eq. C5.2.1-2) StcPR nbMR < 1 Pn0 Mn EC LI PSE ENGINEERING Beam Properties: Beam L= L /180 = Fy = Fu = E= Ob= Weld = 96 in. 0.533 in. 55 ksi 65 ksi 29000 ksi 1.67 0.125 in. Edge Construction Supply Tukwila, WA f Wath 4/26/2018 RAO Beam Properties Lvl. Beam Conn. Weld Type Sweld (in.3) Aweld (in.2) Height Width t A lx Sx F (in.) (in.) (in.) (in.2) (in a) (in?) (k -intrad.) 1 SB416 3 -Pin D 1.178 1.17115 4.13 2.50 0.060 0.754 1.589 0.729 300 2 SB416 3 -Pin D 1.178 1.17115 4.13 2.50 0.060 0.754 1.589 0.729 300 3 SB416 3 -Pin A 0.30514 0.58557 4.13 2.50 0.060 0.754 1.589 0.729 300 4 SB416 3 -Pin A 0.30514 0.58557 4.13 2.50 0.060 0.754 1.589 0.729 300 5 6 Required Beam Levels 7 D Weld On 1st 2 8 9 10 11 12 13 14 15 16 End Connectors Properties dein = Apin = Fnv = S2 = Rn = Rn /S2= Pin Shear 0.4000 in. 0.1257 in.2 55.0 ksi 2.00 6.91 k 3.46 k Pin Bearing L� = 0.8 in. t = 0.089 in. Fu = 65.0 ksi 4 = 2.00 Rn = 4.63 k R„ /CI = 2.314 k (Pin Shear --> Rn = Fn„Apia (AISC Eq.J3 - 1) (Pin Bearing) --> Rn= 1.01ctFu <_ 2.0dtFu (AISC Eq.J3 - 6c) End Connector t = 0,145 in. Fy = 36.0 ksi Fu = 70.0 ksi 8 EC LI PS E Tukwila, WA ENGINEERING Edge Construction Supply Beam Analysis: 4/26/2018 RAO Allowable Beam Capacities (Maximum Bending and Deflection) LVI. Beam M" Mn/b LC (2) LC (5) LC (6) LC (10) Max. Unity MR AR MR oR MR AR MR AR (k -in.) (k -in.) (k -in.) (in.)- (k -in.) (in.) (k -in.) (in.) (k -in.) (in.) 1 SB416 40.1 24.0 15.77 0.316 12.87 0.258 11.42 0.223 15.84 0.318 0.660 2 SB416 40.1 24.0 15.77 0.316 12.87 0.258 11.13 0.223 15.84 0.318 0.660 3 SB416 40.1 24.0 15.77 0.316 12.87 0.258 11.13 0.223 15.84 0.318 0.660 4 SB416 40.1 24.0 15.77 0.316 12.87 0.258 11.13 0.223 15.84 0.318 0.660 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 Fe, = 70.0 ksi Allowable Loads (Beam Connectors) Lvl. Vend Mend Gov. Load Case Conn. Pin Check Weld Check Von R1 VR Pin Unity Weld Type 6R 6b / S2 Weld Unity (k) (k -in.) (k) (k) (k) (ksi) (ksi) 1 0.55 11.42 LC 6 3 -Pin 0.18 1.92 1.93 0.834 D 9.70 20.59 0.471 2 0.55 7.24 LC 6 3 -Pin 0.18 1.22 1.23 0.532 D 6 1 20.59 0.299 3 0.55 5.63 LC 6 3 -Pin 0.18 0.95 0.97 0.417 A 18.49 20.59 0.898 4 0.64 3.39 LC 5 3 -Pin 0.21 0.57 0.61 0.263 A 11.17 20.59 0.543 5 6 7 8 9 10 11 12 13 14 15 16 Fe, = 70.0 ksi 9 ECLI PSE ENGINEERING Overturning Analysis: LC 9: (0.6-0.14Sds)D + Papp + 0.7pE Rack Depth = 44.0 in. Rack Height = 240.0 in. Each Level Loaded to 67% Veale = 1.4 k MOT = 255.2 k -in. D= Papp FReS = MRes = 0.5 k 8.0 k 7.2 k 158.5 k -in. Edge Construction Supply Tukwila, WA R1= 9.402 k R2 = -2.200 k UPLIFT Top Level Loaded to 100% VBase = 0.6 k MOT = 136.1 k -in. D= Papp FReS = MRes = 0.5 k 3.5 k 3.3 k 71.8 k -in. R1= 4.724 k R2 = -1.462 k UPLIFT Overturning per RMI Section 8.1 height / depth = V= MOT = D= MRes = 5.5 0.18 k 42.0 k -in. 0.5 k 10.9 k -in. R1= 1.202 k R2 = -0.707 k UPLIFT VBnsa d IOW 4/26/2018 RAO Pivot Point 10 ECLI PSE ENGINEERING Transverse Bracing: Blue Properties Brace = FS/FH Width = Depth = t= Ae = rx = ry = K= Fy = Fu = E= Fe = Ac= Fn = 1.50 in. 1.25 in. 0.06 in. 0.27 in.2 0.46 in. 0.61 in. 1 55.0 ksi 60.0 ksi 29000 ksi 16.2 ksi 1.84 14.2 ksi Pn = FnAe = 3.87 k S2c = 1.80 PnIS1c= 2.15 k Unity = 0.98 O.K. Edge Construction Supply Tukwila, WA Brace Cross Section ir2E Fe = 2 (AISI Eq. C4.1.1 - 1) (KLI r) AC (AISI Eq. C4.1 - 4) 4/26/2018 RAO Brace Configuration Rack Depth = Upright Thickness = Upright F„ = VB = Ly = L= 0= PR = 44 in. 0.089 in. 70 ksi 1.42 k 48.0 in. 61.2 in. 47.5 deg. 2.10 k -4- When 2i <_ 1.5 -> F,,, = (0.658Ac2) Fy (AISI Eq. C4.1-2) 0.877 When t > 1.5 -* Fn = 2 Fy (AISI Eq. C4.1 - 4) Ac Weld Check Weld = 0.1250 in. tW = 0.08839 in. Lweld = 2.50 in. Base Material Pn = 9.45 k O= 2.35 Pn /°c = 4.02 k Unity = 0.52 O.K. _ Rick 00th Weld Material Fexx = 70 ksi Pn = 11.60 k C = 2.55 Pn /tIc = 4.55 k Unity = 0.46 O.K. 11 ECLI PSE ENGINEERING Base Plate Analysis: Width = 7.00 in. Depth = 5.00 in. Thickness = 0.375 in. A = 35.00 in.2 S = 0.02344 in.3/ in. Amax = 2.00 in. Fy = 36 ksi = 2500 psi Bearing on Concrete Pmax = 10.21 k fa = 0.29 ksi F'p = 1.75 ksi Unity = 0.17 O.K. Plate Bending mb= 0.58 k-in./in. fb = 24.89 ksi Fb = 27.00 ksi Unity = 0.92 O.K. Anchor Analysis Edge Construction Supply Tukwila, WA Effective Area _ t2 S 6 f _pmax a A F'p = 0.7f', mb = faL2 2 mb fb — S Fb = 0.75Fy Anchor = Simpson Titen HD Diameter = 0.50 Embedment = 3.75 Qty. = 2 Tmax = T allow = RN = 2.20 k 2.23 k 0.99 O.K. /� 5 5 AV = /3N3 + f3v3 < 1 RNV = 0.99 O.K. Vmax = V allow = 13v = 0.71 k 4.02 k 0.18 O.K. 4/26/2018 RAO 12 ECLIPSE ENGINEERING Slab Analysis: Edge Construction Supply Tukwila, WA W = 7.0 in. Base Plate Width D = 5.0 in. Base Plate Depth d = 6.0 in. Slab Thickness f'c = 2500 psi Concrete Compressive Strength ks = 50 pci Soil Modulus of Subgrade Reaction f't = 375.0 psi Tensile Strength in Flexure of Concrete Ec = 2850 ksi Modulus of Elasticity of Concrete = 0.15 Poisson's Ratio b = 32.0 in. Radius of Relative Stiffness FS = 3 Factor of Safety Pn=1.72[(kEs1:1) * 104 + 3.601 f'td2 b= (12(1 ° _µ`)k s) f't=7.5* Ec = 57000\Z 1 R1= A 10.25 Ecd3 Single Base Plate A = 35 in.2 Base Plate Area R1 = 2.96 in. One -Half Base Plate Width Pn = 95.6 k Nominal Load Carrying Capacity (Slab on Grade) PR = 15.8 k Max. Required Load (Single Post) P allow = 31.9 k Allowable Load Carrying Capacity (Slab on Grade) Unity = 0.50 O.K. Back -To -Back Base Plates A = 70 in.2 Combined Base Plate Area R1 = 4.18 in. One -Half Base Plate Width Pn = 100.6 k Nominal Load Carrying Capacity (Slab on Grade) PR = 15.0 k Max. Required Load (Combined Posts Back to Back) Po„oW = 33.5 k Allowable Load Carrying Capacity (Slab on Grade) Unity = 0.45 O.K. 4/26/2018 RAO 13 ECLI PSE ENGINEERING MFG: CODES: Edge Construction Supply Tukwila, WA PALLET RACK ANALYSIS SpaceRAK Current Editions of the 2015 IBC, ASCE 7-10, and RMI — MH16.1 (2012) 4/24/2018 RAO Design Inputs: Rack Geometry Elevation 2 - 36"x96"x12' wl 4 Beam Levels Rack Depth = Rack Width (Beam Length) _ Upright Height = Primary Post Selection = Double Post Selection = Double Post Height = 36 in. 96 in. 144 in. FH2O N/A NIA in. This calculation covers the follolwing elevations: 36" Deep x 94" Wide w/ 4 Beam Levels 36" Deep x 96" Wide w14 Beam Levels 44" Deep x 96" Wide w14 Beam Levels Rack Loading Lvl. Ht. Space Post Beam Conn. DL PL LL Unit Impact (in.) (in.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) 1 30 30 FH2O SB256 2 -Pin (4 in.) 95 1500 500 125 2 60 30 FH2O SB256 2 -Pin (4 in.) 95 1500 500 125 3 90 30 FH2O SB256 2 -Pin (4 in.) 95 1500 500 125 4 120 30 FH2O SB256 2 -Pin (4 in.) 95 1500 500 125 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 379 6000 0 Avg. PL = 1500 lbs, RMI Load Combinations for the ASD Design Method 1.) D + P 2.) D+P+L 5.) (1 + 0.105Sds)D + 0.75[(1.4 + 0.14Sds)[3P + L + 0.7pE] 6.) (1 + 0.14Sds)D + (0.85 + 0.14Sds)[3P + 0.7pE 9.) (0.6-0.14Sos)D + (1-0.14Sos)Papp + 0.7pE 10.) D+L+0.88P+I Dead Load Gravity Load Gravity + Seismic Gravity + Seismic Seismic Uplift Shelf + Impact 14 EC\ L1 PS E ENGINEERING Edge Construction Supply Tukwila, WA Max. Load 1,500 Lbs. per Level SB256 "D" Weld 2 -Pin (4 in.) El "D" Weld 2 -Pin (4 in.) "D" Weld 2 -Pin (4 in.) SB256 SB256 "D" Weld 2 -Pin (4 in.) D" Weld 2 -Pin (4 in.) SB256 "D" Weld 2 -Pin (4 in.) "D" Weld 2 -Pin (4 in.) 94",96" "D" Weld 2 -Pin (4 in.) 1 TYPE -2 SpaceRAK Frame: FH2O 3"x3"x14Ga. Posts 412412018 RAO Elevation 2 36"x96"/36"x94"/44"x96" 15 ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA Seismic Parameters: Importance Factor 1.0 Not Open to the Public Site Class D Worst Case Assumption Mapped Acceleration Parameters Ss = 1.424 Fa = 1 S1 = 0.534 = 1.5 Seismic Response Coefficient / Base Shear Base Elevation: Avg. Roof Height: Amplification Factor: z= h= a = 0.0 in. 480.0 in. 2.5 IfS1>0.6g-*Min.CC= Min. CS = 0.0445Ds 0.551 R Sms = 1.424 Sad = 0.801 SDC = D 3= 0.7 p=1 Sds = 0.949 Sd1= 0.534 WS=0.67*PRF *PL+DL+0.25LL SD1 Calc.Cs = TR Max. Cs = RS VB = (0.7p)0.4apCSIpWs (1 + 2D ASD Adjusted Base Shear Each Beam Level Loaded to 67% Down Aisle Cross Aisle Period (T) = 0.34 s PRF = 1 R= 6 Calc. Cs = 0.260 Min. Cs = 0.042 Max. C, = 0.158 CS = 0.158 WS = 4399 lbs. VB = 487 lbs. Only Top Beam Level Loaded to 100% Cross Aisle Period (T) = 0.13 s PRF = 1 R= 4 Calc. Cs = 1.038 Min. Cs = 0.042 Max. C, = 0.237 CS = 0.237 WS = 1879 lbs. VB = 312 lbs. Period (T) = 0.18 s PRF = 1 R= 4 Calc. Cs = 0.728 Min. Cs = 0.042 Max. Cs = 0.237 CS = 0.237 Ws = 4399 lbs. VB = 731 lbs. Seismic Seperation Down Aisle = 0.26 in. Cross Aisle = 0.17 in. 4/24/2018 RAO 16 :ECLIPSE ENGINEERING Seismic Force Distribution: Edge Construction Supply Tukwila, WA Each Beam Level Loaded to 67% 4124/2018 RAO Level h'w Cross Aisle (per Upright) Down Aisle (per Column) h ' i F1 VI MOT w h ' ' FI Vi Mrx„ MI (in.) (lbs.) (lbs.) (k -in.) (lbs.) (lbs.) (k -in.) (k -in.) 1 30 32988.9 73.1 730.7 2.2 16494.5 24.4 243.6 10.6 7.31 2 60 65977.9 146.1 657.7 8.8 32988.9 48.7 219.2 5.8 3.29 3 90 98966.8 219.2 511.5 19.7 49483.4 73.1 170.5 4.0 2.56 4 120 131955.7 292.3 292.3 35.1 65977.9 97.4 97.4 1.5 1.46 5 13 14 6 15 16 7 TOTALS 208389.3 312 36.2 8 9 10 11 12 13 14 15 16 TOTALS 329889.3 731 65.8 164944.6 244 Mmax = 7.31 Only Top Beam Level Loaded to 100% Level h ' \ Cross Aisle (per Upright) -' w,h, FI MOT (in.) (lbs.) (k -in.) 1 30 2838.9 4.3 0.1 2 60 5677.9 8.5 0.5 3 90 8516.8 12.8 1.1 4 120 191355.7 286.6 34.4 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 208389.3 312 36.2 Equations per RMI, Use if first beam level is <_ 12. Section 2.6.7 F1 = CsIpw1 Fi = n wihi (V - F1)wihi Vwihi 2 w.h. L=1 l L 17 :ECLIPSE ENGINEERING Post Properties: Primary Post Properties Post = Width = Depth = Thickness = An = IX = Sx = rX = I = Sy = ry = ro = Xcen. = FH2O 3 in. 3 in. 0.074 in. 0.631 in.2 1.083 in4 0.722 in.3 1.310 in. 0.725 in4 0.479 in.3 1.072 in. 3.299 in. 1.280 in. Primary Post Edge Construction Supply Tukwila, WA Double Post Properties Post = N/A Width = 0 in. Depth = 0 in. Thickness = 0.000 in. An = 0.000 in.2 lX = 0.000 in4 SX = 0.000 in.3 rX = 0.000 in. ly = 0.000 in4 Sy = 0.000 in.3 ry = 0.000 in. ro = 0.000 in. Xcen. = 0.000 in. Double Post General Properties Q= E_ G= Fy = Fu = KX = Ky = Kt = Ley = Cm = Cb = 0.93 29000 ksi 11400 ksi 55 ksi 70 ksi 1.7 1.0 0.800 48 in. 0.85 1 4/24/2018 RAO Post Properties Lvl. Post LbX Ae Se aex at Fe (A) Fn Fe(B) Fc (in.) (in.2) (in.3) (ksi) (ksi) (ksi) (ksi) KSI (ksi) 1 FH2O 27.50 0.59488 0.697 224.7 177.4 0.72 106.5 44.3 614.9 59.6 2 FH2O 27.50 0.59488 0.697 224.7 177.4 0.72 106.5 44.3 614.9 59.6 3 FH2O 27.50 0.59488 0.697 224.7 177.4 0.72 106.5 44.3 614.9 59.6 4 FH2O 27.50 0.59488 0.697 224.7 177.4 0.72 106.5 44.3 614.9 59.6 5 6 7 8 9 10 11 12 13 14 15 16 18 :ECLIPSE ENGINEERING Post Analysis: Edge Construction Supply Tukwila, WA 4/24/2018 RAO Allowable Load Capacities (Axial and Bending) Lvl. SI, = 1.80LC Ub = 1.67 (2) Down Aisle Cross Aisle Max. Unity LC (5) LC (6) LC (5) LC (6) Pn Pn/Sic Mn Mn1SZb PR PR MR PR MR PR PR (k) (k) (k -in.) (k -in.) (k) (k) (k -in.) (k) (k -in.) (k) (k) 1 26.4 14.6 38.3 22.9 3.2 2.62 5.48 2.28 7.31 3.99 4.11 0.444 2 26.4 14.6 38.3 22.9 2.4 1.97 2.47 1.71 3.29 3.29 3.47 0.241 3 26.4 14.6 38.3 22.9 i 1.6 1.31 1.92 1.14 2.56 2.45 2.66 0.182 4 26.4 14.6 38.3 22.9 1 0.8 0.66 1.10 0.57 1.46 1.39 1.54 0.105 5 6 7 8 9 10 11 12 13 14 15 16 Pn = AeFn (AISI Eq. C4.1 - 1) Mn = SeFy (AISI Eq. C3.1.1 - 1) Mn = ScFc (AISI Eq. C3.1.2.1 - 1) Ac = F, r (AISI Eq. C4.1 - 4) Tc2E Fe = 2 (AISI Eq. C4.1.1 - 1) (KL/r) 10 r 10Fy F` Fy I\1 36F) (AISI Eq. C3.1.2.1 - 2) 1 Fe = 6[(o-„ + 6t) - V (hex + at)2 - 4l3aexat, (AISI Eq. C4.1.2 - 1 When A, <- 1.5 -* Fn.= (0.658-c2) Fy (AISI Eq. C4.1-2) When A, > 1.5 -> F = 0.877a 2 Fy (AISI Eq. C4.1 - 4) c Unity Check "A" (AISI Eq. C5.2.1-1) ncPR-F nbCmMR <_ 1 Pn Mncz Unity Check "B" (AISI Eq. C5.2.1-2) S2cPR + fbMR <_ 1 Pn0 Mn 19 :ECLIPSE ENGINEERING Beam Properties: Beam L= L 1180 = Fy = Fu = E= Qb= Weld = 96 in. 0.533 in. 55 ksi 65 ksi 29000 ksi 1.67 0.125 in. Edge Construction Supply Tukwila, WA 412412018 RAO Beam Properties Lvl. Beam Conn. Weld Type Sweld (in.3) Aweld (in.2) Height Width t A Ix Sx F (in.) (in.) (in.) (in.2) (in 4) (in.3) (k-in.lrad.) 1 SB256 2 -Pin (4 in.) D 0.54633 0.88388 2.50 2.50 0.060 0.56 0.472 0.338 100 2 SB256 2 -Pin (4 in.) D 0.54633 0.88388 2.50 2.50 0.060 0.56 0.472 0.338 100 3 SB256 2 -Pin (4 in.) D 0.54633 0.88388 2.50 2.50 0.060 0.56 0.472 0.338 100 4 SB256 2 -Pin (4 in.) D 0.54633 0.88388 2.50 2.50 0.060 0.56 0.472 0.338 100 5 6 7 8 "D" Weld Required Levels 9 On All Beam 10 11 12 13 14 15 16 End Connectors Properties Pin Shear don = 0.4000 in. Apin = 0.1257 in.2 Fnv = 55.0 ksi S2 = 2.00 Rn = 6.91 k R„ = 3.46 k Pin Bearing Lc = 0.8 in. t = 0.074 in. Fu = 65.0 ksi S2 = 2.00 R, = 3.85 k R„ /a= 1.924 k (Pin Shear --> Rn = FnvApin (AISC Eq.J3 - 1) (Pin Bearing) --> Rn= 1.0l,tFu <_ 2.OdtF (AISC Eq.J3 - 6c) End Connector t = 0.145 in. Fy = 36.0 ksi Fu = 70.0 ksi 20 :ECLIPSE ENGINEERING Beam Analysis: Edge Construction Supply Tukwila, WA 4/24/2018 RAO Allowable Beam Capacities (Maximum Bending and Deflection) Lvl. Beam Mn Mnlnb LC (2) LC (5) LC (6) LC (10) U ty INR QR MR "R MR OR MR AR (k -in.) (k -in.) (k -in.) (in.) (k -in.) (in.) (k -in.) (in.) (k -in.) (in.) 1 SB256 18.6 11.1 7.91 0.532 6.51 0.437 6.48 0.380 7.64 0.513 0.997 2 SB256 18.6 11.1 7.91 0.532 6.51 0.437 5.65 0.380 7.64 0.513 0.997 3 SB256 18.6 11.1 7.91 0.532 6.51 0.437 5.65 0.380 7.64 0.513 0.997 4 SB256 18.6 11.1 7.91 0.532 6.51 0.437 5.65 0.380 7.64 0.513 0.997 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 Fe), = 70.0 ksi Allowable Loads (Beam Connectors) LVI. Vend Mend Gov. Load Case Conn. Pin Check Weld Check Vpin R1 VR Pin Unity Weld Type GR 6b / 52 Weld Unity (k) (k -in.) (k) (k) (k) (ksi) (ksi) 1 0.28 6.48 LC 6 2 -Pin (4 in.) 0.14 1.81 1.82 0.946 D 11.87 20.59 0.576 2 0.28 4.11 LC 6 2 -Pin (4 in.) 0.14 1.15 1.16 0.602 D 7..52 20.59 0.365 3 0.28 3.19 LC 6 2 -Pin (4 in.) 0.14 0.89 0.91 0.470 D 5..85 20.59 0.284 4 0.33 1.91 LC 5 2 -Pin (4 in.) 0.16 0.53 0.56 0.291 D 3„52 20.59 0.171 5 6 7 8 9 10 11 12 13 14 15 16 Fe), = 70.0 ksi 21 ECLIPSE ENGINEERING Overturning Analysis: LC 9: (0.6-0.14Sds)D + Papp + 0.7pE Rack Depth = 36.0 in. Rack Height = 144.0 in. Each Level Loaded to 67% VBase = MOT = D= Papp FReS = MRes = 0.7 k 65.8 k -in. 0.4 k 4.0 k 3.7 k 65.9 k -in. R1= 3.658 k R2 = 0.004 k Top Level Loaded to 100% VBase = MOT = D= Papp FReS = MRes = 0.3 k 36.2 k -in. 0.4 k 1.9 k 1.8 k 32.5 k -in. Edge Construction Supply Tukwila, WA NO UPLIFT R1= 1.908 k R2 = -0.102 k UPLIFT Overturning per RMI Section 8.1 height / depth = V= MOT = D= MRes = 3.3 0.18 k 21.0 k -in. 0.4 k 6.8 k -in. R1= 0.773 k R2 = -0.394 k UPLIFT VBase z d 4/24/2018 RAO Pivot Point 1 i 22 ECLIPSE ENGINEERING Transverse Bracing: Brace Properties Brace = FSIFH Width = 1.50 in. Depth = 1.25 in. t = 0.06 in. Ae = 0.27 in.2 rX = 0.46 in. ry= 0.61 in. K= 1 Fy = 55.0 ksi Fu = 60.0 ksi E = 29000 ksi Fe = Ac= Fn = 19.0 ksi 1.70 16.6 ksi Pn = FnAe = 4.53 k S2c = 1.80 Pn c= 2.51 k Unity = 0.48 O.K. Edge Construction Supply Tukwila, WA Brace Cross Section rr2E Fe = 2 (AISI Eq. C4.1.1 - 1) (KL Ir) Ac = Ft, (AISI Eq. C4.1 - 4) F, 412412018 RAO Brace Configuration Rack Depth = 36 in. Upright Thickness = 0.074 in. Upright F„ = 70 ksi VB = 0.73 k Ly = 48.0 in. L = 56.6 in. $ = 53.1 deg. P R = 122 k v. When A, < 1.5 - Fn = (0.658Ac2) Fy (AISI Eq. C4.1-2) 0.877 When Ae > 1.5 - Fn = , 2 Fy (AISI Eq. C4.1 - 4) Ac Welbeck Weld = 0.1250 in. tW = 0.08839 in. Lweld = 2.50 in. Base Material Pn= 9.45 k = 2.35 Pn Inc = 4.02 k Unity = 0.30 O.K. Weld Material Fexx = 70 ksi Pn = 11.60 k = 2.55 Pn /ac = 4.55 k Unity = 0.27 O.K. 23 :ECLIPSE ENGINEERING Base Plate Analysis: Width = 7.00 in. Depth = 5.00 in. Thickness = 0.375 in. A = 35.00 in.2 S = 0.02344 in 3i in. Amax = 2.00 in. Fy = 36 ksi t'c = 2500 psi Bearing on Concrete Pmax = 4.11 k to = 0.12 ksi F'p = 1.75 ksi Unity = 0.07 O.K. Edge Construction Supply Tukwila, WA Effective Area t2 S 6 fPmax _ a A Pp= 0.7f', Plate Bending z fag mb = 0.23 k -in. l in. rr,b = 2 tb = 10.01 ksi Fb = 27.00 ksi _nib Unity= 0.37 O.K. fb —s — Fb = 0.75Fy Anchor Analysis Anchor = Simpson Titen HD Diameter = 0.50 Embedment = 4.00 Qty= 2 Tmax = Tallow = ON = 0.39 k 2.42 k 0.16 O.K. /� 5 5 AV = �N3 + AV3 < 1 PNV = 0.07 O.K. Uma, = V allow = Rv = 0.37 k 4.02 k 0.09 O.K. 4/24/2018 RAO 24 ECLIPSE ENGINEERING Slab Analysis: Edge Construction Supply Tukwila, WA W = 7.0 in. Base Plate Width D = 5.0 in. Base Plate Depth d = 6.0 in. Slab Thickness f', = 2500 psi Concrete Compressive Strength k5 = 50 pci Soil Modulus of Subgrade Reaction fit = 375.0 psi Tensile Strength in Flexure of Concrete E� = 2850 ksi Modulus of Elasticity of Concrete p = 0.15 Poisson's Ratio b = 32.0 in. Radius of Relative Stiffness FS = 3 Factor of Safety Pn=1.72KksER,1)*104+3.601 f'td2 ft = 7.5 * fc E, = 57000VT 1 Rl =2V E,d3 0.25 b =(12(1 — Et2)ks)] Single Base Plate A = 35 in.2 Base Plate Area R1= 2.96 in. One -Half Base Plate Width Pn = 95.6 k Nominal Load Carrying Capacity (Slab on Grade) PR = 6.4 k Max. Required Load (Single Post) PaI!ow = 31.9 k Allowable Load Carrying Capacity (Slab on Grade) Unity = 0.20 O.K. Back -To -Back Base Plates A = 70 in.2 Combined Base Plate Area R1 = 4.18 in. One -Half Base Plate Width Pn = 100.6 k Nominal Load Carrying Capacity (Slab on Grade) PR = 7.7 k Max. Required Load (Combined Posts Back to Back) Panow = 33.5 k Allowable Load Carrying Capacity (Slab on Grade) Unity= 0.23 O.K. 4/24/2018 RAO 25 ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA PALLET RACK ANALYSIS MFG: SpaceRAK CODES: Current Editions of the 2015 IBC, ASCE 7-10, and RMI — MH16.1 (2012) 4/24/2018 RAO Design Inputs: Elevation 2 - 48"x108"x10' w14 Beam Levels Rack Geometry Rack Depth = 48 in. Rack Width (Beam Length) = 108 in. Upright Height = 120 in. Primary Post Selection = FH2O Double Post Selection = N/A Double Post Height = N/A in. Rack Loading Lvl. Ht. Space Post Beam Conn. DL PL LL Unit Impact (in.) (in.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) 1 30 30 FH2O SB306 2 -Pin (6 in.) 103 1500 500 125 2 60 30 FH2O SB306 2 -Pin (6 in.) 103 1500 500 125 3 90 30 FH2O SB306 2 -Pin (6 in.) 103 1500 500 125 4 120 30 FH2O SB306 2 -Pin (6 in.) 103 1500 500 125 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 410 6000 0 Avg. PL = 1500 lbs. RMI Load Combinations for the ASD Design Method 1.) D + P 2.) D+P+L 5.) (1 + 0.105Sds)D + 0.75[(1.4 + 0.14Sds)(3P + L + 0.7pEI 6.) (1 + 0.14Sds)D + (0.85 + 0.14Sds)(3P + 0.7pE 9.) (0.6-0.14SDs)D + (1-0.14SDs)Papp + 0.7pE 10.) D+L+0.88P+1 Dead Load Gravity Load Gravity + Seismic Gravity + Seismic Seismic Uplift Shelf + Impact 26 :ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA Max. Load 1,500 Lbs. per Level SB306 SpaceRAK Frame: FH2O 3"x3"x14Ga. Posts "D" Weld 2 -Pin (6 in.) SB306 "D" Weld 2 -Pin (6 in.) "D" Weld 2 -Pin (6 in.) SB306 SB306 "D" Weld 2 -Pin (6 in.) "D" Weld 2 -Pin (6 in.) "D" Weld 2 -Pin (6 in.) "D" Weld 2 -Pin (6 in.) "D" Weld 2 -Pin (6 in.) .� 108" TYPE -2 2'-6" [30"] y 5' [60"] Elevation 2 48" x 108" 7'-6" [90"] 120" & 144" 10' [ 120"] 4/24/2018 RAO 27 ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA Seismic Parameters: Importance Factor 1.0 Not Open to the Public Site Class D Worst Case Assumption Mapped Acceleration Parameters Ss = 1.424 Fa = 1 S1 = 0.534 F, = 1.5 Seismic Response Coefficient 1 Base Shear Base Elevation: Avg. Roof Height: Amplification Factor: z= h= ap = 0.0 in. 480.0 in. 2.5 1fSi>_0.6g -* Min. Cs= Min. Cs = 0.044Sps 0.551 R Sms = 1.424 Sm1= 0.801 SDC = D R=0.7 p=1 Sds = 0.949 Sd1= 0.534 IN, = 0.67 * PRF * PL + DL + 0.25LL SDI Calc. Cs = TR Max. Cs = RS VB = (0.7p)0.4apCsIpWs (1 + 2 h) ASD Adjusted Base Shear Each Beam Level Loaded to 67% Down Aisle Cross Aisle Period (T) = 0.34 s Period (T) = 0.14 s PRF = 1 PRF = 1 R= 6 R= 4 Calc. C, = 0.259 Calc. Cs = 0.986 Min. Cs = 0.042 Min. Cs = 0.042 Max. Cs = 0.158 Max. Cs = 0.237 Cs = 0.158 Ws = 4430 lbs. VB = 491 lbs. Only Top Beam Level Loaded to 100% Cross Aisle Period (T) = 0.09 s PRF = 1 R= 4 Calc. Cs = 1.406 Min. Cs = 0.042 Max. C, = 0.237 Cs = 0.237 Ws = 1910 lbs. VB = 317 lbs. Cs = 0.237 Ws = 4430 lbs. VB = 736 lbs. Seismic Seperation Down Aisle = 0.26 in. Cross Aisle = 0.07 in. 4/24/2018 RAO 28 . 5ECLIPSE ENGINEERING Seismic Force Distribution: Edge Construction Supply Tukwila, WA Each Beam Level Loaded to 67% 4/24/2018 RAO Level h' Cross Aisle (per Upright) Down Aisle (per Column) will; Fi Vi MOT wihi F1 Vi him Mi (in.) (lbs.) (lbs.) (k -in.) (lbs.) (lbs.) (k -in.) (k -in.) 1 30 33226.4 73.6 736.0 2.2 16613.2 24.5 245.3 10.7 7.36 2 60 66452.9 147.2 662.4 8.8 33226.4 49.1 220.8 5.9 3.31 3 90 99679.3 220.8 515.2 19.9 49839.7 73.6 171.7 4.0 2.58 4 120 132905.8 294.4 294.4 35.3 66452.9 98.1 98.1 1.5 1.47 5 13 14 6 15 16 7 TOTALS 210764.4 317 36.7 8 9 10 11 12 13 14 15 16 TOTALS 332264.4 736 66.2 ' 166132.2 245 Mmax = 7.36 Only Top Beam Level Loaded to 100% Levelh ' Cross Aisle (per Upright) w h ' ' F1 MOT (in.) (lbs.) (k -in.) 1 30 3076.4 4.6 0.1 2 60 6152.9 9.3 0.6 3 90 9229.3 13.9 1.3 4 120 192305.8 289.6 34.7 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 210764.4 317 36.7 Equations per RMI, Use if first beam level is <_ 12. Section 2.6.7 F1=CsIpw1 (V - F1)wihi Fc = �n Z wthc Vw1hi Fc = n 29 ECLIPSE ENGINEERING Post Properties: Primary Post Properties Post = FH2O Width = 3 in. Depth = 3 in. Thickness = 0.074 in. An = 0.631 in.2 Ix = 1.083 in4 Sx = 0.722 in.3 rx = 1.310 in. ly = 0.725 in4 Sy = 0.479 in.3 Ty = 1.072 in. ro = 3.299 in. Xcen. = 1.280 In. .--X Depth Primary Post Edge Construction Supply Tukwila, WA Double Post Properties Post = N/A Width = 0 in. Depth = 0 in. Thickness = 0.000 in. An = 0.000 in.2 Ix = 0.000 in4 Sx = 0.000 in.3 rx = 0.000 in. ly = 0.000 in4 Sy = 0.000 in.3 ry = 0.000 in. ra = 0.000 in. Xcen. = 0.000 in. Primary Seconday Post t Poet 1 Depth Double Post General Properties Q = 0.93 E = 29000 ksi G = 11400 ksi Fy = 55 ksi Fu = 70 ksi Kx = 1.7 Ky = 1.0 Kt = 0.800 Eby = 48 in. Cm = 0.85 Cb = 1 4/24/2018 RAO Post Properties Lvl. Post Lbx Ae Se aex at Fe (A) Fn Fe(B) Fc (in.) (in.2) (in.3) (ksi) (ksi) (ksi) (ksi) KSI (ksi) 1 FH2O 27.00 0.59461 0.697 233.1 184.0 0.71 110.4 44.7 637.7 59.6 2 FH2O 27.00 0.59461 0.697 233.1 184.0 0.71 110.4 44.7 637.7 59.6 3 FH2O 27.00 0.59461 0.697 233.1 184.0 0.71 110.4 44.7 637.7 59.6 4 FH2O 27.00 0.59461 0.697 233.1 ' 184.0 0.71 110.4 44.7 637.7 59.6 5 6 7 8 9 10 11 12 13 14 15 16 30 ECLIPSE ENGINEERING Post Analysis: Edge Construction Supply Tukwila, WA 412412018 RAO Allowable Load Capacities (Axial and Bending) Lvl. ac = 1.80 ab = 1.67 LC (2) Down Aisle Cross Aisle Max. Unity LC (5) LC (6) LC (5) LC (6) Pn PA -4 Mn Mn1ab PR PR MR PR MR PR PR (k) (k) (k -in.) (k -in.) (k) (k) (k -in.) (k) (k -in.) (k) (k) 1 26.6 14.8 38.3 22.9 3.2 2.64 5.52 2.30 7.36 3 6 3.68 0.447 2 26.6 14.8 38.3 22.9 2.4 1.98 2.48 1.72 3.31 2.98 3.06 0.242 3 26.6 14.8 38.3 22.9 1.6 1.32 1.93 1.15 2.58 2 1 2.30 0.175 4 26.6 14.8 38.3 22.9 0.8 0.66 1.10 0.57 1.47 1.21 1.31 0.096 5 6 7 8 9 10 11 12 13 14 15 16 Pn = AeFn (AISI Eq. C4.1 - 1) A, = I Fy (AISI Eq. C4.1 - 4) Mn = SeFy (AISI Eq. C3.1.1 - 1) Mn = ScFc (AISI Eq. C3.1.2.1 - 1) 10 r 10Fy) Fc Fy I\1 36Fe (AISI Eq. C3.1.2.1 - 2) n 2 E Fe = 2 (AISI Eq. C4.1.1 - 1) (KL/r) Fe = 33 [(cex + 6t) - ,N1 ( ex + 6t)2 - 4/3o-ex6t] (AISI Eq. C4.1.2 - 1 When Ae <- 1.5 -> Fn = (0.658'1c2) Fy (AISI Eq. C4.1-2) 0.877 WhenA,> 1.5 Fn = 2 Fy (AISI Eq. C4.1 - 4) Ac Unity Check "A" Unity Check "B" (AISI Eq. C5.2.1-1) (AISI Eq. C5.2.1-2) S/cPR + SZbCmMR< 1 S2cPR + SZbMR < 1 Pn Mnax Pn0 Mn 31 :ECLIPSE ENGINEERING Beam Properties: Beam L= L1180= Fy = F, = E= nb= Weld = 108 in. 0.600 in. 55 ksi 65 ksi 29000 ksi 1.67 0.125 in. Edge Construction Supply Tukwila, WA Wath 4124/2018 RAO Beam Properties Lvl. Beam Conn. Weld Type Sweld , (in.3) Aweld (in.2) Height Width t A lx Sx F (in.) (in.) (in.) (in 3) (in.") (in.3) (k-in.lrad.) 1 SB306 2 -Pin (sin.) D 0.73449 0.97227 3.00 2.50 0.060 0.62 0.725 0.444 450 2 SB306 2 -Pin (sin.) D 0.73449 0.97227 3.00 2.50 0.060 0.62 0.725 0.444 450 3 SB306 2 -Pin (sin.) D 0.73449 0.97227 3.00 2.50 0.060 0.62 0.725 0.444 450 4 SB306 2 -Pin (sin.) D 0.73449 0.97227 3.00 2.50 0.060 0.62 0.725 0.444 450 5 6 7 8 "D" Weld Required Levels 9 On All Beam 10 11 12 13 14 15 16 End Connectors Properties dein = Aon = Fnv = S2 = Rn = Rn/1)= Pin Shear 0.4000 in. 0.1257 in.2 55.0 ksi 2.00 6.91 k 3.46 k Pin Bearing Lc = 0.8 in. t = 0.074 in. F, = 65.0 ksi S2 = 2.00 Rn = 3.85 k Rn /S2 = 1.924 k (Pin Shear --> Rn = Fn„Apin (AISC Eq.J3 - 1) (Pin Bearing) --> Rn= 1.01ctF„<_ 2.0dtFn (AISC Eq.J3 - 6c) End Connector t = 0.145 in. Fy = 36.0 ksi Fu = 70.0 ksi 32 EC LI PS E ENGINEERING Beam Analysis: Edge Construction Supply Tukwila, WA 412412018 RAO Allowable Beam Capacities (Maximum Bending and Deflection) LVI. Beam Mn Mn11lb LC (2) LC (5) LC (6) LC (10) Max. Unity MR OR MR AR MR AR MR L1R (k -in.) (k -in.) (k -in.) (in.) (k -in.) (in.) (k -in.) (in.) (k -in.) (in.) 1 SB306 24.4 14.6 6.95 0.357 7.19 0.294 8.11 0.256 6.71 0.345 0.595 2 SB306 24.4 14.6 6.95 0.357 5.73 0.294 5.71 0.256 6.71 0.345 0.595 3 SB306 24.4 14.6 E i 6.95 0.357 5.73 0.294 4.98 0.256 6.71 0.345 0.595 4 SB306 24.4 14.6 6.95 0.357 5.73 0.294 4.98 0.256 6.71 0.345 0.595 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 Fexx = 70.0 ksi Allowable Loads (Beam Connectors) Lvl. Vend Mend Gov. Load Case Conn. Pin Check Weld Check Vpin R1 VR Pin Unity Weld Type 6R 613 1 S2 Weld Unity (k) (k -in.) (k) (k) (k) (ksi) (ksi) 1 0.29 8.11 LC 6 2 -Pin (6 in.) 0.14 1.78 1.79 0.928 D 11.04 20.59 0.536 2 0.29 5.71 LC 6 2 -Pin (6 in.) 0.14 1.25 1.26 0.656 D 7.79 20.59 0.378 3 0.29 4.79 LC 6 2 -Pin (6 in.) 0.14 1.05 1.06 0.552 D 6.53 20.59 0.317 4 0.40 3.87 LC 2 2 -Pin (6 in.) 0.20 0.85 0.87 0.453 D 5.28 20.59 0.256 5 6 7 8 9 10 11 12 13 14 15 16 Fexx = 70.0 ksi 33 ECLIPSE ENGINEERING Overturning Analysis: LC 9: (0.6-0.14Sds)D + Papp + 0.7pE Rack Depth = 48.0 in. Rack Height = 120.0 in. Each Level Loaded to 67% UBase = MOT = D= Pape FR„ = MRes = 0.7 k 66.2 k -in. 0.4 k 4.0 k 3.7 k 88.3 k -in. R1= 3.219 k R2 = 0.459 k Top Level Loaded to 100% UBase = MOT = D= Papp FRes = MRes = 0.3 k 36.7 k -in. 0.4 k 1.9 k 1.8 k 44.3 k -in. R1= 1.688 k R2 = 0.160 k Overturning per RMI Section 8.1 height / depth = V= MOT = D= MRes = 2.5 0.18 k 21.0 k -in. 0.4 k 9.8 k -in. Edge Construction Supply Tukwila, WA NO UPLIFT NO UPLIFT R1= 0.643 k R2 = -0.232 k UPLIFT VBaae X d 4/24/2018 RAO i Pivot Point 34 :ECLIPSE ENGINEERING Transverse Bracing: Brace Properties Brace = FSIFH Width = Depth = t= Ae = rx = ry = K= Fy = Fu = E_ Fe = = Fn = 1.50 in. 1.25 in. 0.06 in. 0.27 in.2 0.46 in. 0.61 in. 1 55.0 ksi 60.0 ksi 29000 ksi 14.9 ksi 1.92 13.1 ksi Pn = FnAe = 3.56 k fIc = 1.80 Pn I SZc = 1.98 k Unity = 0.53 O.K. Edge Construction Supply Tukwila, WA Width Brace Cross Section yr2E Fe = 2 (AISI Eq. C4.1.1 - 1) (KL/r) AC (AISI Eq. C4.1 - 4) When )c <- 1.5 -, Fn = (0.658A -c2) Fy (AISI Eq. C4.1-2) 4/24/2018 RAO Brace Configuration Rack Depth = Upright Thickness = Upright F„ _ VB = Ly = 9= PR = 48 in. 0.074 in. 70 ksi 0.74 k 48.0 in. 63.8 in. 45.0 deg. 1.04 k 0.877 When Ac > 1.5 -* Fn = 2 Fy (AISI Eq. C4.1 - 4) Ac Weld Check Weld = 0.1250 in. tw = 0.08839 in. Lweld = 2.50 in. Base Material Pn = 9.45 k = 2.35 Pn Inc = 4.02 k Unity= 0.26 O.K. Polak Dadvk Weld Material Fexx = 70 ksi Pn = 11.60 k = 2.55 Pn /Lc = 4.55 k Unity = 0.23 O.K. 35 ECLIPSE ENGINEERING Base Plate Analysis: Width = 7.00 in. Depth = 5.00 in. Thickness = 0.375 in. A = 35.00 in.2 S = 0.02344 in.31 in. Amax = 2.00 in. Fy = 36 ksi fib = 2500 psi Bearing on Concrete Pmax = 3.68 k to = 0.11 ksi F'p = 1.75 ksi Unity= 0.06 O.K. Plate Bending mb = 0.21 k -in. / in. tb = 8.96 ksi Fb = 27.00 ksi Unity = 0.33 O.K. Anchor Analysis Edge Construction Supply Tukwila, WA Effective Area t2 S 6 fPmax a A F'p = 0.7f', fa L2 Mb = 2 nibfb=S Fb = 0.75Fy Anchor = Simpson Titen HD Diameter = 0.50 Embedment = 4.00 Qty= 2 Tm< = T allow = 13N = 0.23 k 2.42 k 0.10 O.K. /� 5 /� 5 AV = NN3rz N + V3 < 1 RNV = 0.04 O.K. Vmax = V allow = 13v = 0.37 k 4.02 k 0.09 O.K. 4/24/2018 RAO 36 ECLIPSE ENG 1 N E ERI N G Slab Analysis: Edge Construction Supply Tukwila, WA W = 7.0 in. Base Plate Width D = 5.0 in. Base Plate Depth d = 6.0 in. Slab Thickness f', = 2500 psi Concrete Compressive Strength k5= 50 pci Soil Modulus of Subgrade Reaction f', = 375.0 psi Tensile Strength in Flexure of Concrete E, = 2850 ksi Modulus of Elasticity of Concrete p = 0.15 Poisson's Ratio b = 32.0 in. Radius of Relative Stiffness FS = 3 Factor of Safety f't = 7.5 f� E, = 57000VT 1 R1=2V ll 3 Pn = 1.72KicsRi) * 104 + 3.601 f'td2 b = E,d Ec (12(1—µ2)ks) Single Base Plate A = 35 in.2 Base Plate Area R1 = 2.96 in. One -Half Base Plate Width Pn = 95.6 k Nominal Load Carrying Capacity (Slab on Grade) PR = 5.8 k Max. Required Load (Single Post) Pa„ow = 31.9 k Allowable Load Carrying Capacity (Slab on Grade) Unity = 0.18 O.K. Back -To -Back Base Plates A = 70 in.2 Combined Base Plate Area R1= 4.18 in. One -Half Base Plate Width Pn = 100.6 k Nominal Load Carrying Capacity (Slab on Grade) PR = 7.7 k Max. Required Load (Combined Posts Back to Back) ' allow = 33.5 k Allowable Load Carrying Capacity (Slab on Grade) Unity = 0.23 O.K. 0.25 4/24/2018 RAO 37 ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA PALLET RACK ANALYSIS MFG: SpaceRAK CODES: Current Editions of the 2015 IBC, ASCE 7-10, and RMI — MH16.1 (2012) 4/24/2018 RAO Design Inputs: Elevation 2 - 44"x144"x10' wl 4 Beam Levels Rack Geometry Rack Depth = 44 in. Rack Width (Beam Length) = 144 in. Upright Height = 120 in. Primary Post Selection = FH2O Double Post Selection = N/A Double Post Height = N/A in. Rack Loading Lvl. Ht. Space Post Beam Conn. DL PL LL Unit Impact (in.) (in.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) 1 30 30 FH2O SB506 2 -Pin (sin.) 136 1500 500 125 2 60 30 FH2O SB506 2 -Pin (sin.) 136 1500 500 125 3 90 30 FH2O SB506 2 -Pin (sin.) 136 1500 500 125 4 120 30 FH2O SB506 2 -Pin (sin.) 136 1500 500 125 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 544 6000 0 Avg. PL = 1500 lbs. RMI Load Combinations for the ASD Design Method 1.) D + P 2.) D+P+L 5.) (1 + 0.105SdS)D + 0.75[(1.4 + 0.14Sds)[3P + L + 0.7pE] 6.) (1 + 0.14SdS)D + (0.85 + 0.14SdS)RP + 0.7pE 9.) (0.6-0.14SDs)D + (1-0.14Sps)Papp + 0.7pE 10.) D+L+0.88P+I Dead Load Gravity Load Gravity + Seismic Gravity + Seismic Seismic Uplift Shelf + Impact 38 'ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA Max. Load 1,500 Lbs. per Level "A" Weld 2 -Pin (6 in.) "A" Weld 2 -Pin (6 in.) "A" Weld 2 -Pin (6 in.) "A" Weld 2 -Pin (6 in.) SB506 SB506 SB506 SB506 "A" Weld 2 -Pin (6 in.) "A" Weld 2 -Pin (6 in.) "A" Weld 2 -Pin (6 in.) "A" Weld 2 -Pin (6 in.) SpaceRAK Frame: FH2O 3"x3"x14Ga. Posts 4/24/2018 RAO 120" & 144" 144"-4 TYPE -2 2'-6" [30"] Elevation 2 44" x 144" 5' [60"] 7'-6" [90"] 10' [ 120"] 39 ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA Seismic Parameters: Importance Factor 1.0 Not Open to the Public Site Class D Worst Case Assumption Mapped Acceleration Parameters Ss = 1.424 Fa = 1 S1= 0.534 F, = 1.5 Seismic Response Coefficient / Base Shear Base Elevation: Avg. Roof Height: Amplification Factor: z= h= a = 0.0 in. 480.0 in. 2.5 If Sl>_0.6g- Min.Cs= R 0.551 Min. CS = 0.0445as Sms = 1.424 Sm1= 0.801 SDC = D (3 = 0.7 p=1 Sds = 0.949 Sd1= 0.534 WS = 0.67*PRF *PL+DL.+0.25LL Calc. Cs = TR Max. Cs = Rs VB = (0.7p)0.4apCslpWs (1 + 2 h) ASD Adjusted Base Shear Each Beam Level Loaded to 67% Down Aisle Cross Aisle Period (T) = 0.35 s Period (T) = 0.15 s PRF = 1 PRF = 1 R= 6 R= 4 Calc. Cs = 0.255 Calc. Cs = 0.886 Min. Cs = 0.042 Min. Cs = 0.042 Max. Cs = 0.158 Max. Cs = 0.237 Cs = 0.158 Ws = 4564 lbs. VB = 505 lbs. Only Top Beam Level Loaded to 100% Cross Aisle Period (T) = 0.11 s PRF = 1 R= 4 Calc. Cs = 1.263 Min. Cs = 0.042 Max. Cs = 0.237 Cs = 0.237 Ws = 2044 lbs. VB = 339 lbs. Cs = 0.237 Ws = 4564 lbs. VB = 758 lbs. Seismic Seperation Down Aisle = 0.27 in. Cross Aisle = 0.09 in. 4/24/2018 RAO 40 ECLIPSE ENGINEERING Seismic Force Distribution: Edge Construction Supply Tukwila, WA Each Beam Level Loaded to 67% 4/24/2018 RAO Level h' Cross Aisle (per Upright) Down Aisle (per Column) wIh' F1 V1 MOT Atli F1 VI Mnin MI (in.) (lbs.) (lbs.) (k -in.) (lbs.) (lbs.) (k -in.) (k -in.) 1 30 34226.5 75.8 758.2 2.3 17113.3 25.3 252.7 11.0 7.58 2 60 68453.0 151.6 682.3 9.1 34226.5 50.5 227.4 6.1 3.41 3 90 102679.6 227.4 530.7 20.5 51339.8 75.8 176.9 4.2 2.65 4 120 136906.1 303.3 303.3 36.4 68453.0 101.1 101.1 1.5 1.52 5 13 14 6 15 16 7 TOTALS 220765.2 339 38.9 8 9 10 11 12 13 14 15 16 TOTALS i 342265.2 758 68.2 171132.6 253 Mmax = 7.58 Only Top Beam Level Loaded to 100% Levelh Cross Aisle (per Upright) wh. ' ' Fi MOT (in.) (lbs.) (k -in.) 1 30 4076.5 6.3 0.2 2 60 8153.0 12.5 0.8 3 90 12229.6 18.8 1.7 4 120 196306.1 301.9 36.2 5 6 7 8 9 10 11 12 13 14 15 16 TOTALS 220765.2 339 38.9 Equations per RMI, Use if first beam level is <_ 12. Section 2.6.7 F1 = Cslpwi (V - F1)wihi Fi= �n2w`hi Vwihi F = En 1 wihi 41 ECLIPSE ENGINEERING Post Properties: Primary Post Properties Post = FH2O Width = 3 in. 3 in. 0.074 in. 0.631 in.2 1.083 in4 0.722 in.3 1.310 in. 0.725 in4 0.479 in.3 1.072 in. 3.299 in. 1.280 in. Depth = Thickness = An = lx = Sx = rx = ly = Sy = ry = ro = Xcen. = Primary Post Edge Construction Supply Tukwila, WA Double Post Properties Post = N/A Width = Depth = Thickness = An = lx = Sx = rx = ly= Sy = ry = ro = Xcen. = 0 in. 0 in. 0.000 in. 0.000 in.2 0.000 in4 0.000 in.3 0.000 in. 0.000 in4 0.000 in.3 0.000 in. 0.000 in. 0.000 in. Double Post General Properties Q = 0.93 E = 29000 ksi G = 11400 ksi Fy= 55 ksi Fo = 70 ksi Kx = 1.7 Ky = 1.0 Kt = 0.800 Lby = 48 in. Cm = 0.85 Cb = 1 412412018 RAO Post Properties Lvl. Post Lbx Ae Se (sex at Ac Fe (A) Fn Fe(B) Fc (in.) (in.2) (in.) (ksi) (ksi) (ksi) (ksi) KSI (ksi) 1 FH2O 25.00 0.5936 0.697 271.9 214.4 0.65 128.7 46.0 743.5 59.9 2 FH2O 25.00 0.5936 0.697 271.9 214.4 0.65 128.7 46.0 743.5 59.9 3 FH2O 25.00 0.5936 0.697 271.9 214.4 0.65 128.7 46.0 743.5 59.9 4 FH2O 25.00 0.5936 0.697 271.9 214.4 0.65 128.7 46.0 743.5 59.9 5 6 7 8 9 10 11 12 13 14 15 16 42 ECLIPSE ENG I N E ERI N G Post Analysis: Edge Construction Supply Tukwila, WA 4/24/2018 RAO Allowable Load Capacities (Axial and Bending) _ Lvl. Sic = 1.80 Ob = 1.67 LC (2) Down Aisle Cross Aisle _ Max. Unity LC (5) LC (6) LC (5) LC (6) Pn PnISZc Mn Mfl/L b PR PR MR PR MR PR PR (k) (k) (k -in.) (k -in.) (k) (k) (k -in.) (k) (k -in.) (k) (k) 1 27.3 15.2 38.3 22.9 3.3 2.71 5.69 2.37 7.58 3.88 3.92 _ 0.461 2 27.3 15.2 38.3 22.9 2.5 2.03 2.56 1.78 3.41 3.16 3.28 0.247 3 27.3 15.2 38.3 22.9 1.6 1.36 1.99 1.19 2.65 2.33 2.48 0.181 4 27.3 15.2 38.3 22.9 0.8 0.68 1.14 0.59 1.52 1.30 1.42 0.099 5 6 7 8 9 10 11 12 13 14 15 16 Pn = AeFn (AISI Eq. C4.1 - 1) Ac = (AISI Eq. C4.1 - 4) Mn = SeFy (AISI Eq. C3.1.1 - 1) Mn = ScF, (AISI Eq. C3.1.2.1 - 1) ir2E Fe = 2 (AISI Eq. C4.1.1 - 1) (KLIr� 10/ 36F) Fc 9 Fy I\1 36Fe (AISI Eq. C3.1.2.1 - 2) Fe=2�[(aex+at) -V(6ex+6t)2-4a6eXat1 (AISI Eq. C4.1.2-1 When {.e <_ 1.5 -* Fn = (0.6582c2) Fy (AISI Eq. C4.1-2) 0.877 When Ae > 1.5 - Fn = 2 Fy (AISI Eq. C4.1 - 4) c Unity Check "A" (AISI Eq. C5.2.1-1) Unity Check "B" (AISI Eq. C5.2.1-2) ncPR + SZbCmMR< 1 SZcPR + fbMR < 1 Pn Mnax Pno Mn 43 ECLIPSE ENGINEERING Beam Properties: Beam L= L /180 = Fy = Fu = E_ Clb= Weld = 144 in. 0.800 in. 55 ksi 65 ksi 29000 ksi 1.67 0.125 in. Edge Construction Supply Tukwila, WA Width 4/24/2018 RAO Beam Properties Lvl. Beam Conn. Weld Type Sweld (in.3) Aweld (in.2) Height Width t A lx Sx F (in.) (in.) (in.) (in.2) (n a) (in 3) (k-in.lrad.) 1 SB506 2 -Pin (sin.) A 0.46737 0.74025 5.00 2.50 0.060 0.859 2.586 0.992 450 2 SB506 2 -Pin (sin.) A 0.46737 0.74025 5.00 2.50 0.060 0.859 2.586 0.992 450 3 SB506 2 -Pin (6 in.) A 0.46737 0.74025 5.00 2.50 0.060 0.859 2.586 0.992 450 4 SB506 2 -Pin (sin.) A 0.46737 0.74025 5.00 2.50 0.060 0.859 2.586 0.992 450 5 6 7 8 9 10 11 12 13 ' 14 15 16 End Connectors Properties Pin Shear = 0.4000 in. Ap;n = 0.1257 in.2 Fn, = 55.0 ksi S2 = 2.00 Rn = 6.91 k Rn/CI= 3.46 k Pin Bearing L� = 0.8 in. t = 0.074 in. Fu = 65.0 ksi S2 = 2.00 Rn = 3.85 k R„ /C1= 1.924 k (Pin Shear --> Rn = FnroApin (AISC Eq.J3 - 1) (Pin Bearing) --> Rn= 1.01,tF, <- 2.0dtF,A (AISC Eq.J3 - 6c) End Connector t = 0.145 in. Fy = 36.0 ksi Fu = 70.0 ksi 44 ECLIPSE ENGINEERING Beam Analysis: Edge Construction Supply Tukwila, WA 412412018 RAO Allowable Beam Capacities (Maximum Bending and Deflection) LVI. Beam Mn MnIlb LC (2) LC (5) LC (6) LC (10) Max. Unity MR AR MR AR MR AR MR AR (k -in.) (k -in.) (k -in.) (in.) (k -in.) (in.) (k -in.) (in.) (k -in.) (in.) 1 SB506 54.6 32.7 11.76 0.322 9.75 0.267 8.53 0.233 11.37 0.311 0.402 2 SB506 54.6 32.7 11.76 0.322 9.75 0.267 8.53 0.233 11.37 0.311 0.402 3 SB506 54.6 32.7 11.76 0.322 9.75 0.267 8.53 0.233 11.37 0.311 0.402 4 SB506 54.6 32.7 11.76 0.322 9.75 0.267 8.53 0.233 11.37 0.311 0.402 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 Fexx= 70.0 ksi Allowable Loads (Beam Connectors) LVI. Vend Mend Gov. Load Case Conn. Pin Check Weld Check Vpin R1 VR Pin Unity Weld Type 6R 6b 1 S2 Weld Unity (k) (k -in.) (k) (k) (k) (ksi) (ksi) 1 0.30 7.64 LC 6 2 -Pin (6 in.) 0.15 1.68 1.68 0.875 A 16.36 20.59 0.795 2 0.30 5.18 LC 6 2 -Pin (6 in.) 0.15 1.14 1.15 0.596 A 11.09 20.59 0.539 3 0.30 4.23 LC 6 2 -Pin (6 in.) 0.15 0.93 0.94 0.489 A 9.06 20.59 0.440 4 0.41 2.96 LC 2 2 -Pin (6 in.) 0.20 0.65 0.68 0.354 A 6.36 20.59 0.309 5 6 7 8 9 10 11 12 13 14 15 16 Fexx= 70.0 ksi 45 ECLIPSE ENGINEERING Overturning Analysis: LC 9: (0.6-0.14Sds)D + Papp + 0.7pE Rack Depth = 44.0 in. Rack Height = 120.0 in. Each Level Loaded to 67% VBase = 0.8 k MOT = 68.2 k -in. D= Papp FRes = MRes = 0.5 k 4.0 k 3.7 k 82.3 k -in. Edge Construction Supply Tukwila, WA R1= 3.421k R2 = 0.319 k NO UPLIFT Top Level Loaded to 100% VBase = MOT = D= Papp FRes = MRes = 0.3 k 38.9 k -in. 0.5 k 2.0 k 2.0 k 44.6 k -in. R1= 1.896 k R2 = 0.130 k Overturning per RMI Section 8.1 height 1 depth = V= MOT = D= MRes = 2.7 0.18 k 21.0 k -in. 0.5 k 12.0 k -in. NO UPLIFT R1= 0.749 k R2 = -0.206 k UPLIFT VB,„ d 4/24/2018 RAO Pivot Point ////////////'///////// N CC 46 ECLIPSE ENGINEERING Transverse Bracing: Brace Properties Brace = FS/FH Width = 1.50 in. Depth = 1.25 in. t = 0.06 in. Ae = rx = r = K= Fy = F, = E_ Fe = Fn = 0.27 in.2 0.46 in. 0.61 in. 1 55.0 ksi 60.0 ksi 29000 ksi 16.2 ksi 1.84 14.2 ksi Pn = FnAe = 3.87 k fIc = 1.80 PnISZc= 2.15 k Unity = 0.52 O.K. Edge Construction Supply Tukwila, WA Brace Cross Section 7/ 2E Fe = 2 (AISI Eq. C4.1.1 - 1) (KLI r) (AISI Eq. C4.1 - 4) 4/24/2018 RAO Brace Configuration Rack Depth = 44 in. Upright Thickness = 0.074 in. Upright Fi, = VB = Ly = L= 0= PR = 70 ksi 0.76 k 48.0 in. 61.2 in. 47.5 deg. 1.12 k When 2 < 1.5 -* Fn = (0.658A.c2) Fy (AISI Eq. C4.1-2) When .l > 1.5 -> Fn = C0 2 Fy (AISI Eq. C4.1 - 4) c Weld Check Weld = 0.1250 in. tw = 0.08839 in. Lwe!d = 2.50 in. Base Material Pn = 9.45 k 0 = 2.35 Pn iic = 4.02 k Unity = 0.28 O.K. Qiplh Weld Material Fexx = 70 ksi Pn = 11.60 k 0 = 2.55 Pn/f1 = 4.55 k Unity = 0.25 O.K. 47 -:ECLIPSE ENG I N EER I N G Base Plate Analysis: Edge Construction Supply Tukwila, WA Width = 7.00 in. Effective Area Depth = 5.00 in. Thickness = 0.375 in. A = 35.00 in.2 t2 S = 0.02344 in.31 in. S = 6 Amax= 2.00 in. Fy = 36 ksi f'a = 2500 psi Bearing on Concrete Pmax = 3.92 k fa = 0.11 ksi F'p = 1.75 ksi Unity = 0.06 O.K. Plate Bending mb = 0.22 k -in. / in. fb = 9.56 ksi Fb = 27.00 ksi Unity = 0.35 O.K. Anchor Analysis fPmax a _A F'p = 0.7f 'c fa L2 mb = 2 mb fb- Fb = 0.75F, Anchor = Simpson Titen HD Diameter = 0.50 Embedment = 4.00 Qty= 2 Tmax = 0.21 k T allow = 2.42 k PN = 0.08 O.K. /� /� 5 5 NNV=/N3+AV3 < 1 RNv = 0.04 O.K. Vmax = Vallow = pv = 0.38 k 4.02 k 0.09 O.K. 4/2412018 RAO 48 ECLI PSE ENGINEERING Slab Analysis: Edge Construction Supply Tukwila, WA W = 7.0 in. Base Plate Width D = 5.0 in. Base Plate Depth d = 6.0 in. Slab Thickness P, = 2500 psi Concrete Compressive Strength k5 = 50 pci Soil Modulus of Subgrade Reaction fit = 375.0 psi Tensile Strength in Flexure of Concrete E, = 2850 ksi Modulus of Elasticity of Concrete p = 0.15 Poisson's Ratio b = 32.0 in. Radius of Relative Stiffness FS = 3 Factor of Safety f't = 7.5 *fic E, = 57000VT R1 =2V lo.25 Pn = 1.72 CkSRl/ E� * 104 + 3.601 f'td2 b = c13 E� [(12(1 — u2)ks), A = 35 in.2 R1 = 2.96 in. Pn = 95.6 k PR= 6.1 k P allow = 31.9 k Unity= 0.19 O.K. Single Base Plate Base Plate Area One -Half Base Plate Width Nominal Load Carrying Capacity (Slab on Grade) Max. Required Load (Single Post) Allowable Load Carrying Capacity (Slab on Grade) Back -To -Back Base Plates A = 70 in.2 Combined Base Plate Area R1 = 4.18 in. One -Half Base Plate Width Pn = 100.6 k Nominal Load Carrying Capacity (Slab on Grade) PR = 7.9 k Max. Required Load (Combined Posts Back to Back) Pauow = 33.5 k Allowable Load Carrying Capacity (Slab on Grade) Unity = 0.23 O.K. 4/24/2018 RAO 49 SIMPSON Strong -Tie Anchor DesignerTM Software Version 2.5.6464.3 1.Project information Customer company: NWHS Customer contact name: Mike Sorenson Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.750 Effective Embedment depth, her (inch): 2.780 Code report: ICC -ES ESR -2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.83 cac (inch): 4.19 Cmin (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable 00 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Max. Shear: LRFD Load = 1013# ASD Load = 709# Company: Date: 4/24/2018 Engineer: Page: 1/4 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, fc (psi): 2500 4c,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 5.00 x 8.00 x 0.38 Yield stress: 36000 psi Profile type/size: HSS3X3X1/8 Max. Uplift: LRFD Load = 3143# ASD Load = 2200# Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 50 SIMPSON Strong -Tie <Figure 2> Anchor DesignerTM Software Version 2.5.6464.3 Company: Date: 4/24/2018 Engineer: Page: 2/4 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: Titen HD®- 1/2"0 Titen HD, hnom:3.75" (95mm) Code Report: ICC -ES ESR -2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 51 SIMPSON Strong -Tie Anchor Designer TM Software Version 2.5.6464.3 Company: Date: 4/24/2018 Engineer: Page: 3/4 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, N. (Ib) Shear load x, Vb. (Ib) Shear load y, Vuay (Ib) Shear load combined, 11(vuax)2+(Vuay)2 (Ib) 1 2 1571.5 506.5 1571.5 506.5 0.0 0.0 506.5 506.5 Sum 3143.0 1013.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 3143 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (Ib) O bNsa (Ib) 20130 0.65 13085 5. Concrete Breakout Strength of Anchor in Tension Sec. 17.4.2) Nb = kc2b4f chefl 5 (Eq. 17.4.2.2a) kc 2.a Pc (psi) hef (in) Nb (Ib) 17.0 1.00 2500 2.780 3940 <Figure 3> 1013.0 01 Y► 02 x 0.750Ncbg =0.75 (ANc/ANco) Pec,N Ped,N-,N�cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2) ANco (in2) Ca,min (in) Fec,N Wed,N Y%,N Vicp,N Nb (Ib) 0 0.750Ncbg (Ib) 115.43 69.56 - 1.000 1.000 1.00 1.000 3940 0.65 3187 8. Steel Strength of Anchor in Shear (Sec. 17.5.11 V. (Ib) dgrout OgroutOVsa (Ib) 4790 1.0 0.60 2874 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) 0Vcpg = bkcpNcbg = Okcp(ANc/ANco)Y'ec,NTed,NY,,N Pcp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2) ANco (in2) Sec,N Fed,N ZCN Tcp,N Nb (Ib) Qi 0Vcpg (Ib) 2.0 115.43 69.56 1.000 1.000 1.000 1.000 3940 0.70 9153 11. Results Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 52 SIMPSON Strong -Tie Anchor Designer TM Software Version 2.5.6464.3 Company: Date: 4/24/2018 Engineer: Page: 4/4 Project: Address: Phone: E-mail: Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nva (Ib) Design Strength, oNn (Ib) Ratio Status Steel 1572 13085 Concrete breakout 3143 Shear 3187 0.12 0.99 Pass Pass (Governs) Factored Load, V. (Ib) Design Strength, oVn (Ib) Ratio Status Steel Pryout 507 2874 0.18 Pass (Governs) 1013 9153 0.11 Pass Interaction check N„a/¢Nn V./¢1.4 Combined Ratio Permissible Status Sec. 17.6..1 0.99 0.00 98.6% 1.0 Pass 1/2" 0 Titen HD, hnom:3.75" (95mm) meets the selected design criteria. Base Plate Thickness Required base plate thickness: 0.255 inch 12. Warnings - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 53 • EC LI PSE ENGINEERING MFG: CODES: Edge Construction Supply Tukwila, WA CANTILEVER RACK ANALYSIS SpaceRAK Current Editions of the 2015 IBC, ASCE 7-10, and RMI — MH16.3 (2016) 4/26/2018 RAO Design Inputs: Cantilever Rack Rack Geometry Arm Length = 48 in. Rack Width (Centers) = 60 in. Upright Height = 192 in. Upright Section = CAUP192-E Base Section = CABSO48-E Max. Load 1,200 Lbs. per Arm 1` 5' [60"] CA48-C CA48-C CA48-C CA48-C SpaceRAK Upright: CAUP192-E 9-7/8" x 4" CA48-C 4' [48"] ' CABSO48-E ROLLED FORM CANTILEVER [84"] 4' [48"l 1 16' 13' [ 192"] 10' [156"] [ 120"] Rack Loading LvI. Ht. Space Dead Loads per Level DL PL Ws IL (in)Arm (in.) (lbs.) (lbs.) (lbs.) (lbs.) 1 0 0 CABSO48-E Arms = 28 lbs. upright = 49 lbs. "X" Bracing = 10 lbs. Misc. = 10 lbs. Total = 98 lbs. 98 1200 0 2 48 48 CA48-C 98 1200 902 3 84 36 CA48-C 98 1200 902 4 120 36 CA48-C 98 1200 902 5 156 36 CA48-C 98 1200 902 6 192 36 CA48-C 98 1200 902 TOTALS = 586 7200 4508 RMI Load Combinations for the ASD Design Method 1.) D + P 4.) D + 0.75P 5.) (1 + 0.105Sds)D + 0.75[(1.4 + 0.14Sds)[3P + 0.7pE] 6.) (1 + 0.14Sds)D + (0.85 + 0.14Sds)[3P + 0.7pE 10.) (0.6 - 0.14Sds)D + (0.6 - 0.14Sds)(3Papp + 0.7pE 11.) D+P+I Dead Load Gravity Load Gravity + Seismic Gravity + Seismic Seismic Uplift Product + Impact 54 5 -ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA Seismic Parameters: Importance Factor 1.0 Not Open to the Public Site Class D Worst Case Assumption Mapped Acceleration Parameters Ss = 1.424 Fa = 1 S1 = 0.534 F, = 1.5 Seismic Response Coefficient / Base Shear IfS1>_0.6g-4Min.Cs= 0.551 R Sms = 1.424 Smi = 0.801 Calc. Cs = 5D1 TR Max. Cs = 5°s TR WS = D + (0.67)P VB = CsIpWs SDC = D R=0.7 p = 1.3 Sds = 0.949 Sd1= 0.534 Each Beam Level Loaded to 67% Down Aisle Cross Aisle Period (T) = 0.73 s R = 3.25 Calc. C, = 0.2253 Min. Cs = 0.0822 Max. Cs = 0.4005 Cs = 0.2253 Ws = 4508 lbs. VB = 924 lbs. Period (T) = 0.92 s R = 2.5 Calc. Cs = 0.2325 Min. Cs = 0.0822 Max. C, = 0.4133 Cs = 0.2325 Ws = 4508 lbs. VB = 954 lbs. 4/26/2018 RAO 55 EC LI PS E ENGINEERING Seismic Force Distribution Edge Construction Supply Tukwila, WA 67% Loaded - Down Aisle 67% Loaded - Cross Aisle Cd = Cs = Vbase = R= g= 3.25 0.225 924.3 lbs. 3.25 386.4 inis2 Cd = Cs = Vbase = R= g= 2.5 0.232 953.8 lbs. 2.5 386.4 inis2 Seismic Force Distribution Rack Loaded to 67% - Down Aisle Rack Loaded to 67% - Cross Aisle Lvl. H; (in.) W.H. (k -in.) F; (Ib.) A. (in.) 2 W;A; FA W.H. (k -in.) FI (Ib.) A. (in.) 2 W;A; F1A1 1 0 0 0.0 0.000 0 0 0 0.0 0.000 0 0 2 48 43.3 73.9 0.616 342 46 43.3 76.3 0.407 149 31 3 84 75.7 129.4 0.917 758 119 75.7 133.5 0.931 782 124 4 120 108.2 184.9 1.145 1183 212 108.2 190.8 1.574 2232 300 5 156 140.7 240.3 1.331 1597 320 140.7 248.0 2.280 4688 565 6 192 173.1 295.8 1.515 2071 448 173.1 305.2 3.012 8179 919 7 8 9 10 11 12 13 14 15 16 541.0 924.3 5951 1144 541.0 953.8 16031 1940 F=�nlwchl Max. Drift = 1.515 in. Vwihi T=27r EwiAi2 9EFiii Max. Drift = 3.012 in. The fundamental period is calculated using the deflection amplification factor for story drift. It is an iterative process initially calculated using the base shear from the minimum value of CS. 4/26/2018 RAO 56 Max. Loaded Column: Member M64 NWHS Max. Loaded Base: Member M65 Rob Ortiz 18-04-238 Section Sets EHoriz. Brace Diag. Brace CABSO48-E CA48-C CAUP192-E Max. Loaded Arm: Member M75 Max. Loaded Horiz. Brace: Member M79 Max. Loaded X -Brace: Member M81 Cantilever Rack Section Sets Apr 26, 2018 at 10:28 AM Cantilever Rack.r3d 57 Loads: BLC 1, Self Weight -24.5Ib/ft Section Sets EHoriz. Brace Diag. Brace CABSO48-E CA48-C CAUP192-E NWHS Rob Ortiz 18-04-238 Cantilever Rack Dead Loads Apr 26, 2018 at 10:31 AM Cantilever Rack.r3d 58 Loads: BLC 4, Product -300Ib/ft NWHS Rob Ortiz 18-04-238 Section Sets EHoriz. Brace Diag. Brace CABSO48-E CA48-C CAU P 192-E Cantilever Rack Product Loads Apr 26, 2018 at 10:32 AM Cantilever Rack.r3d 59 $ Loads: BLC 7, ELX NWHS Section Sets EHoriz. Brace Diag. Brace CABSO48-E CA48-C CAU P 192-E Rob Ortiz r � 118-04-238 Cantilever Rack Seismic (Down Aisle) Apr 26, 2018 at 10:33 AM Cantilever Rack.r3d 60 Loads: BLC 8, ELZ NWHS Rob Ortiz 18-04-238 305.21b Section Sets Horiz. Brace Diag. Brace CABSO48-E CA48-C CAU P 192-E Cantilever Rack Seismic Loads (Cross Aisle) Apr 26, 2018 at 10:34 AM Cantilever Rack.r3d 61 ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA 4/24/2018 RAO lwoiumn: Mb4 Shape: Upright -192 Material: gen Steel Length: 192 in I Joint: N113 J Joint: N114 Code Check: No Calc Report Based On 97 Sections Max. Dy .439 at 192 in — 2.4743 at 192 in Deflection at Seismic Event Dz •••"""'----- in in -.529 at 192 in A Vy I 874.8111 at 18 in 329.9197 at 156 in 6488.3718 at 0 in Max. Compression Ib -1899.1218 at 0 in 1 Ib Vz Ib -905.5752 at 0 in -925.2606 at 18 in T Mz 73.3703 at 0 in 4.8867 at 174 in My — k k -in k -in ---.....---- -in -16.3004 at 18 in -245.1619 at 0 in Max. Moment fa 1.0908 at 0 in f(y) 22.1106 at 0 in 2.2798 at 18 in - ksi -.3193 at 0 in ksi -22.1106 at 0 in f(z) 4" '^- ksi -2.2798 at 18 in 62 ECLI PSE ENGINEERING Edge Construction Supply Tukwila, WA 4/24/2018 RAO tJoiumn: M04 Shape: Upright -192 Material: gen_Steel Length: 192 in I Joint: N113 J Joint: N114 Code Check: No Calc Report Based On 97 Sections Max. Static Dy .0068 at 192 in 1.8769 at 192 in Deflection with Loads (U102) Dz in in 6488.3718 at 0 in A 1298 at 176 in Ib Vy -28.3743 at 158 in Ib 1.5504 at 158 in -70.5888 at 96 in Vz -1.4651 at 18 in Ib k -in Mz -31.152 at 192 in .0009 at 174 in 1 k -in 1 J I T My -.1143at96in k -in r -165.9214 at 0 in 1.0908 at 0 in ksi fc 14.9641 at 0 in -2.8095 at 192 in ft -14.9641 at 0 in ksi fa � .2182 at 176 in 2.8095 at 192 in ksi 63 • ,ECLIPSE ENGINEERING Upright Column Upright Column = E= G= Fy = Ag = Anet = Q= tmin. _ Kx = Lx = rx = Ix = Sx = KLIr = CAUP192-E 29000 11300 50 5.948 5.232 0.9 0.179 2 192 3.04 66.44 11.1 126.32 ksi ksi ksi in.2 in.2 Conservative in. in. in. in.4 in.3 Axial Check ksi AISI Eq. C4.1.1-1 > 1.5 AISI Eq. C4.1-4 ksi AISI Eq. C4.1-3 in.2 RMI 4-2 k AISI 04.1-1 Fe = �c = Fn = Ae = Pn = Cc = 17.94 1.67 15.73 5.05 79.40 1.80 Pn1Cc= 44.11 k P1= 8.49 k Utiliz. = 14.7 % S20PrI Pn= 0.15 <_ 0.15 ficPR + flbMR = 0.92 s 1 Pn Mn AISI Eq. C5.2.1-3 Pass Ky = Ly = ry = I = Sy KLIr = 1 78 1.55 14.3 7.16 50.32 in. in. in.4 in.3 Flexural Check (Strong Axis) Se = 10.55 in.3 RMI Sec. 4.1.2.2 Mn = 527.25 k -in. AISI 03.1-1 ob= 1.67 Mn I Cb = 315.72 k -in. M1= 245.18 k -in. Utiliz. = 77.7 % COLUMN SECTION PROPERTIES MODEL INTER t/in FACE t/in H In 8 In 1a Ino s, in3 rx In 1y ins Sy 1n3 ry in AREA int 8 none .179 5 1/8 4 9.31 3.54 2.03 5.47 2.73 1,55 2.248 C .105 .179 8 4 27.50 6.87 2.68 8.70 4.35 1.5 3.822 E .179 .179 9 7/5 4 55,44 11.1 3.04 14.3 7.15 1.55 5,945 F3 58 .179 • 13 1/8 4 130.1 19.65, 4.143 9.20 4.59 1.10 7.58 1 F5 510 .179 15 1/8 4 223.1 28.2 4.816 12.26 5.64 1.12 9.62 F7 S12 .179 17 1/8 4 349.4 40.6 • 5.512 14.83 6.47 1.13 11.5 58 ■ 18.4.350 8.00 4.001 57.6 14.4 3.26 3.73 1.86 .831 5.41 510 = 25.4 .311 10,00 4.661 124 24.7 4.07 6.79 2.91 .954 7.46 512.31.8 .135 12.00 5.00 218 36.4 4.83 9.36 3.74 1.00 9.35 64 • ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA 412412018 RAO beam: M65 Shape: Base Material: gen Steel Length: 48 in I Joint: N113 J Joint: N115 Code Check: No Calc Report Based On 97 Sections Dy in Dz in -.0186 at 20.5 in Vy -2807.6957 at 0 in Ib -4105.6957 at 48 in A Ib Vz Ib Mz k -in T k -in My k -in -165.9214 at 0 in Max. Moment 15.319 at 0 in fc ksi ftksi P"P. -15.319 at 0 in fa ksi 65 ,ECLIPSE ENGINEERING Upright Base Upright Base = E= G= Fy = Ag= Anet = Q= tmin. _ rx = Ix = Sx = CABSO48-E 29000 11300 50 4.432 4.432 0.9 0.135 3.359 48.74 10.83 ksi ksi ksi in.2 in.2 Conservative in. in. in.4 in.3 Flexural Check (Strong Axis) in.3 RMI Sec. 4.1.2.2 k -in. AISI C3.1-1 Se = Mn= �h = 10.29 514.43 1.67 Mn 1 0b = 308.04 k -in. Mr = 185.92 k -in. Utiliz. = 53.86 % Pass BASE SECTION PROPERTIES MODEL t in B in 1,, in4 Sx in3 rx in AREA int B .135 8 1/2 10.1 4.04 1.89 2.814 C .135 8 1/2 31.07 7.769 2.93 3.618 .135 9 1 /2 48.74 1 f . i3 3.359 4.432 F3 .135 10 11/16 87.65 15.94 4.12 5.158 F5 .135 12 13/16 148.9 22.92 4.907 6.186 F7 .179 12 7/8 266.5 35.54 5.512 8.77 66 ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA 4/24/2018 RAO beam: M75 Shape: Arm -48 Material: gen Steel Length: 48 in I Joint: N133 J Joint: N134 Code Check: No Calc Report Based On 97 Sections Dy -.0052 at 0 in in -.0073 at 0 in -9604 at 48 in Dz in Ib Vy 1598 at 0 in Ib A Vz Ib k -in Mz k4n 38.352 at 0 in Max. Moment T My k -in ksi 14.5273 at 0 in fc ~— ksi ft -14.5273 at 0 in ksi fa Load Combination 11: DL + PL + IL 67 ,ECLIPSE ENGINEERING Cantilever Arm Cantilever Arm = E= G= Fy = Ag = Anet = tmR = rX = Ix= SX = CA48-C 29000 11300 50 2.025 2.025 0.9 0.135 1.81 6.28 2.62 ksi ksi ksi in.2 in.2 Conservative in. in. in.4 in.3 Flexural Check (Strong Axis) Se = 2.49 in.3 RMI Sec. 4.1.2.2 Mn = 124.45 k -in. AISI C3.1-1 S2b = 1.67 MnIQb= 74.52 k -in. Mr = 38.35 k -in. Utiliz. = 51.46 % Pass Approx. 2 deg. Incline H ARM SECTION PROPERTIES MODEL 1 in H in WIDTH in Ix in4 Sx in3 r in AREA int X in BRACKET THICKNESS B .105 2 1/4 4 0.7429 0.5626 0.867 .986 3.9375 3/16 x 5 3/4 A .105 4 4 4.04 2.01 1.59 1.588 4.9375 3/16 x 8 1/2 C .135 4 4 5.28 2.62 1 .61 2.025 4.9375 1 /4 x 8 1 /2 E .135 5 4 8.72 3.5 1.91 2.38 4.9375 1/4 x 11 F .135 6 4 13.3 4.45 2.11 2.98 6.6875 1/4 x 14 "FURNITURE" ARMS FOR USE WITH WOOD DECKING & SADDLES DM .105 4 4 4.04 2.01 1.59 1.588 4.8375 3/16 x 8 1/2 DH .135 4 4 5.28 2.62 1.61 2.025 4.9375 1/4 x 8 1/2 DE .135 5 4 8.72 3.5 1.91 2.38 4.9375 1/4 x 11 DF .135 6 4 13.3 4.45 2.11 2.98 6.6875 1/4 x 1.4 "FORM" ARM - 'BOLTED' G .179 7 4 24.57 7.02 2.54 3.78 7.1875 1/4 x 16 68 • :ECLIPSE ENGINEERING Edge Construction Supply Tukwila, WA 4/24/2018 RAO ritsrace: M79 Shape: L3x3x3 Material: A36 Gr.36 Length: 60 in I Joint: N141 J Joint: N142 Envelope Code Check: 0.873 (LC 7) Report Based On 97 Sections .0037 at 4.375 in .8863 at 27.5 in Dy in -.07 at 41.875 in Dz in -.2198 at 60 in 1561.6524 at 3.125 in A Ib -364.8214 at 57.5 in 224.7244 at 3.125 in 2.3323 at 3.125 in Vy Max. Shear Used For Bolt Analysis Ib _ Vz - Ib -22.8695 at 0 in -2534.2963 at 57.5 in .001 at 0 in 3.1387 at 3.125 in 5.3959 at 56.875 in Mz' k -in -5.3165 at 56.875 in T k -in -.0018 at 57.5 in My' k -in -3.2339 al 3.125 in 1.4327 at 3.125 in 7.1798 at 56.875 in f(y) ksi 14.9819 at 56.875 in f(z) ksi fa - `- ksi -.3347 at 57.5 in -16.5543 at 56.875 in -7.1799 at 56.875 in AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.873 (LC 7) Max Shear Check 0.350 (y) (LC 7) Location 56.875 In Location 57.5 In Equation H2-1 Max Defl Ratio L/10000 Bending Flange Non -Compact Compression Flange Slender Qs=.912 Bending Web Non -Compact Compression Web Slender Qa=1 y -y' z -z' Fy 36 ksi Lb 60 in 60 in Pnc/om 12951.1968 Ib KL/r 102.3891 50.7809 Pnt/om 23497.0061b Mny'/om 10.5397 k -in L Comp Flange 60 in Mnz'/om 22.1065 k -in L -torque 60 in Vny/om 7275.4491 Ib Tau_b 1 Vnz/om 7275.4491 Ib Cb 2.0895 69 ECLIPSE ENGINEERING Horiz. Brace Connection Supporting Member = t= Fy= Required Shear = R� = L3x3x3/16 0.1876 38 2534 2.53 Bolt in Shear Bolt = No. Bolts = 0 = Fn.= db = Ab = Rn = FnvAb = ASTM A326 1 2 54 0.5 0.20 10.60 ksi in. in.2 kip Rn1n= 5.30 kip Rrn 0.48 O.K. = Rn 0.46 O.K. in. ksi lbs. kip Horiz. Brace Bolt Bearing Bolt = �_ F, = _ Rn=1.2I,tF,= R, = 2.4dbtF, = R, = ASTM A326 2 65 0.75 10.97 14.63 10.97 ksi in. kip kip kip Rn 5.48 kip Rrf 0.46 O.K. Rn 70 • ECLI PSE ENGINEERING HBrace: M81 Shape: 1/2" dia. Rod Material: A36 Gr.36 Length: 94.8683 in I Joint: N145 J Joint: N149 Envelope Code Check: 0.796 (LC 7) Report Based On 97 Sections Edge Construction Supply Tukwila, WA 4/24/2018 RAO -.0004 at 0 in Dy -.2513 at 94.8683 in in .8862 at 94.8683 in Dz -.2198 at 94.8683 in in A 3.41 at 0 in -3367.4693 at 0 in T Max. Tension Used For Bolt Analysis .0006 at 0 in Ib Vy Ib Vz lb -.0035 at 0 in k -in Mz k -in My k -in fa .0174 at 0 in -17.1504 at 0 in ksi f(y) ksi f(z) ksi AISC 14fh(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.796 (LC 7) Max Shear Check 0.011 (s) (LC 8) Location 0 in Location 0 in Equation H1 -la Max Defl Ratio L/10000 Bending Compact Compression Non -Slender y -y z -z Fy 36 ksi Lb 6in 6in Pnc/om 3749.2046 Ib KL/r 48 48 Pnt/om 4232.6847 Ib Mny/om .4233 k -in L Comp Flange 94.8683 in Mnz/om .4233 k -in L -torque 94.8683 in Vny/om 2539.6108 Ib Tau_b 1 Vnz/om 2539.6108 Ib Cb 1 71 • :ECLIPSE ENGINEERING "X" Brace Connection Supporting Member = t= Fy = Required Shear = Rr_ 1/2" dia. Rod 0.1876 38 3387 3.37 Bolt in Shear Bolt = No. Bolts = 0 = Fn.= db Ab = Rn = FnvAb = ASTM A325 1 2 54 0.6 0.20 10.60 ksi in. in.2 kip RnI = 5.30 kip Rrfl = 0.64 O.K. Rn in. ksi lbs. kip X -Brace Bolt Bearing Bolt = 0= F,= 86 ksi = 0.75 in. kip kip kip R, =1.21ctF, = Rn = 2.4dbtF" = R, = ASTM A326 2 10.97 14.63 10.97 Rn — 5.48 kip Rr� 0.61 O.K. = Rn 72 • :ECLIPSE ENGINEERING Max. Uplift Used For Anchor Analysis Envelope Joint Reactions Edge Construction Supply Tukwila, WA 412412018 RAO (1) Simpson Strong Bolt 2 (At Each Base End) 5/8" dia, x 3-7/8" Embedment Max. Shear Used For Anchor Analysis Joint X b LC Y Ib LC Z Ib LC MX fk-inl LC MY fk-inl LC MZ fk-inl LC 1 N113 max .0227 11 845.1674Th 12 >, 37, 6014 12 1 0 11 0 11 0 11 2 min .0225 12 1361.1014 11 -867.9677 11 0 11 0 11 0 11 3 N115 max 0 11 3888.3375 11 0 12 0 111 0 11 0 11 4 min 0 12 -1317.9315 12 0 11 0 1 11 1 0 11 0 11 5 N126 max -.0225 12 3845.5131 12 867.9559 12 0 1 11 1 0 11 0 1 11 6 min -.0227 11 -1360.8092 11 -867.9483 11 0 11 0 11 0 11 7 N128 max 0 11 3888.3812 11 0 12 0 11 0 11 0 11 8 min 0 12 -1317.941 12 0 11 0 11 0 11 0 11 9 . Totals: max 0 11 5054.808 12 1735.91612 10 min 0 12 1 5054.808 1 11 -1735.9161 11 Max. Load Reactions 73 SIMPSON Strong -Tie Anchor Designer TM Software Version 2.5.6464.3 Company: Date: 4/24/2018 Engineer: Page: 1/4 Project: Address: Phone: E-mail: 1.Project information Customer company: NWHS Customer contact name: Mike Sorenson Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 3.875 Effective Embedment depth, hef (inch): 3.250 Code report: ICC -ES ESR -3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 6.18 cec (inch): 7.93 Cmin (inch): 6.50 Smin (inch): 5.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable fQo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Max. Shear: LRFD Load = 1240# ASD Load = 868# Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.18 State: Cracked Compressive strength, fc (psi): 2500 P ,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Max. Uplift: LRFD Load = 1944# ASD Load = 1361# Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 74 SIMPSON Strong -Tie Anchor Designer TM Software Version 2.5.6464.3 <Figure 2> Company: Date: 4/24/2018 Engineer: Page: 2/4 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: Strong -Bolt® 2 - 5/8"0 CS Strong -Bolt 2, hnom:3.875" (98mm) Code Report: ICC -ES ESR -3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 75 0 SIMPSON Strong -Tie Anchor DesignerTM Software Version 2.5.6464.3 3. Resulting Anchor Forces Anchor Tension load, N. (Ib) Company: Date: 4/24/2018 Engineer: Page: 3/4 Project: Address: Phone: E-mail: Shear load x, Vuax (Ib) Shear load y, Vuay (Ib) Shear load combined, J(Vuax)2+(Vuay)2 (lb) 1 1944.0 1240.0 0.0 1240.0 Sum 1944.0 1240.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 1944 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (Ib) 0 ONsa (Ib) 19070 0.75 14303 1240.0 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kc?agf'cheri 5 (Eq. 17.4.2.2a) kc Aa f c (psi) het (in) Nb (Ib) 17.0 1.00 2500 3.250 4980 0.750Ncb = 0.75¢ (ANc/ANco)Yxed,N KN (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) AN. (in2 Ca,mm (In) Yed,N Wc,N Y'cp,N Nb (lb) ¢ 0.75gNcb (Ib) 95.06 95.06 - 1.000 1.00 1.000 4980 0.65 2428 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.750Npo = 0.750nPAaNp(fc/2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) y'c,p .i,a Np (Ib) r0 (psi) n 0 0.750Npn (Ib) 1.0 1.00 4739 2500 0.50 0.65 2310 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 76 SIMPSON Strong -Tie Anchor DesignerTM Software Version 2.5.6464.3 Company: Date: 4/24/2018 Engineer: Page: 4/4 Project: Address: Phone: E-mail: 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (Ib) Ogrout 0 OgroutOVsa (Ib) 9930 1.0 0.65 6455 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) Olicp = OkcpNcb = Okcp(ANc/ANco)Ved,NVc,NY'cp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1a) kcp ANc (in2) ANco (in2) Ved,N nN Tcp,N Nb (Ib) % 6Vcp (lb) 2.0 95.06 95.06 1.000 1.000 1.000 4980 0.70 6972 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, N. (Ib) Design Strength, oNn (Ib) Ratio Status Steel 1944 14303 0.14 Pass Concrete breakout 1944 2428 0.80 Pass Pullout 1944 2310 0.84 Pass (Governs) Shear Factored Load, Via (Ib) Design Strength, eVn (Ib) Ratio Status Steel Pryout 1240 6455 0.19 Pass (Governs) 1240 6972 0.18 Pass Interaction check Nua/tNn Vua/gVn Combined Ratio Permissible Status Sec. 17.6..1 0.84 0.00 84.1% 1.0 Pass 518"0 CS Strong -Bolt 2, hnom:3.875" (98mm) meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 77 pATRIOT PROTECTION, INC. June 5, 2018 Fire Sprinklers Save Lives! 2707 70TH Avenue East Tacoma, WA 98424 Edge Construction Supply 5419 Maynard Ave S Seattle, WA 98108 Attention: Eric Grabowski Reference: Fire Sprinkler Protection Edge Construction Supply 18161 Segale Park Drive B Tukwila, WA 98188 Mr. Grabowski, REVISION TEL: (253) 926.2290 FAX: (253) 922.6150 Patriot Fire Protection, Inc. has reviewed the above building to find it has a fire sprinkler density of .395 gpm over 5600 square feet with K8 sprinklers rated at 165F. To avoid fire sprinkler modifications, we recommend lowering the proposed top of storage per NFPA 13 (2007 edition with extended density tables) assuming product is non -encapsulated, Class I-IV, and stored on pallets in racks. • Racking with a 4' aisles will need to have top of storage held to 18'. 16.2.1.3.2(d), Curve G (ordinary temp heads with 4' aisles) = .445 gpm/5600 sq. ft. Apply figure 16.2.1.3.4.1, for 18' storage, multiplier of .85 = .38 gpm/5600 sq. ft. • A density of .38 gpm/5600 sq ft is required, existing system meets this requirement. • Racking with a 12' aisles will need to have top of storage held to 20'. • 16.2.1.3.2(d), Curve E (ordinary temp heads with 4' aisles) = .38 gpm/5600 sq. ft. • A density of .38 gpm/5600 sq ft is required, existing system meets this requirement. If you have any questions, please feel free to call me any time. Sincerely, PATRIOT FIRE PROTECTION, INC. Clint Carr Service Manager 253-284-3411 HANFORD, WA OFFICE TEL (509) 373.8895 FAX (509) 373.8919 t3- oi•zsft VANCOUVER, WA OFFICE TEL (360) 699.4403 PORTLAND (503) 222.6001 FAX (360) 699.4485 PATRIFP099CF RECEIVE© CITY OF T&B WILA JUN 0 5 2018 PERM T CENTER T ER SPOKANE, WA OFFICE TEL (509) 926.3428 FAX (509) 926.3708 May 21, 2018 rA� City of Tukwila Department of Community Development MIKE SORENSON 1100 SW 7TH ST RENTON, WA 98057 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0125 EDGE CONSTRUCTION SUPPLY - 18161 SEGALE PARK DRIVE B Dear MIKE SORENSON, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Per NFPA 13, the existing ceiling sprinkler system density will be adequate for the proposed storage only if the existing sprinkler heads are HIGH TEMPERATURE RATED SPRINKLER HEADS. Please provide documentation that the existing sprinkler heads are high temperature rated. 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, "Lia) R.) Bill Rambo Permit Technician File No. D18-0125 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 � 1 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0125 DATE: 06/05/18 PROJECT NAME: EDGE CONSTRUCTION SUPPLY SITE ADDRESS: 18161 SEGALE PARK B DR Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Iw c (- 6 Building Division Fire Prevention1111 Planning Division n Public Works ❑ Structural Permit Coordinator or PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/07/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions nDenied (corrections entered in Reviews) Notation: (ie: Zoning Issues) DUE DATE: 07/05/18 �prh� .p✓'mf 4 `- Cot4;i-ickS 4-4/v, �e It\k I kr u. F4, REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 RI iIT COORD CORS �1 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0125 DATE: 05/30/18 PROJECT NAME: EDGE CONSTRUCTION SUPPLY SITE ADDRESS: 18161 SEGALE PARK B DR Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works n A1,Jc 53118 Fire Prevention Structural Planning Division ❑ Permit Coordinator n r PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 05/31/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/28/18 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 ��ERMI� COORD COPY C PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0125 DATE: 04/30/18 PROJECT NAME: EDGE CONSTRUCTION SUPPLY SITE ADDRESS: 18161 SEGALE PARK B DRIVE X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT C. 14 -Hg A- Core i"(._ Public Works ❑ Building Division Fire Prevention Structural N Planning Division ❑ Permit Coordinator . PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/01/18 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: DUE DATE: 05/29/18 Approved ❑ Approved with Conditions Corrections RequiredLCri' Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: n REVIEWER'S INITIALS: DATE: Permit Center Use Only � �� `11 CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ..i Ping 0 PW 0 Staff Initials: 12/18/2013 " PROJECT NAME: SJ�p�yPERMIT NO: , 0 [ SITE ADDRESS: lel Se 014 6A, ,^ II ORIGINAL ISSUE DATE: —Y( 4 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INIT LS I S-'-1 0 > �-1—��e Summary of Revision: Summary of Revision: 1,4,, t IMV."c NI,„,,IA/144Kwhivn h,, ; c7 -T Vbt P,Y- -,,,, U k Klerk nk(-e S �S -ei4,\ '» 11 Received by: A4 !sky c; r i co n REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila ' REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /-51-716)(8 Plan Check/Permit Number: DIS -b/25 ❑ Response to Incomplete Letter # RECEIVED 111Response to Correction Letter # CITY OF TUtCWILA Ikr Revision # / after Permit is Issued JUN 0 5 2018 ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: £dje. ( n 1 (44_/Gn Project Address: / g / t / S q /z Park /bi'1 ve- 73 Contact Person: Mt i Sor e47 Of) Phone Number: 6 - ?/ 1111 R Summary of Revision: / 2 cie-S+ r- %S r c" f yn / 4� S—r h/ h 9 r 04404 ,-744,'1 r -/s1462 r i c� i C ,t62_0_62 c !Its Cl2q. ' I� l /,��// ' �% �4 A- r c� ! /rte fro /'_e car �� . der /rid( Y-1i1r✓t - - SLS S�r/,��(2s' ri J i)L if Q al,P�j e, 94_ 7�? F , r dL c.7` J'o 9# 4hi in k( ci'J%.J l %� /c? /c , P•ERMrr CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on oan-�I/d W. \Permit Center \Templates\Forms\Revision Submittal Form.doc Revised. August 2015 '\ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 5/304-60 0 Plan Check/Permit Number: D18-0125 ❑ 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 # Project Name: Edge Construction Supply Project Address: 18161 Segale Park B Dr Contact Person: ./like $ ce#1504 Phone Number: ,27-06 ' glS ' w g• Summary of Revision://,�� RTj r % � 1''re- 114S 6 Chi � \/ C1147" --v (47(%vim 51r Akte-t /J2 4 , 1, p/ g6 61 rc� Aa-Qa/S-. 6)Cir4 o^ ,4‘40 i:,kert e1eil die," _r;r'l Cqs2. RECEIVL1 CITY OF TUKWlt.,. MAY 30 y{pg PERNfIT CEWTE Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 10" C:\Users\biII.r\Desktop\Revision Submittal Form.doc Revised: August 2015 NORTH WEST HANDLING SYS T Ilorne Espanol Contact Safety & Health Claims & Insurance Washington State Department of 440 Labor & Industries Search L&I Page 1 of 2 A -Z Index help My L&i Workplace Rights Trades & Licensing NORTH WEST HANDLING SYS INC Owner or tradesperson Principals FRANCK, JAMES JEROME, PRESIDENT KOSTY, CLARK RANDOLPH, TREASURER THOMAS, KEVIN A (End: 09/28/2011) Doing business as NORTH WEST HANDLING SYS INC WA UBI No. 600 051 641 1100 SW 7TH ST RENTON, WA 98055-2939 425-255-0500 KING County Business type Corporation Governing persons JAMES J FRANCK CLARK R KOSTY; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. NORTHWH275JF Effective — expiration 04/06/1973-10/09/2019 Bond Travelers Cas & Surety Co Bond account no. 81S103354822BCM $12,000.00 Received by L&I Effective date 10/09/2001 10/01/2001 Expiration date Until Canceled Insurance Phoenix Insurance Company, The $1,000,000.00 Policy no. Y6302C242044PHX17 Received by L&I Effective date 09/27/2017 10/01/2017 Expiration date 10/01/2018 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600051641 &LIC=NORTHWH275JF&SAW= 6/4/2018 Date: 2018 -Apr -26, 3:12 PM Printed by: Rob Ortiz WA\engineering \Pallet Rack SH-1.dwg C:\Users\rortiz.ECLIPSE\ShareFile\Favorites\18-04-238 - Edge Construction Supply - Tukwil PALLET GENERAL NOTES: 1. DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2015 IBC, ASCE 7-10, AND RMI-MH16.1. 2. MATERIAL SPECIFICATIONS: a. b. c. d. e. STEEL FOR ALL PALLET SHAPES, Fy = 55 KSI (UNLESS NOTED OTHERWISE) STEEL FOR BASEPLATES, Fy = 36 KSI (UNLESS NOTED OTHERWISE) WELD ELECTRODES = E70xx CONCRETE SLAB = MINIMUM 6" THICK, 2500 PSI SLAB -ON -GRADE SOIL BEARING PRESSURE = 1500 PSF MINIMUM (CONSERVATIVE) 3. POST INSTALLED ANCHORS: SIMPSON TITEN HD ESR -2713 (SPECIAL INSPECTION REQUIRED - REF. SCHEDULE BELOW) 4. STORAGE SHELVING CAPACITY: VARIES PER ELEVATION 5. ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA, SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL. 6. ALL SHELVING SHALL BE IN COMPLIANCE WITH THE RMI STANDARDS. 7. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTOR. 8. SHELVING RACKS ARE NOT OPEN TO THE PUBLIC, 9. SHELVING CAPACITY IS BASED ON BEAM ELEVATIONS AND RACK CONFIGURATIONS AS SHOWN. ANY CHANGES TO THE RACK CONFIGURATION REQUIRES THE PRIOR APPROVAL OF A PROFESSIONAL ENGINEER FAMILIAR WITH THIS TYPE OF WORK. SEISMIC DESIGN DATA: a) SEISMIC IMPORTANCE FACTOR, IE =1.0 RISK CATEGORY 11 b) MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.424 and S1 = 0.534 c) SITE CLASS = D (Worst Case Assumed for Calculations) d) SPECTRAL RESPONSE COEFFICIENTS: Sds = 0.949 and Sdl = 0.534 e) SEISMIC DESIGN CATEGORY = D 0 BASIC SEISMIC -FORCE -RESISTING SYSTEM: NON -BUILDING STRUCTURES, STEEL STORAGE RACKS h) SEISMIC RESPONSE COEFF, Cs = VARIES i) RESPONSE MODIFICATION FACTOR, R = 4.0 FOR CROSS -AISLE R = 6.0 FOR DOWN -AISLE j) DESIGN BASE SHEAR, V = VARIES k) REDUNDANCY FACTOR, p = 1.0 1) ANALYSIS PROCEDURE USED: ASCE-7, CHAPTER 15 STATEMENT OF SPECIAL I SPECTIO VERIFICATION AND INSPECTION PERIODIC STANDARD -1" ANCHORS INSPECTED BY CONFIRM ANCHOR TYPE X SIMPSON TITEN HD, 1/2" DIA PER ESR -2713, SECTION 4.4, FIGURE 1 a 3rd PARTY CONFIRM CONCRETE COMPRESSIVE STRENGTH X MINIMUM 2500 PSI CONFIRM CONCRETE THICKNESS X 6" MINIMUM HOLE DIAMETER X 1/2" DIA x 3.75" LONG PER SECTION 4.4, TABLE 1 INSPECTOR CLEAN OUT OF HOLE X BULB/BLOW OUT -PER SECTION 4.3, 4.4 INSPECTOR MINIMUM ANCHOR SPACING X 3.0" -PER SECTION 4.4, TABLE 1 INSPECTOR MINIMUM EDGE DISTANCE X 1.75" - PER SECTION 4.4, TABLE 1 INSPECTOR MINIMUM EMBEDMENT X 3.25" - PER SECTION 4.4, TABLE 1 INSPECTOR TIGHTENING TORQUE X 65 FT/LBS - PER SECTION 4.3, 4.4, TABLE 1 INSPECTOR 3/8" x UPRIGHT STEEL POSTS SCALE: 3" =1'-0" 1/8 V 3 <TYP SECTION B -B (E) CONC SLAB 1 COLUMN: FH2O FH25 W = d = t = 3" 3" 14ga 3" 3,1 13ga 11/2" 3/4" w SECTION A -A 2 112" i ED SECTION A -A BASEPLATE wl (2)112" 0 AB's TYPICAL BASE PLATE AND ANCHORAGE SCALE: 3" =1'-0" PARTIAL PLAN AND LAYOUT SCALE: 1/4" =11-0" UPRIGHT COLUMN SHELF BEAM SECTION B -B BEAM: SB256 SB306 SB416 SB506 height, h = 2-112" 3" 4-1/8" 5" gauge,t= 16ga 16ga 16ga 16ga connector = 2 -Pin (4") 2 -Pin (6") 3 -Pin (6") 2 -Pin (6") BEAM -COL CONNECTOR Weld All Around for Type "D" 11 1-5/8" BEAM TO COLUMN CONNECTION SCALE: 3" =1'-0" WIDTH 94"/96"/108"1144" 2-1/2" SECTION A -A TYP 0) w 1 ti 1 TYP J TYPICAL SHELF BEAM - REF DETAIL 2 1 GENERIC RACK FRONT ELEVATION 1 SCALE: 1/4" =1'-0" TYP TYP t=0.06 SECTION A -A j SECTION B -B Digitally signed by Rolf Armstrong PF SE ;Date: 2018.04.26 15:21:46-07'00' CHANNEL BRACING -TYP UPRIGHT COLUMN TYPICAL CHANNEL BRACING SCALE: 3" =1'-0" DEPTH 36"!44"!48" 0) w n TYP STRUT WELD TYP BACK TO BACK UINT AS APPLICABLE n o I % H_Lfd SS32iD3 00 00 ! 0 is • ked 36414 36X94 36X 94 36X94 36X94 36X94 36X94 36X94 38X94 Il 36X94 36X94 36X94 N.1 36X 4 44X 6 36X94 36X94 44X6 / 44X96 J 48X`108 48X108 48X108 4X144 44X144 01 keL.1 0, 0) \�a X • GENERIC RACK SIDE ELEVATION SCALE: 1/4" =1'-0" L I BOTH SIDES TYP REVIEVVED FOR CODE COMPLIANCE PPROVED MAY 31 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 2 7 2018 PERMIT CENTER DIP OL'4 PO #01 EAI 80411 A z cr w w z 10 co rn co co M LO 2 0 0 cd z Lu N z N.• Z LU CL oa w 0 03 w \w ce 0 0 w J 0 w 00 00 00 00 rn J REVISIONS J Q � J W Q z� ALU W V o • o Uz Q Q cc co f w LLI F JD J z Q 0 PROJ. #: 18-04-238 DATE: 04-26-2018 SHEET: SH -1