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Permit D17-0286 - PINK STORE - STORAGE RACKS
PINK 646 SOUTHCENTER MALL D17-0286 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.Rov DEVELOPMENT PERMIT, 9202470010 646 SOUTHCENTER MALL Project Name: PINK Permit Number: 017-0286 Issue Date: 12/14/2017 Permit Expires On: 6/12/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: WESTFIELD PROPERTY TAX DEPT PO BOX 130940, CARLSBAD, MN, 92013 TIM SCHENK 1120 E 80 ST #211, BLOOMINGTON, MN, 55420 PINNACLE CONSTRUCTION INC PO BOX 368 , GLENWOOD, IA, 51534 PINNACI941K3 ELDER JONES INC 1120 E 80TH ST, BLOOMINGTON, MN, 55420 Phone: (952) 345-6040 Phone: (712) 527-9745 Expiration Date: 4/6/2019 DESCRIPTION OF WORK: INSTALLATION OF STOCKROOM RACKING & SHELVING INTO THE STOCKROOM OF THE PINK STORE Project Valuation: $10,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Electrical Service Provided by: TUKWILA Fees Collected: $510.25 Occupancy per IBC: M Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk:. Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: vV < Date: 1)—'11-N( 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. may .•i Signature Date: / 4/'--1.7 Print Nam���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: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: 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. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: 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. 8: ***BUILDING PERMIT CONDITIONS*** 9: 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. 10: 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. 11: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: 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. 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: 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. 15: 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. 16: 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. 17: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnishinspection reports to the Building Official in a timely manner. 18: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 22: 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) 19: 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) 20: 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) 21: 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) 23: Maintain fire extinguisher coverage throughout. 25: 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) 24: 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) 26: 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) 30: Install mechanical stops in the tracks or on the rack structure to ensure a 6 inch transverse flue space is maintained every 4 ft along the length of the racking when the units are rolled together. Contact Al Metzler at 206-971-8718 if additional clarification is needed. 27: 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) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: 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 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. brl • Oc L co Project No. Date Application Accepted: 16,3_3,14 Date Application Expires: '*! -,)-3. (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 646 sovnAcergetz. res LL Tenant Name: P 1(4 K• STORE PROPERTY OWNER Name: WE srFtex Address: 2Z8(0 SWt'IA LE I.ER MALL... City: ?•tlVVII 1.i1 State: uA Zip.q 1 CONTACT PERSON - person receiving all project communication Name: -rim 5c4E1.4I4. Address: I `2(1 E. • 520:1SSRE'Er Ski ISE 211 City:(` 1( Nr4 State: mr4 Zip 142c4 Phone:gsZ. 3 45 • (304/1 Fax gs2.8s4 4109 . Email: 4-zats eeldlenianes." ,- GENERAL CONTRACTOR INFORMATION Company Name: r .0.D Engineer Name: 1.20 ACLl1'15+♦nCl,,,iG Company Name: City: aEND State: 0 2 Zip Address: Architect Name: City: Stat`: Zip: City: State: Zip: Phone: Fax: Phone: Fax: Contr Reg No.: Email: Exp Date: Tukwila Business License No.: HAApplications\Fomu-Applications On Line \ 201Applicetions\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh King Co Assessor's Tax No.: Q202.4100(Q Suite Number: l ZS Floor: New Tenant: ❑ Yes ®..No ARCHITECT OF RECORD Company Name: a CC. % Ps€ a IVIG I WE GROICr • Engineer Name: 1.20 ACLl1'15+♦nCl,,,iG Company Name: City: aEND State: 0 2 Zip Phoney t 3 • QW Fax:q 6 • SSZ • 410/ _/ Architect Name: City: Stat`: Zip: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: a CC. % Ps€ a IVIG I WE GROICr • Engineer Name: 1.20 ACLl1'15+♦nCl,,,iG Address: 31 6 5 w am FF o «eve 4. s , City: aEND State: 0 2 Zip Phoney t 3 • QW Fax:q 6 • SSZ • 410/ _/ �Email: LENDER/BOND ISSUED (required for projects $5,000 or greater/p6r RCW 19.27.095) 1 Name:/ 411 6A7 ,a e ym b g 7 T k'�votrlinlc�ra City: Stat`: Zip: a Page 1 of 4 BUILDING PERMIT INFORMATIOI. X206-431-3670 Valuation of Project (contractor's bid price): $ (Ol 000 . G Existing Building Valuation: $ Describe the scope of work (please provide detailed information): I «SrbkA rl O(V OP srocicuory 'RACAc f.. e 5s4 irZ,V)ear I e.tro TQC SfO cleat Qnn o,- ryE s t'o�tC Will there be new rack storage? f Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq It): 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 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: B Sprinklers gig. Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ 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 ❑ 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\Fomts-Applications On Line\201 I Applications\Pcrmit Application Revised - 8-9-11.docx Revised: August 2011 bb Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1'` Floor 1 •‘,l� ' ``r1i44 I Ike !1/\- 2°d Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq It): 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 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: B Sprinklers gig. Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ 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 ❑ 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\Fomts-Applications On Line\201 I Applications\Pcrmit Application Revised - 8-9-11.docx Revised: August 2011 bb Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER • PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR A..1=IZED AGENT: Signature: J/�/l��— Print Name: '7 trn $C CA Erik lrl Mailing Address: � al • 3Q ^ Sl . Day Telephone: Date: I 0 l Z 01 11 9 52.7 45 .6o'0 Sv 1 SE 211, (1Quirn 44,11)r4 . m,j SS'{ 2.0 City State H:\Applications\Fomts-Applications On Line\2011 Applications\Prnnit Application Revised - 8-9-11 .docs Revised: August 2011 bh Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK $7,046.93 D17-0237 Address: 646 SOUTHCENTER MALL Apn: 9202470010 $5,609.98 Credit Card Fee $163.40 Credit Card Fee R000.369.908.00.00 0.00 $163.40 DEVELOPMENT $5,187.43 PERMIT FEE R000.322.100.00.00 0.00 $5,182.93 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $259.15 TECHNOLOGY FEE R000.322.900.04.00 0.00 $259.15 D17-0258 Address: 2800 SOUTHCENTER MALL Apn: 3597000150 $471.78 Credit Card Fee $13.74 Credit Card Fee I 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 I R000.322.900.04.00 0.00 $21.60 D17-0265 Address: 2800 SOUTHCENTER MALL Apn: 3597000150 $644.73 Credit Card Fee $18.78 Credit Card Fee I R000.369.908.00.00 0.00 $18.78 DEVELOPMENT $596.36 PERMIT FEE R000.322.100.00.00 0.00 $591.86 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $29.59 TECHNOLOGY FEE R000.322.900.04.00 0.00 $29.59 D17-0286 Address: 646 SOUTHCENTER MALL Apn: 9202470010 $320.44 Credit Card Fee $9.33 Credit Card Fee R000.369.908.00.00 0.00 $9.33 DEVELOPMENT $296.51 PERMIT FEE R000.322.100.00.00 0.00 $292.01 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $14.60 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R12713 0.00 $14.60 $7,046.93 Date Paid: Thursday, November 02, 2017 Paid By: ERIC J MACE Pay Method: CREDIT CARD 03580C Printed: Thursday, November 02, 2017 10:55 AM 1 of 1 d!ISYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $189.81 D17-0286 Address: 646 SOUTHCENTER MALL Apn: 9202470010 $189.81 DEVELOPMENT $189.81 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R12625 R000.345.830.00.00 0.00 $189.81 $189.81 Date Paid: Monday, October 23, 2017 Paid By: ELDER JONES Pay Method: CHECK 79101 Printed: Monday, October 23, 2017 11:15 AM 1 of 1 ciririovsysTfms INSPECTION RECORD Retain a copy with permit DI"1, INSPECTION NO. PERMIT NO. ti CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: P/N K Type of Inspection: Address: /4A -LL- 6d/6? 5407/fa70M4401 Date Called: Special Instructions: eth LONG- FIM-. Date Wanted: lI"Z1—/ ail p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: DK Ri lN!&-. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must, be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSP -T-10 NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPA 206-575-4407 Project: )Type Sprinklers: Fire Alarm: - Hood & Duct: of Inspection: Address: Suite #: Z; - Li 1 ✓ f`144 -L._.,- Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: - Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: A K6.1 14--( /\, /I-2, 4- -, - '1 r A F,- 0 tai rt ('-' 1— G9 rV vt Needs Shift Inspection: Sprinklers: Fire Alarm: - Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: 1 /30 46 . Hrs.. I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedte a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION°NUMBER INSPECTION RECORD Retain'a coin/with permit .11)17- - 0237- _0 7 — 0 i -V6, 2:2-3 PERMIT 237 - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Sprinklers: yE 5 Type of j nsppection: (1/27/1--e Address: Suite #: �� Ste- fvt -? . Contact Person: Special Instructions: Phone No.: cik Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: yE 5 Fire Alarm: Z4/ L-6 1 Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 0170 ry cavb---tri--- 4-ppg-ei*A3 (14C- I;):---cr 52rzi/\./Lev( E Z 0 4 14- s c t As- (/L /S /fir/ G®) -z, r= i —10 oche / IC5 s$ Adel €1,— Sof S Needs Shift Inspection: Sprinklers: yE 5 Fire Alarm: Z4/ L-6 1 Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:. z7-- Date: Or? h Z Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call 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 ECLI PSE ENGINEERING Structural Calculations ECLIPSE-ENGINEERING.COM Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP PO#29584 SO#74840 VS Pink #1449 Southcenter Mall 646 Southcenter Mall — Space #1125 Tukwila, Washington 98188 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 REVIEWED FOR :MODE COMPLIANCE APPROVED NOV 07 MT BU City of Tukwila 9 „13 ,,,a.. SEP 15 201r RECEIVED CITY OF TUKWILA OCT 232011 PERMIT CENTER hilT 2.8 Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2015 International Building Code with Washington state amendments. These storage racks are not accessible to the general public. MISSOULA COLUMBIA FALLS SPOKANE ll3West Mail Stde6,Mtsmtt.M7 59802 729 NsAve,SoleD,CaimomFaN,M769912 Phone: (406)7215733• Fax (406) 552-0768 Phan: (406)8623716•Fac (406)552-0768 BEND PORTLAND 421We9Wars&Ara, Ste 42lSpdmne,WA99201 376 SW MIDM, Sae 8,Bend, OR 97702 illSWCohendaSteel, Sub 1090PAKOR97201 Phew (508) 9214781• Fax (49) 552-0768 PhanE (541) 3898859 Fax (406) 5524768 Plrona(503)395 7229 • Fax(40S) 552-0768 ECLIPSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2015 IBC & 2016 CBC - 2208 & ASCE 7-10 -13.3.1 & 15.5.3.4 Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth (1) or Back to Back (2)? N„ := 2 13-SHLEF UNITS Total Height of Shelving Unit- ht := 10.00•ft plf := lb•ft 1 Width of Shelving Unit - w := 3.50•ft psf := Ib•ft. 2 Depth of Shelving Unit- d := Np•(2.00•ft) = 4ft pcf := Ib ft 3 Number of Shelves - N := 13 kips := 1000.1b Vertical Shelf Spacing- S := 10.00•in ksi := kips•in 2 Shelving Loads - Maximum Live Load on each shelf is 35 lbs: Weight Load in Design Live Dead Load per shelf - psf - Load on Shelf- on Shelf - Wti Wti := Nu•(35 Ib) = 701bLLI :_ — = 5 • psf LL := LLi = 5 • psf DL := 2.50• psf w•d Section Properties of Double Rivet 14 Gauge Steel 'L' Post : Modulus of Elasticity of Steel - E := 29000•ksi Steel Yield Stress - Physical Dimensions of L Post: Density of Steel - psteel := 490•pcf L Post Width - out -to -out- bi := 1.500•in L Post Depth - out -to -out - Radius at Corners - R, := 0.188. in Post Thickness (14 Gauge) - FY := 33.ksi di := 1.500•in t:= 0.0750•in L Post Width - End - to - IF - L Post Depth - End - to - IF - bic := bi — t = 1.425•in di, := di — t = 1.425•in Radius of Gyration in x and y- rX := 0.5390•in ry := 0.5390•in Section Modulus in x and y - SX := 0.0396• in3 Sy := 0.0396• in3 Moment of Inertia in x and y- IX := 0.0406.in4 ly := 0.0406•in4 Full & Reduced Cross Sectional Area's - Apf := 0.225•in2 Apr := 0.138•in2 Length of Unbraced Post - Effective Length Factor - LX := S = 10.00.in KX := 1.7 Ly := S = 10.00.in Ky := 1.7 Lt:= S = 10.00. in Kt := 1.7 Weight of Post - Vertical DL on Post- Vertical LL on Post - W steel h= 7.661b P DL•w•d • N+ W= 64.53lb P :— LL•w•d•N— 113.751b p p Apf t— d :— 4 N — 4•N u u Total Vertical Load on Post - Pp := Pd + Pi = 178 lb PpE := Pd + 0.67 -Pi = 141 lb 1 ECLIPSE ENGINEERING Floor Load Calculations : Weight of Mobile Carriage: Ws := 40 -lb VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Total Load on Each Unit: W := Nu•4.Pp + Ws = 1466.25 lb Area of Each Shelf Unit: Au := w•(d + 6.in) = 15.75 ft2 Floor Load under Shelf: NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure: Buildings Risk Category - BRC := 2 Determine Ss and Sl from maps - Determine the Site Class - SSC :_ "D" Determine Fa and Fu - Determine Sps and SDI, _ Importance Factor - 1E := 1.0 S.1 := 0.544 Fa = 1.000 F„ = 1.500 SDs :_ 3 "(Fa -Ss = 0.972 Seismic Design Category - Structural System - Section ASCE-7 Sections 13.3.1 & 15.5.3.4.: 4. Steel Storage Racks R := 4.0 RP .= R Total Vertical DL Load on Shelf- Wp := DL•w•d + Nu•4• u = 401b SDC = "D" Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 & 15.5.3.4: 2 SD1 := 3 Fv•S1) = 0.544 S2 := 2 a := 2.5 Total Vertical LL Load on Shelf - Cd := 3.5 Ip := 1.0 W1:= LL•w•d = 701b Average Roof Height- h� := 20.0•ft Height of Rack Attachment - z := 0 •ft Ground floor) loor) Seismic Base Shear Factor - Shear Factor Boundaries - Seismic Coefficient - Overstrength Factor - 0.4•ap•Sos Vt := C1 + 2.1 1I= 0.243 Ftp hr Ip Vtmin 0.3•Sm. Ip = 0.292 Vtmax = 1.6•Sps•Ip = 1.555 Sl := 2.0 NOTE: By ASCE 7-10 Section 13.3.1, S2 does not apply for vertically cantilevered architectural systems. 2 ECLIPSE ENGINEERING Seismic Loads Continued : VS PINK #1449 9/1412017 TUKWILA, WA Rolf Armstrong, PE AD LRED For ASD, Shear may be reduced - Vp := 0.7•Vt = 0.204 Vp,, := Vt = 0.292 Seismic DL Base Shear - Vtd := VI). Wd • N = 105.38 lb Vtdo := Vp(p • Wd • N = 150.54 Ib DL Force per Shelf : Fd := Vp • Wd = 8.11 Ib Fdo := Vp(p• Wd = 11.581b Seismic LL Base Shear- Vt1 := Vp•W1•N = 185.751b Vtict, := Vp,p•W1•N = 265.36lb LL Force per Shelf : F1:= Vp •W1= 14.29 lb F1 := Vpd, •Wi = 20.411b 0.67 * LL Force per Sheaf : F1.67 := 0.67•Vp•W1= 9.57 lb F1.674) := 0.67•Vpd) •W1= 13.68 lb Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions - Condition #1: Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves - H1 := 0.0•S + 1.0•S + 2.0•S + 3.0.5 + 4.0•S + 5.0•S + 6.0•S + 7.0•S + 8.0.5 + 9.0•S H2 := 10.0•S + 11.0•S + 12.0•S Total Moment at Shelf Base - Total Base Shear - iV, H := H1 + H2 = 65.00ft Mt:= H•Wd + H•0.67•W1= 5629.75ft•lb := Vtd + 0.67 Vti = 229.83 lb Vertical Distribution Factors for Each Shelf - C1 := Wd •0.0•S + W1•0.67.0.0•S F1 := C1 • (V1) = 0.00 - 0.000 Mt Flo := c1•(V14) = 0.00 V10, := Vto + 0.67 •V11d, = 328.33 lb Wd•1.0•S + W1 0.67 1.0 S C2 .- = 0.013 Mt F2 := C2(V1) = 2.95 lb F24, := C2 • (V1d)) = 4.211b Wd•2.0•S + W1.0.67. 2.0•S Wd•3.0•S + WI.0.67.3.0•S C3 :_ - 0.026 C4 :_ - 0.038 Mt Mt F3 := C3 • (V1) = 5.89 Ib F34, := C3 • (V1d)) = 8.42 Ib F4 := C4. (V1) = 8.841b F40) := C4 • (V14,) = 12.63 lb Wd•4.0•S + WI.0.67.4.0•S Wd•5.0•S + W1.0.67.5.0•S C5 :_ - 0.051 C6 :_ - 0.064 Mt Mt F5 := C5.(V1) = 11.79 lb F5,0 := C5•(V1o) = 16.84lb F6 := C6- (V].) = 14.73 lb F6(p := C6•(V14) = 21.05 lb Wd•6.0•S + Wi•0.67.6.0•S Wd•7.0•S + W1•0.67.7.0•S C7 :_ - 0.077 C8 :_ - 0.090 Mt Mt F7 := C7 • (V1) = 17.68 Ib F70 := C7 • (V1p) = 25.261b F8 := C6 • (V1) = 20.63 Ib F80 := C6. (V14,) = 29.47 lb 3 Z1EC LI PSE VS PINK #1449 9/14/2017 ENGINEERING TUKWILA, WA Rolf Armstrong, PE Wd•8.0.S + W1.0.67.8.0 S Wd•9.0•S + Wi•0.67.9.0•S C9 :— Mt = 0.103 C10 := M — 0.115 t F9 := C9 • (V1) = 23.57lb F94 := C9 • (V14) = 33.67lb Wd • 10.0•S + Wi •0.67.10.0•S 011:= M — 0.128 t F11 := C11•(V1) = 29.47 lb F114, := C11•(V14) = 42.09 lb Wd•12.0.S+Wi0.6712.0S C13 .— M = 0.154 t F13 := C13•(V1) = 35.36 lb F134, := C13•(V14) = 50.51lb F10 := C10•(V1) = 26.52 lb F104 := C10•(V14) = 37.88 lb Wd•11.0•S + Wi•0.67.11.0•S 012 .— M = 0.141 t F12 := C12•(V1) = 32.41 lb F124, := 012•(V14) = 46.30 lb 01+C2+03+04+C5+06+07+09+09+010+C11+012+013=1 Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Total Base Shear - V2 := Vtd + F1 = 120 lb Wd•0.0•S + 0•WI•0.0•S Cia :_ — 0 Mta Fia := Cla•(V2) = 0 Flap := Cia•(V20) = 0 Coefficients Should total 1.0 Mta := H •Wd + (N — 1) •S•Wi = 3281ft•lb V24 := Vtd4 + F14 = 171 lb Wd•1.0•S + 0•Wi•1.0.S C2a .— = 0.01 Mta F2a := C2a4V2) = 1.2 lb Cla + 02a + C3a + 04a + C5a + 06a + C7a + 08a + C9a + 010a + Clla + 012a + 013a = 1 Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design in Short Direction : Allowable Bending Stress - Ms :— 1 S max(V1, V2) = 11.97ft•lb Nu .4 2 Fb := 0.6•Fy = 19.8•ksi Ratio of Allowable / Ultimate Stress - Bending Stress on Column - Bending at the Base of Each Column is Adequate F2a0 := C2a•(V24) = 1.7 lb Coefficients Should total 1.0 M fbx := SS 3.63 ksi x MUST BE LESS THAN 1.0 4 E( LI PS VS PINK #1449 9/14/2017 ENG f N E E R I N GTUKWILA, WA Rolf Armstrong, PE Deflection of Shelving Bays - worst case is at the bottom bay - the following is the list of shears used in deflection equations. Vol := V1 — F1 = 2301b Vol := V6,1 — F2 = 227 lb V6,3 := Vp2 — F3 = 2211b Villa := V2 — Fla = 120 lb Vola VO1a — F2a = 118 lb VO3a Vola — F3a = 116 lb 33 1 max(Vpl , Vola S — 2.0333 x 10 S — 4918.02 p _ 1 max(Vp2 , Vo2a� S — 0.002•in Nu.4 12•E•I,� ill 2 Nu .4 12•E•I, pa := 0.05 . ht = 6 in At := ill+p2+p3+p4+p5+p6+ill+p6+p9+p10+pl1+p12+p13=0.017•in [if(pt < Aa , "Deflection is Adequate" , "No Good") = "Deflection is Adequate Note: The deflection shall not exceed 5%Ht, so shelving deflection is adequate. Moment at Rivet Connection: Shear on each rivet - Steel Stress on Rivet - dr := 0.25.in V f„ := - = 1.95 • ksi Ar M Vr := S — 95.761b 1.5.in dr2.7r Ar :_ — 0.0491 • in2 4 Ultimate Stress on Rivet Omega Factor (SAE 01006 Steel) - Fur 47.9ksi (ASD) - �r := 2.0 Allowable Stress 0.563•Fur Ratio of Allowable / f„ on Rivet - F„r — 13.48• ksi Ultimate Stress - — = 0.14 MUST BE LESS THAN 1.0 Slr Fvr -I RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: E„ := 0.2.Sips. (DL + LL) •w•d = 20.41 lb Vertical Dead Load of Shelf. D := (DL + LL) •w•d = 105.00 lb Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := E„ — 0.6 . D Fu = —42.59 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each comer. Number of Shelf Connections: N := 4 Uplift Force per Comer: Fu Fuc := Nu Fuc = —10.65 lb NOTE: Since the uplift force is negative, a mechanical connection is not required. 5 ECL.I F E ENGINEERING VS PINK #1449 911412017 TUKWILA, WA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit- ht = 10ft Width of Shelving Unit - w = 3.5 ft Depth of Shelving Unit- d = 4ft WORST CASE Number of Shelves - N = 13 Vertical Shelf Spacing - S = 10• in Height to Top Shelf h = Height to Shelf h (N + 1) S - 5.8333ft Center of G - top := h t 10ft Center of G - 2 From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases: ASD Ma := Fl•0.0•S + F2.1.0•S + F3.2.0•S + F4.3.0•S + F5.4.0•S + F6 -5.0•S + F7•6.0•S Moments- Mb := Fe•7.0•S + F9.8.0•S + Flo 9.0•S + F11•10.0•S + F12•11.0•S + F13•12.0•S LRFD Mad,:= Flp•43.0•S + F24,•1.0•S + F34•2.0•S + F44•3.0•S + F54,•4.0.5 + Fe4,•5.0•S + F74)•6.0•S Moments- Mbd, := F84•7.0•S + F94,•8.0•S + F104•9.0•S + F114,•10.0•S + F124,•11.0•S + F134,• 12.0•S For Screws -ASD For Anchors-LRFD Weight of Rack and 67% of LL - W1 := N.(0.6 - 0.14•SDs)•(Wd + 0.67•W1) = 522.351b W14, := N.(0.9 - 0.2•SDs)•(Wd + 0.67•W1) = 794.471b Overturning Rack and 67% of LL- M1:= Ma + Mb = 1596.03ft. lb M14 := Mad, + Mixt,= 2280.05ft•Ib Seismic Rack and 67% of LL Tension & Shear- 1CM1 W11 T1 := 2 • d - - 2 J = 68.921b 1 MWho - = 86.39 lb 1� := 2 d 2 V1 = 229.83 lb V�4, = 328.33 lb Weight of Rack and 100% Top Shelf - W2 := (0.6 - 0.14-SDs)•(Wd•N + W1) = 271.97 lb Overtuming Rack and 100% Top Shelf - M2 := Vtd•hc + Fi•htor, = 757.58ft•lb Wed, := (0.9 - 0.2•Sos)•(Wd•N + W1) = 413.661b Med, := Vtdd,•hc+ Flo •ht0p = 1082.26ft•lb Seismic Rack and 100% T2 := 1 • M2 - W21= 26.701b Ted, := 1 M20 - W2�= 31.871b of LL Tension & Shear- 2 d 2� 2 d 2 ) V2 = 119.67 lb V�4, = 170.95 lb Force on Column Screws &Anchors: TE := max(T1, T2, 0•Ib) = 691b Tension Single - Shear Single - Tension Double - Shear Double - (V1 V2 Tam,:= max , , 0.1b , = 57.46 lb `4 4 Vsm, := max(T1, T2 , 0. ib) = 68.92 lb Tdmax := 2•Tsmax = 114.91 lb Vdmax 2•Vsmax = 137.83 lb Tam*, := max(T14 , T24„ , 0•Ib) = 86.39 lb Vsmax6 max U1� , V2-6 : = 82.081b 4 4 Tdmax4, 2•Tsmax, = 173 lb Vdmax6 2•Vsmaxo = 164.16 lb 6 ECLiPSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - Distance from Shear Center to CL of Web via X-axis IT2•E hex •— (Kx.Lx12 rx ) talc2 •blc2 ec 4•lx Distance From CL Web to xc := 0.649•in — 0.5•t Centroid - Distance From Shear Center xc := xc + ec to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - Elastic Flexural Buckling Stress - Allowable Compressive Stress - Factor of Safety for Axial Comp. - Jrx2 22 rc .= + Ty + xo J := 1 (2•bi•t + di•t3) 3 t•b13•di2 (3•b0+2•di•tl CW 12 6•b0+ ) 1 'C2.E.0 1 6t:= G•J+ l A�,•rc2 _ kKt Lt)2 (x12 0 � r0 R:= 1— Fet := [((tex + at) — J(ceX 2.13 Fe := if(Fet < Qex, Fet, Qex) Fy Fe:=if Fe > 2 , 6e = 287.72 • ksi ec = 1.9043•in xc=O.6115•in xc = 2.5158•in rc = 2.6287•in J = 0.00063. in4 CW = 0.0339•in6 G := 11300 • ksi at = 42.706 • ksi = 0.0841 at) 4 R'(rex '6] Fet = 37.5452•ksi Fe=.37.5452•ksi F 1 — y FJ F„=.25.7487•ksi 4.F8 ) 12c := 1.92 7 :ECLIPSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b1— 0.5 • t wf = 1.4625 • in Flange Plate Buckling Coefficient- kf := 0.43 w Flange Slendemess Factor - Xf := 1.052tf E Xf = 0.9322 0.221 1 Pt := 1 — pf = 0.8196 Xf) Xf Effective Flange Width be := if(Xf > 0.673, pf•wf, wf) be = 1.1986•in Determine Effective Width of Web: Flat width of Web - ww := d1— t ww = 1.425 • in Web Plate Buckling Coefficient - kw := 0.43 Web Slenderness Factor - 1.052 ww Fn w = F tII E kw 1 _ 0.221 1 Pw := Xw ) %w Effective Web Width - he := if(Xw > 0.673, pw•ww, ww) Effective Column Area - Ae := t•(he + be) Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses - Magnification Factor - Combined Stresses: Pp + CMfbx = 0,23 Pa Fb a Pn:=Ae•Fn Pn Pa. — s� 0 Pcnc •— I t Kx • Lx) 2 Pcr Pcrx ,R2•E•lx no.PP"I a := 1 —— 0.991 per ) PpE + TE + Cm fbx — 0.24 Pa Fb•a > = 0.9083 pw = 0.8343 he = 1.1889•in Ae = 0.1791•in2 Pn = 4611 fb Pa = 2401 lb Pcrx = 40209.25lb Pcr = 40209.25 lb Cm := 0.85 MUST BE LESS THAN 1.0 Final Design: 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp isthetotal vertical load on post. PpE is the seismic vertical load on post, using 67% live load. 8 ECLIPSE ENGINEERING VS PINK #1449 911412017 TUKWILA, WA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension (Uplift) Force at Corner: Thickness of Angle: Width of Angle Leg: Distance out to Tension Force: Design Moment on Angle: Allowable Bending Stress: Ultimate Tensile Strength of Clip: Effective Net Area of the Clip: T := 50 -lb to := 0.075•in ba := 1.25 • in L:= 0.75•in M := T•L = 3.125ft•Ib Fb := 0.90.Fyp = 32.4•ksi Fup := 65 ksi Yield Stress of Angle Steel: 14 ga Foot Plate Length of Angle Section: Section Modulus of Angle Leg: Bending Stress on Angle: Fyp := 36•ksi La := 1.375•in ba•ta2 Se := 6 — 0.0012.1.n3 fb := M = 32- ksi Se Ratio of fb = 0.988 MUST BE LESS THAN 1.00 Allowable Loads: Gross Area of the Clip: Aec := Agc — [ta•(0.375 in)1 = 0.0656•in2 Fb Age := ba to = 0.0938•in2 Limiting Tensile Strength of Clip: Tcmaxd, := min[(0.90.FypAge) , (0.75•Fup•AeCU = 3037.5 lb if(Tcmaxd, > Immo , "Checks Okay" , "No Good") = "Checks Okay" j 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1 Omega for Bearing (ASD) - Sts := 3.00 Stu := 2.35 Specified Tensile Stress of Clip 8 Post , Respectively - Fel := 51ksi Fut := 51ksi Diameter of Screw - 14 GA Clip Thickness - 14 GA Post Thickness - Nominal Bearing Strength - (AISI C -E4.3-3) Pns := min Allowable Bearing Strength - dss := 0.25in ts1:= 0.075in tS2 := 0.075in Single Screw - ASD Double Screw - ASD 4.2 Fu2'Jdes •ts2311 2.7 • Ful' dss' Is1 = 22001b 2.7•Fu2'dss•fs2 )) Pnd 2Pee = 4400 lb Pas •_ Pns = 733.3 Ib Pad := Pnd = 1466.51b �s �s 9 �% E( Li PS E VS PINK #1449 911412017 ENGINEERING TUKWILA, WA Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL): Note: Values obtained from 'Scafco' labels using an 02 = 3.00 Single Screw - ASD Double Screw - ASD Allowable Tensions, Pullout - Allowable Tensions, Pullover - Allowable Shear - Tsst 2271b Tsdt 2•Tsst = 454 lb Ts„ := 656lb Tsdv := 2-Tasy = 1312 lb Vss := 6001b Vsd := 2'Vss = 1200 lb The allowable shear values for (1)114" dia. screw exceeds the allowable bearing strength of Ref Attached 'Scafco' Table the connection. Therefore, bearing strength governs for screw connection capacity. for V & T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 3", MIN., HILTI KB -TZ WITH 2" EMBEDMENT): Allowable Tension Force - Single Anchor - LRFD Tas := 1107•Ib Allowable Shear Force -Vas := 1466 -lb Double Anchor - LRFD Tad := 2149•Ib Vad := 2055 -lb Ref Attached 'HILTI' PROFIS calcs for VETValues DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Allowable Tension Force - Allowable Shear Force - Single Screw - ASD Tasi Taw = 656 lb Vasi min (Vss, Pas) = 600 lb Double Screw - ASD Tas2 Tsdv = 13121b Vas2 := Min(VsdPad) = 1200 lb USE: HILTI KB -TZ ANCHOR (or equivalent) - 3/8" x 3", min., long anchor with 2" embedment installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114" dia. screw to fasten base to 14 GA shelf member. Combined Loading (Single Anchor) - Combined Loading (Single Screw) - Combined Loading (Double Anchor) - Combined Loading (Double Screw) - Tsmax4 1C Tas ) Vsmaxd, I� = 0.02 Vas ) < 1.00 OKAY 1.10•SZs Vsmax Tsmax + 0.71 I = 0.13 Vasi Tasi ) Tdmax4 I� Tad I Vdmax4) I� — 0.03 Vad ) < 1.00 OKAY < 1.00 OKAY 1.10.51s Vdmax Tdmax + 0.71. — 0.13 Vas2 Tas2 ) < 1.00 OKAY Wall Supported Shear Loading (Single Anchor) - Vsmax4' — 0.11 Vas Tension Pullout (Single Screw) - Wall Supported Shear Loading (Double Anchor) - Tsmax Tsst - 0.25 n.vd") - 0.16 Vad Tension Pullout (Double Screw) - Tdmax Tsdt — 0.25 3 < 1.00 OKAY < 1.00 OKAY < 1.00 OKAY < 1.00 OKAY 10 Z50 EC LI PSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CUP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - Connection from Shelf to Carriage =1/4" diameter bolt through 14 ga. steel: Capacity of 1/4" diam. screw in 14 ga. steel - T := Vdmax = 137.83 lb Z, := 715.1b pT < 2•Z,, "(2) 1/4" Bolts are Adequate" , "No Good") = "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti -tip device for connection of carriage to track Yield Stress of Angle Steel - Thickness of Anti -tip Head - Width of Anti -tip Rod + Radius - Width of Anti -tip Head - Fy := 36 •ksi Area of Anti - tip Weld - Stress on Weld Connection - to := 0.090•in AW :_ IT•br•(0.094•in) •cos(45•deg) = 0.052•in2 fW := A = 2.6403 •ksi W br := 0.25•in Area of Anti - tip Rod - Stress on rod - ba := 0.490•in Tr. br2 Air :=—0.049•in2 4 fr := A = 2.8079. ksi r Ratios of fW to Fy fW = 0.0733 fr fW — = 0.078 0.1257 The stress on the bolt head is less 8 fr to Fy: Fy Fy 0.3 • (70 •ksi) than the weld and material capacity. Width of Anti -tip Flange - La :_ 0.85•ba — br — 0.083•in Tension Force per Flange leg- T1 := 0.5•T 2 T1 La Bending Moment on Leg- M1:_ — 0.239ft.lb 2 M Bending Stress on Leg - fb :_= 4.337. ksi Si Width of Anti -Tip track - L := 5.1 • in Spacing of Bolts - Stb := 22.5 • in Design Moment on Track- T•Stb M :_ for continuous track section 8 Allowable Stress of Aluminum - Fb := 21 •ksi Ratio of Allowable Loads (Single Anchor) - for continuous track section Section Modulus of Leg - Ratio of Allowable Loads - ba•ta2 Si :_ = 0.001. in3 6 ft) = 0.14 MUST BE 0.85-Fy i <1.0 Thickness of Aluminum Track (average thickness) - tt := 0.33 in Section Modulus of Track - Bending Stress on Track - Ratio of Allowable Loads - Tdmax4 = 0.16 Tas ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE L tt2 St .= — = 0.093•in3 6 fba := S = 4.188 •ksi t fba = 0.20 Fb 11 ECLIPSE ENGINEERING Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - Height of Rack Attachments - (At Top for fixed racks connected to walls) Seismic Base Shear Factor - Shear Factor Boundaries - Vtmin Seismic Coefficient - Number of Shelves - N = 13 Total Weight on Rack - Seismic Force at top and bottom - Connection at Top: Standard Stud Spacing - VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE hr = 20ft zb := z + ht zb = 10 ft 0.4•ap•SIDS ( zb Vt:_ 1+2•— Vt=0.486 Rp hr ) Ip := 0.3•Sps•Ip = 0.292 Vtmax := 1.6•Sm. IP = 1.555 Vt := min(max(Vtmin , Vt) , Vtmax) = 0.486 Weight per Shelf - Wti = 70 lb WT := 4•(Pd + 0.67.P0 0.7•Vt.WT Tv :— Tv = 95.76 lb Sstud 16 • in Number of Connection Points on each rack - w 111 Ns := max 2 , (floor = 2 Sstud JJJ Capacity per inch of embedment into wood Nailer - For Steel Studs: Ws := 135. Ib in WT = 562.98 lb 2 Width of Rack- w=3.5ft Force on each connection point - Tv Fc := — = 47.88 lb N, Required Embedment Depth - Pullout Capacity for #10 Screw Ratio of Allowable Loads in 20 ga studs (per Scafco) - T20 := 84. Ib for screws into walls - Connection at Bottom: Ratio of Allowable Loads for anchors into slab - S2 Tv. = 0.13 0.7 • Vad' MUST BE < 1.0 Fc — =0.57 T20 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. MUST BE < 1.0 12 tt.00 :.ECLIPSE ENGINEERING VS PINK #1449 911412017 TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2015 IBC & 2016 CBC - 2208 & ASCE 7-10 -13.3.1 & 15.5.3.4 Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth (1) or Back to Back (2)? N, := 2 7-SHLEF UNITS Total Height of Shelving Unit- ht := 10.00•ft plf := Ib•ft 1 Width of Shelving Unit - w := 3.50•ft psf := Ib•ft— 2 Depth of Shelving Unit- d := NU•(2.00•ft) = 4ft pcf := lb -ft— 3 Number of Shelves- N := 7 kips := 1000•Ib Vertical Shelf Spacing- S := 20.00•in ksi := kips.in 2 Shelving Loads - Maximum Live Load on each shelf is 85 lbs: Weight Load in Design Live Dead Load per shelf - psf - Load on Shelf - on She - Wti := N„.(85.113) = 1701b LLj := Wtf = 12.1429. psf LL := LLI = 12.1429. psf DL := 2.50•psf w•d Section Properties of Double Rivet 14 Gauge Steel 'L' Post : Modulus of Elasticity of Steel - E := 29000• ksi Steel Yield Stress - Fy := 33 • ksi Physical Dimensions of L Post: Density of Steel- psteel := 490• pcf L Post Width - out -to -out- b1:= 1.500• in L Post Depth - out -to -out - d1:= 1.500. in Radius at Corners - R0 := 0.188•in Post Thickness (14 Gauge) - t := 0.0750• in L Post Width - End - to - IF - bi� := b1— t = 1.425 -in Radius of Gyration in x and y - rX := 0.5390• in Section Modulus in x and y- SX := 0.0396•in3 Moment of Inertia in x and y - IX := 0.0406. in4 Full 8 Reduced Cross Sectional Area's - Apf := 0.225•in2 L Post Depth - End - to - IF - d10 := d1— t = 1.425•in ry := 0.5390 • in Sy:= 0.0396•in3 ly := 0.0406•in4 Apr := 0.138•in2 Length of Unbraced Post - LX := S = 20.00 • in Ly := S = 20.00 • in Effective Length Factor - KX := 1.7 Ky := 1.7 Weight of Post - WP .= psteel•Apf•ht = 7.66 lb • Lt := S = 20.00 • in Kt := 1.7 Vertical DL on Post- Vertical LL on Post - DL•w•d•N PI — LL,w•d•N - 148.751b 4•N„ • 4•N, Total Vertical Load on Post - Pp := Pd + Pi = 1871b PpE •.= Pd + 0.67•.P1= 138 lb 13 IE:=1.0 :;ECLIPSE ENGINEERING Floor Load Calculations : Weight of Mobile Carriage: Wa := 40•Ib VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Total Load on Each Unit: W := Na•4•Pp + Wa = 1536.25 lb Area of Each Shelf Unit: Au := w•(d + 6•in) = 15.75ft2 Floor Load under Shelf: IPSF := = 98•psf Au NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure: Building's Risk Category - Determine Ss and Si from maps - Determine the Site Class - Determine Fa and F„ - Determine Sim and 5D1_ BRC := 2 = 1.458 SSC := "D" Fa = 1.000 Importance Factor - Sos:= 3 • (Fa •Ss)= 0.972 1 Seismic Design Category - Structural System - Section ASCE-7 Sections 1.3.3.1& 4. Steel Storage Racks Total Vertical DL Load on Shelf - R := 4.0 Rp := R Wp := DL•w•d + N„•4• P = 441b SDC = "D." Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 & 15.5.3.4: = 0.544 F„ = 1.500 bio := 2 ap .•= 2.5 Total Vertical LL Load on Shelf - Cd := 3.5 Ip := 1.0 W1:= LL•w•d = 170 lb Average Roof Height- hr := 20.0•ft Height of Rack Attachment - z := Oft Grou For Ground floor) Seismic Base Shear Factor - Shear Factor Boundaries - Seismic Coefficient - Overstrength Factor - 0.4 ap•SDS Vt :_ C1 + 2•—z I= 0.243 Rp hr) Ip Vtmin 0.3•SDs•Ip = 0.292 Vtmax := 1.6•SDs•Ip = 1.555 Vt::= min (max (Vtmin , Vt) , Vtmax) = 0.292 St := 2.0 NOTE: By ASCE 7-10 Section 13.3.1, S2 does not apply for vertically cantilevered architectural systems. 14 ECL1PSE E N G II N E E R I IN G Seismic Loads Continued : VS PINK #1449 911412017 TUKWILA, WA Rolf Armstrong, PE LSD LRED For ASD, Shear may be reduced - Vp := 0.7•Vt = 0.204 Vpd, := Vt = 0.292 Seismic DL Base Shear- Vtd := Vp•Wd • N = 62.511b Vtdo:=Vpd, .Wd •N=89.31b DL Force per Shelf : Fd := Vp • Wd = 8.93 lb Fdd, := Vpd, Wd = 12.76 lb Seismic LL Base Shear Vti := Vp-WI •N = 242.91b Vtlo := Vpo•WI•N = 3471b LL Force per Shetf : F1:= Vp•W1= 34.71b Flo := Vpd,•Wl.= 49.57 lb 0.67 * LL Force per Shelf : F1.ti7 := 0.67•Vp•Wi = 23.25 lb F1.670 := 0.67•Vpo •W1= 33.21 lb Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions - Condition #1: Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves - H1 := 0.0.5 + 1.0.5 + 2.0•S + 3.0•S + 4.0•S + 5.0.5 + 6.0•S H2 := 0 H := H1 + H2 = 35.00ft Total Moment at Shelf Base- Mt:= H•Wd + H•0.67•W1 = 5517.75ft.lb Total Base Shear- [V]. := Vtd_+ 0.67•Vt1.= 225.26 lb ' V14) := Vtdo + 0.67•Vtlo = 321.80 lb Vertical Distribution Factors for Each Shelf Wd•0.0•S+W1.0.67.0.0•S Wd•1.0•S+W1.0.67.1.0•S C1 := - 0.000 C2 :- = 0.048 Mt Mt F1 := C1•(V1) = 0.00 F1d, := C1•(V1d„) = 0.00 F2 := C2 -(Vi) = 10.731b F24) := C2•(V1d,) = 15.321b Wd•2.0•S+W10.672.0S C3 := - 0.095 Mt Wd•3.0•S + W1.0.67.3.0•S C4 :_ - 0.143 Mt F3 := C3. (V1) = 21.45 lb F34) := C3 • (V1d,) = 30.65 lb F4 := C4(V1) = 32.18 Ib F4d, := C4. (V1d,) = 45.971b Wd•4.0•S + WI.0.67.4.0•SWd•5.0•S + Wl•0.67.5.0•S C5 :_ - 0.190 C6 :_ - 0.238 Mt Mt F5 := C5. (V1) = 42.911b F5d) := C5. (V1p) = 61.29 Ib F6 := C6 • (V1) = 53.63 lb F64, := C6 • (V1d„) = 76.621b C7 :_ Wd•6.0•S+W10.676.0S Mt F7 := C7 • (V1) = 64.36 Ib F7p := C7 • (V1o) = 91.941b - 0.286 C1 + C2 + C3 + C4 + C5 + C6 + C7 = 1 Coefficients Should total 1.0 15 ;ECLIPSE ENGINEERING Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Total Base Shear - VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Mta := H •Wd + (N — 1) •S•Wi = 3231 ft•Ib V2 := Vtd + F1 = 971b V20 := Vtdo, + Fro = 139 lb Wd•0.0•S + 0•W1.0.0•S Wd•1.0•S + 0•Wi•1.0.S Cla :_ = 0 C2a .— = 0.023 Mta Mta Fla := C1a'(V2) = 0 Flan := Cia•(V20) = 0 Cla + C2a + C3a + C4a + C5a + C6a + C7a = 1 F2a := C2a' (V2) = 2.2 lb Coefficients Should total 1.0 Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design in Short Direction : Allowable Bending Stress - MS 1 S max(V1, V2) = 23.46ft•lb Na•4 2 Fb := 0.6•Fy = 19.8•ksi Ratio of Allowable 1 Ultimate Stress - Bending Stress on Column - Bending at the Base of Each Column is Adequate F2a� := C2a•(V20) = 3.1 lb MS fbx := = 7.11•ksi Sx MUST BE LESS THAN 1.0 16 ECLIPSE ENGINEERING ►J VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Deflection of Shelving Bays - worst case is at the bottom bay -the following is the list of shears used in deflection equations. Vol := V1 — F1 = 225 lb Vol := Vol — F2 = 215lb Vo3 := Vo2 — F3 = 193 lb Vola := V2 — Fla = 97lb Vo2a := Vola — F2a = 95lb Vo3a Vo2a — F3a = 91 Ib max V V 3 Ol 1 (ol , oia ' S— 0.0159•in = 1254.46 Nu .4 12•E•IX 01 02 Nu -4 12•E•l 1 max(VO2 , VO2a) Aa := 0.05•ht = 6•in Ot:= O1+02++O4+05+06+6.7=0.0691.in [if(At < Oa, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note: The deflection shall not exceed 5%Hr, so shelving deflection is adequate. Moment at Rivet Connection: Shear on each rivet - Steel Stress on Rivet - dr := 0.25•in Vr fv := — = 3.82.• ksi Ar M Vr := s — 187.711b 1.5•in 2 Ar := d` — 0.0491 • in2 4 = 0.015 -in Ultimate Stress on Rivet Omega Factor (SAE C1006 Steel)- Fur 47.9ksi (ASD) - SZr := 2.0 Allowable Stress 0.563 -Fur Ratio of Allowable) on Rivet - Fvr :_ flr — 13.48•ksi Ultimate Stress - Fvr 0.28 MUST BE LESS THAN 1.0 RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: Ev := 0.2•Sps•(DL + LL) •w•d = 39.85 lb Vertical Dead Load of Shelf. D :_ (DL + LL) •w•d = 205.00 lb Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: F„ := Ev — 0.6.D Fu _—83.15lb Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: N := 4 Uplift Force per Comer: Fu Fuc := N, Fac = —20.79 lb MOTE: Since the uplift force is negative, a mechanical connection is not required. 17 ECLIPSE ENGINEERING VS PINK #1449 911412017 TUKWILA, WA STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit - Depth of Shelving Unit - Number of Shelves - Height to Top Shelf Center of G - ht=10ft d=4ft N=7 htop := ht = 10 ft Width of Shelving Unit - w = 3.5 ft WORST CASE Vertical Shelf Spacing- S = 20 -in Height to Shelf Center of G - Rolf Armstrong, PE he •- (N + 1) S = 6.6667ft 2 From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases: ASD Ma:= F1.0.0•S + F2.1.0•S + F3.2.0•S + F4.3.0•S + F5.4.0 .S + F6•5.0•S + F7 .6.0•S Moments - Mb := 0 LRFD Mao := Flo •0.0•S + F20)•1.0•S + F34•2.0•S + F44,•3.0•S + F54, •4.0•S + F64, •5.0•S + F74,•6.0•S Moments - Mbo := 0 For Screws_ -ASD Weight of Rack and 67% of LL - W1 := N•(0.6 - 0.14.Sips) •(Wd + 0.67•W1) = 511.961b Overturning Rack and 67% of LL - Seismic Rack and 67% of LL Tension & Shear - M1:= Ma + Mb = 1626.85ft•Ib (1‘13. W 1 T1 • 2 d - 21 I = 75.37 lb V1 = 225.26 lb Weight of Rack and 100% Top Shelf - W2 :_ (0.6 - 0.14•Sps)•(Wd•N + WI) = 220.94 lb Overturning Rack and 100% Top Shelf - Seismic Rack and 100% of LL Tension & Shear - For Anchors-LRFD Wld, := N.(0.9 - 0.2•Sps)•(Wd + 0.67•W1) = 778.661b M1� := Mao, + Mbo = 2324.08ft•lb M2 := Vtd•tic + FI•htop = 763.75ft. lb (M WO T2 := 22 • \ d - 2) = 40.23 lb V2 = 97.211b Force on Column Screws & Anchors: Tension Single - Shear Singe - Tension Double - 1 T14:= 2• d Vl� = 321.80 lb (M14) - W1(1) = 95.841b 2 ) W20 :_ (0.9 - 0.2 • SDs) • (Wd • N + WI) = 336.041b Map Vtdo•hc+ Flo •htop = 1091.07ft•lb 1 / M2� T24, := 2 d - V20 = 138.87 lb TE := max(T1, T2, 0•Ib) = 75 lb (V1 V2 Tam,:= max , , 0.1b , = 56.31 Ib �4 4 Vsmax := max(T1, T2 , 0 • Ib) = 75.371b Tdmax 2'Tsmax = 112.63 lb Shear Double - Vdmax 2•Vsmax = 150.731b W2- 2 ) =52.37lb Tsmax� := max(T10 , Tat, , 0 • Ib) = 95.84 lb V / V1� V2� max 1= 80.45 Ib smax� 4 4 ) Tdmax4) := 2 •Tsmaxo = 192 lb Vdmmt, 2•Vsmaxd, = 160.9 lb 18 EC Li PSE ENG 1NEER IiNG VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - Distance from Shear Center eo :_ eo = 1.9043 in to CL of Web via X-axis — 4 Ix Distance From CL Web to xo := 0.649•in — 0.5.1 x, = 0.6115•in Centroid - Distance From Shear Center xo := x, + eo xo=.2.5158. in to Centroid - Polar Radius of Gyration- ro := Irx2 + ry2 + xo2 ro = 2.6287•in Torsion Constant- J := 3 •(2•bl•t3 + d1•t3) J = 0.00063•in4 t•b13•d2 (MO + 2•d1•t) 6 Warping Constant - CW := CW = 0.0339• in 12 \ 6•b1•t+d1•t ) Shear Modulus - G := 11300• ksi �1 2•E.0 1 6t:= 1 [GJ+ vt=16.3004•ksi Ar„.•ro2 kKt•Lt)2 J Ir2•E hex (Kx•Lx12 rx ) t•dic2 •b1c2 Qex = 71.93 • ksi :=1- /x \2 0 r0 ) Fet := 2a [(aex + 6t) — J(6ex + Qt)2 — 4•(3•0-ex•v] Elastic Flexural Buckling Stress - Fe := if(Fet < a --ex > Fet , (Tex) Allowable Compressive Stress - Fn := if Fe > Fy , F • 1 — Fy 2 y 4•Fe Factor of Safety for Axial Comp. - 13=0.0841 Fet = 13.4617. ksi Fe = 13.4617•ksi F„ = 13.4617•ksi Ito := 1.92 19 c; ECLIPSE -ENGINEERING VS PINK #1449 TUKWILA, WA Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b1 — 0.54 Flange Plate Buckling Coefficient - Flange Slenderness Factor- Xf Effective Flange Width - Determine Effective Width of Web: Flat width of Web - 1.052 wf V`f Pf:= 1— 0.221 1 Xf ) Xf be := if(Xf > 0.673, Pf'wf, wf) ww := d1 — t Web Plate Buckling Coefficient - kw := 0.43 Web Slenderness Factor - 1.052 ww %w. kw 0.221 1 Pw:= 1 — Xw J%w wf= 1.4625•in kf := 0.43 Xf=0.674 Pf = 0.9994 be = 1.4616. in ww = 1.425•in Xw = 0.6567 pw = 1.0126 9/14/2017 Rolf Armstrong, PE Effective Web Width - he := if(X > 0.673, pw•ww, ww) he = 1.425•in Effective Column Area - Ae := t• (he + be) Ae = 0.2165• in2 Nominal Column Capacity - P„ := Ae • Fn P„ = 2914 lb Pn Column Capacity - Pa :_ ° Pa = 1518 lb 9'o Check Combined Stresses - TC2 E' Ix Pcrx (K,- Lx) 2 Pcr Pcrx inc'Pp1 Magnification Factor- oc:= 1— — 0.964 Per ) Combined Stresses: Pp Cm'fbx + -0.44 Pa. ,Fb.a PpE + TE Cm'fbx Pa Fb —0.46 Pcrx = 10052.31 Ib "Cr = 10052.311b Cm := 0.85 MUST BE LESS THAN 1.0 Final Design: 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post. PpE is the seismic vertical load on post, using 67% live load. 20 ECUPSE Ll ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension (Uplift) Force Yield Stress of at Corner: T := 50 Ib Angle Steel: Fyp := 36 ksi Thickness of Angle: to := 0.075•in 14 ga Foot Plate Width of Angle Leg: ba := 1.25 • in Length of Angle La := 1.375 • in Section: Distance out to L := 0.75•in - Section Modulus ba•ta2 Tension Force: of Angle Leg: Se :_ — 0.0012 in3 6 Design Moment Bending Stress M on Angle: M := T • L = 3.125 ft • Ib on Angle: fb := = 32 •ksi Se Allowable Bending Fb := 0.90.E 32.4•ksi Ratio of fb = 0.988 MUST BE LESS THAN 1.00 Stress: yp = Allowable Loads: Fb F 65•ksi Gross Area of q := b •t 0.0938•in2 up the Clip: Aga a a = Ultimate Tensile Strength of Clip: Effective Net Area of the Clip: Aec := Agc — [ta • (0.375 • in)] = 0.0656 • in2 Limiting Tensile Strength of Clip: Tem" := min[(0.90•Fyp•Agc), (0.75•Fup•Aec)] = 3037.5lb if(Tcmaxo > Tsmaxd, , "Checks Okay" , "No Good") —Checks Okay" 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1 Omega for Bearing (ASD) - SI, := 3.00 Stu := 2.35 Specified Tensile Stress of Clip 0 Post , Respectively - Fu1:= 51ksi Fut := 51ksi Diameter of Screw - dss := 0.25in 14 GA Clip Thickness - ts1:= 0.075in 14 GA Post Thickness - ts2 := 0.075in Nominal Bearing Strength - (AISI C -E4.3-3) Pns := min Allowable Bearing Strength - Single Screw - ASD '(311 4.2•Fu2•Jdss•ts2 2.7•Fu1•dss•ts1 2.7•Fu2•dss•ts2 )) Pas := Sls = 733.31b = 2200 lb Double Screw - ASD 2•Pns = 4400 lb Pnd := Pad := �d = 1466.5 lb s 21 E(TLI PSE ENGIINEERING. VS PINK #1449 911412017 TUKWILA, WA Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL): Note: Values obtained from 'Scafco' tabels using an C) = 3.00 Single Screw - ASD Double Screw - ASD Allowable Tensions, Pullout -Tsst 227Ib Allowable Tensions, Pullover - Tssv := 656lb Tsdt 2.Tsst = 454 lb Tsdv 2•Tss, = 1312lb Allowable Shear - Vss := 6001b Vsd := 2.Vss = 1200 lb The allowable shear values for (1)114' dia. screw exceeds the allowable bearing strength of the connection. Therefore, bearing strength governs for screw connection capacity. BOLT CONNECTION CAPACITIES (3/8" DIA. x 3", MIN., HILTI KB -TZ WITH 2" EMBEDMENT): Allowable Tension Force - Single Anchor - LRFD Tas := 1107•Ib Allowable Shear Force - Vas := 1466.1b Ref Attached 'Scafco' Table for V 8 T Values Double Anchor - LRFD Ref Attached 'HILTI' Tad := 2149•Ib PROFIS calcs for V&TValues Vad := 2055.1b 5 3 DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Allowable Tension Force - Allowable Shear Force - Single Screw -ASD Tasi Tssv = 656 lb Vasi min(Vss> Pas) = 600 lb Double Screw - ASD Tas2 Tsdv = 1312 lb Vas2 := min (Vsd , Pad = 1200 lb USE: HILTI KB -TZ ANCHOR (or equivalent) - 318" x 3", min., long anchor with 2" embedment installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114" dia. screw to fasten base to 14 GA shelf member. Combined Loading (Single Anchor) - Combined Loading (Single Screw) - Combined Loading (Double Anchor) - Combined Loading (Double Screw)- Tsmaxo Tas Vsmax. 1� = 0.02 Vas ) Wall Supported < 1.00 Shear Loading OKAY (Single Anchor) - nu 1.10.52s Vsma" ;max 0.71. — 0.13 Vasi Tasi ) Tdmaxc�� + 7 Vdmax.4 I� Tad ) Vad ) = 0.03 < 1.00 OKAY f'Vsmax4)- 0.11 Vas Tension Pullout (Single Screw) - Wall Supported < 1.00 Shear Loading OKAY (Double Anchor) - 1.10.52s Udmax + 0.71 • Tdmax — 0..13 Vas2 Tas2 ) < 1.00 OKAY Tsmax — 0.25 Tsst vd") _ 0.16 Vad Tension Pullout (Double Screw)- Tdmax — 0.25 Tsdt <1.00 OKAY < 1.00 OKAY < 1.00 OKAY < 1.00 OKAY 22 EC LIP ' E ENGINEER ING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CUP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - Connection from Shelf to Carriage = diameter bolt through 14 ga. steel: Capacity of 1/4" diam. screw in 14 ga. steel - T := Vdmax = 150.73 lb Z,:= 715 -lb if(T < 2•Z,, "(2) 1/4" Bolts are Adequate" , "No Good") _ "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti -tip device for connection of carriage to track Yield Stress of Angle Steel - Thickness of Anti -tip Head - Width of Anti -tip Rod + Radius - Width of Anti -tip Head - Fy := 36 • ksi to := 0.090 • in br := 0.25 • in ba := 0.490 • in Area of Anti- 2 Area of Anti- Tr • br 2 tip Weld - AW :_ zc• br • (0.094 in) •cos(45 deg) = 0.052 in tip Rod- Air := 4 — 0.049•in2 Stress on Weld fv,, := T = 2.8874•ksi Stress on T Connection - Aw, rod - fr := A = 3.0707 ksi Ar Ratios of fW to Fy fW = 0.0802 fr fw — = 0.0853 0.1375 The stress on the bolt head is less fr to Fy: Fy Fy 0.3 (70 ksi) than the weld and material capacity. Width of Anti -tip Flange - Bending Moment on Leg - Bending Stress on Leg - Width of Anti -Tip track - Spacing of Botts - Design Moment on Track - for continuous track section Allowable Stress of Aluminum - 0.85 • ba — br La :_ — 0.083•in Tension Force per Flange leg- T1:= 0.5•T 2 T1• La MI := — 0.261ft.lb 2 M1 fb := S = 4.742•ksi I L:= 5.1•in Stb := 22.5 • in T•Stb M := 8 Fb := 21•ksi Ratio of Allowable Loads (Single Anchor) - for continuous track section Section Modulus of Leg - Ratio of Allowable Loads - ba • ta2 S1:= — 0.001 • in3 6 Thickness of Aluminum Track (average thickness) - tt := 0.33 in Section Modulus of Track - Bending Stress on Track - Ratio of Allowable Loads - Tdmax° — 0.17 Tas ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE MUST BE < 1.0 L•tt2 3 St ._ — = 0.093 • in 6 fba := S = 4.58 • ksi St fba = 0.22 Fb 23 ;ECLIPSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr = 20ft Height of Rack Attachments - zb := z + ht zb = 10 ft (At Top for fixed racks connected to walls) Seismic Base Shear Factor- Vt — 0.4 ap • Sips / + 2.-zb 1 Vt = 0.486 Rp hr) Ip Shear Factor Boundaries - Vtmin := 0.3 • Sos• Ip = 0.292 Vtmax := 1.6• Sm. Ip = 1.555 Seismic Coefficient - Vt := min(max(Vtmin , Vt) , Vtma„) = 0.486 Number of Shelves - N = 7 Weight per Shelf- Wti = 170 lb Total Weight on Rack- WT := 4. (Pd + 0.67.P1) WT = 551.78lb 0.7•Vt•WT Seismic Force at top and bottom - Tv :— Tv = 93.86 lb 2 Connection at Top: Standard Stud Spacing - Sstud := 16 • in Width of Rack- w = 3.5ft Number of Connection Points on each rack- Force on each connection point- _ Ne := max 2 , floor'w 1 I11 = 2 Sstud )1 Capacity per inch of embedment into wood Nailer - For Steel Studs: Ws := 135. Ib in T Fe := N = 46.93 lb Required Embedment Depth - Pullout Capacity for #10 Screw Ratio of Allowable Loads in 20 ga studs (per Scafco) - T20 84 Ib for screws into walls - Connection at Bottom: Ratio of Allowable Loads for anchors into slab - = 0.13 MUST BE <1.0 0.7•Vad ds := NI 0.348.6 s Fe —=0.56 T20 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. MUST BE < 1.0 24 ENG I NEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2015 IBC & 2016 CBC - 2208 & ASCE 7-10 -13.3.1 & 15.5.3.4 Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth (1) or Back to Back (2)? N„ := 2 6-SHLEF UNITS Total Height of Shelving Unit- ht := 10.00•ft plf := lb -ft— 1 Width of Shelving Unit - w := 3.50•ft psf := Ib•ft 2 Depth of Shelving Unit- d := N„•(2.00•ft) = 4ft pcf Ib•ft. 3 Number of Shelves - N := 6 kips := 1000.1b Vertical Shelf Spacing- S := 24.00•in ksi := kips -in 2 Shelving Loads - Maximum Live Load on each shelf is 100 lbs: Weight Load in Design Live Dead Load per shelf - psf - t Load on Shelf- on Shelf - W Wti := N„•(100•Ib) = 2001b LLQ := Wtj = 14.2857•psf LL := LLi = 14.2857- psf DL := 2.50-psf w•d Section Properties of Double Rivet 14 Gauge Steel 'L' Post Modulus of Elasticity of Steel - E := 29000• ksi Steel Yield Stress - FY := 33 • ksi Physical Dimensions of L Post: Density of Steel- psteel := 490• pcf L Post Width - out -to -out- bi := 1.500. in L Post Depth - out -to -out - di := 1.500 • in Radius at Corners - R0 := 0.188 • in Post Thickness (14 Gauge) - t := 0.0750• in L Post Width - End - to - IF - L Post Depth - End - to - IF - bi, := bi — t = 1.425 -in di, := di — t = 1.425•in Radius of Gyration in x and y - rX := 0.5390• in ry := 0.5390• in Section Modulus in and y- SX := 0.0396•in3 Sy := 0.0396•in3 Moment of Inertia in x and y - IX := 0.0406• in4 Iy .•= 0.0406• in4 Full & Reduced Cross Sectional Area's - Apt := 0.225• in2 Ap, := 0.138. in2 Length of Unbraced Post - Effective Length Factor - LX := S = 24.00•in KX := 1.7 Ly:= S = 24.00•in Ky := 1.7 Lt := S = 24.00•in Kt := 1.7 Weight of Post - Vertical DL on Post- Vertical LL on Post - DL•w•d•N LLw .d•N Wp := psteel.Apf • ht = 7.661b Pd + Wp = 33.91lb = 1501b 4•Nu 4•Nu Total Vertical Load on Post - Pp := Pd + Pi = 1841b PpE := Pd + 0.67-P1= 134Ib 25 ECLI PS F VS PINK #1449 9/14/2017 ENGINEERING TUKWILA, WA Rolf Armstrong, PE Floor Load Calculations : Weight of Mobile Carriage: W0 := 40 -lb Total Load on Each Unit: W := Nu•4•Pp + W, = 1511.25 lb Area of Each Shelf Unit: An := w•(d + 6 -in) = 15.75ft2 Floor Load under Shelf: IPSF = 96-•psf Au NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure: Buildings Risk Category - Determine Ss and S1 from maps - Determine the Site Class - Determine Fa and F„ - Determine SDs and SDI _ BRC := 2 Sa = 1.458 SSC := "D" Fa = 1.000 Importance Factor - Sos :_ 3 •(Fa•SS) —0.972 Seismic Design Category - Structural System- Section ASCE-7 Sections ]3.3.1815.5.3.4.: 4. Steel Storage Racks R := 4.0 Ru := R Total Vertical DL Load on Shelf - W Wd := DL•w•d + Nu•4• u = 451b 1§1.).L=22:1_ Seismic Analysis Procedure per ASCE-7 Sections 13.3.1815.5.3.4: LSI; = 0.5441 F„ = 1.500 IE:= 1.0 S := 3•(F„•S1)=0.544 120 := 2 au := 2.5 Total Vertical LL Load on Shelf - Cd := 3.5 Ip .= •1.0 Wi:= LL•w•d = 200 lb Average Roof Height- hr := 20.0 -ft Height of Rack Attachment - z := 0 •ft Groundd floor) Ground Seismic Base Shear Factor - Shear Factor Boundaries - Seismic Coefficient - 0.4•au•SDs 1/1:— Rp Ip +2• =0.243 hr) Vtmin 0.3.Sips •Ip = 0.292 Vtmax := 1.6•SDs•Ip = 1.555 Overstrength Factor- 12 := 2.0 NOTE: By ASCE 7-10 Section 13.3.1, 0 does not apply for vertically cantilevered architectural systems. 26 Z5'E( Li PS E VS PINK #1449 911412017 ENGINEERING TUKWILA, WA Rolf Armstrong, PE Seismic Loads Continued : ASD LED For ASD, Shear may be reduced - Vp := 0.7•Vt = 0.204 Vp4, := Vt = 0.292 Seismic DL Base Shear - Vtd:=Vp•Wd•N=55.371bVt4:=Vp4,•Wd•N=79.1Ib DL Force per Shelf: Fd := Vp•Wd = 9.23 lb Fd4, := Vp4,•Wd = 13.18 lb Seismic LL Base Shear- Vti := Vp•WI•N = 244.94lb Vti4, := Vp4,•WI•N = 349.92lb LL Force per Shelf : F1:= Vp •Wi = 40.82lb F14, := VP4, • WI = 58.32 lb 0.67* LL Force per Shelf : F167 := 0.67•Vp • Wi = 27.35lb F1.674, := 0.67; Vp4, • Wi = 39.071b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions - Condition #1: Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves - H1 := 0.0•S + 1.0•S + 2.0•S + 3.0.5 + 4.0•S + 5.0•S H2 := 0 Total Moment at Shelf Base - Total Base Shear - H := H1 + H2 = 30.00ft Mt := H•Wd + H•0.67•W1= 5376.25ft•lb 219.481b J V�4, := Vtd4, + 0.67•V110 = 313.54 lb Vertical Distribution Factors for Each Shelf - Wd•O.O•S + Wi•0.67.0.0•S Wd•1.0•S + W1•0.67.1.0•S C1 :_ — 0.000 C2 .— = 0.067 Mt Mt F14, := C1 • (V14) = 0.00 F2 := C2 • (V1) = 14.63 lb F24, := C2 • (V14)) = 20.90 lb F1 := C1•(V1) = 0.00 Wd•2.0•S + Wi 0.67.2.0•S Wd•3.0•S + W1•0.67.3.0.S C3 :_ — 0.133 C4 :_ — 0.200 Mt Mt F3 := C3. (V1) = 29.26 lb F34, := C3 • (V�4,) = 41.81 Ib F4 := C4 • (V1) = 43.90 Ib F44, := C4 • (V14,) = 62.71 Ib Wd•4.0•S + Wi 0.67 4.0 S Wd•5.0•S + Wi 0.67.5.0•S C5 :_ — 0.267 C6 :_ — 0.333 Mt Mt F5 := C5 • (V1) = 58.53 Ib F54, := C5. (V�4)) = 83.61 Ib F6 := C6 • (V1) = 73.16 Ib F64, := C6 • (V14,) = 104.511b C1 + C2 + C3 + C4 + C5 + C6 = 1 Coefficients Should total 1.0 27 PSE ENGINEERING Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Total Base Shear - V2 := Vtd + F1 = 961b VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Mta := H•Wd + (N — 1) •S•WI = 3356ft•Ib V20, := Vto + Fid = 137 lb Wd•0.0•S + 0•Wi•0.0•S M — 0 C2a := Mta to Fia C3a•(V2) = 0 Wd•1.0•S+0•Wi•1.0•S Flab := Cia•(V2(0 = 0 Cia C2a+C3a+ C4a+ C5a C6a = 1 — 0.027 F2a C2a• (V2) = 2.6 lb F24, := C2a• (V2d,) = 3.7 lb Coefficients Should total 1.0 Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design in Short Direction : Allowable Bending Stress - Ms — 1 S max(V1, V2) = 27.44ft•lb Nu•4 2 Fb.:= 0.6.Fy = 19.8•ksi Ratio of Allowable / Ultimate Stress - Bending Stress on Column - Bending at the Base of Each Column is Adequate fbx — = 0.42 Fb MS fbx := = 8.31•ksi Sx MUST BE LESS THAN 1.0 28 ECLiPSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Deflection of Shelving Bays - worst case is at the bottom bay - the following is the list of shears used in deflection equations. Vp1 := V1 — F1 = 219 lb Vp2 := Vp1 — F2 = 205 lb Vp3 := Vp2 — F3 = 176lb Via := V2 — Fla = 96lb Vp2a Vpia — F2a = 94lb Vp3a Vp2a — F3a = 88lb max(V pl , piVa S3 Ol •= 1 _ 0.0268• in = 894.08 Nu -4 12•E•I, Ol 02 Nu•4 12 E•l 1 max(Vp2 , Vp2a) Da := 0.05•ht = 6 -in A := Ol+ 02 + 03+ 04+ 05+ Og=0.0984•in f(6.t < Aa , "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note: The deflection shall not exceed 5%H1, so shelving deflection is adequate. Moment at Rivet Connection: Shear on each rivet - Steel Stress on Rivet - dr := 0.25•in Vr :_ = 4.47 • ksi Ar M Vr := s — 219.48 lb 1.5 in Ultimate Stress on Rivet (SAE C1006 Steel) - Allowable Stress 0.563. F, on Rivet- Fvr —13.48•ksi 2 Ar := d` = 0.0491 • in2 4 Fur := 47.9ksi Ratio of Allowable / fv ~' Ultimate Stress - — = 0.33 LFvr RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST = 0.025•in Omega Factor (ASD) - Slr := 2.0 MUST BE LESS THAN 1.0 Seismic Uplift on Shelves : Seismic Vertical Component: Ev := 0.2•Sos•(DL + LL) •w•d = 45.68 lb Vertical Dead el Load of Shelf. + D (DL LL)w • d = 235.00 lb Load Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := E� — 0.6 • D Fu = —95.321b Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: N :=•4 Uplift Force per Corner: Fu Fuc := N, Fuc = —23.83 lb 'NOTE: Since the uplift force is negative, a mechanical connection is not required. 29 ECLI PEC' LI PS E ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit- ht = 10ft - Width of Shelving Unit - w = 3.5 ft Depth of Shelving Unit- d = 4ft WORST CASE Number of Shelves - N = 6 Vertical Shelf Spacing - S = 24•in Height to Top Shelf h ht= 10ft Height to Shelf h (N + 1) S - 7ft Center of G - top Center of G - 2 = From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases: ASD Ma:= F1 -0.0•S + F2.1.0•S + F3.2.0•S + F4.3.0•S + F5.4.0•S + F6•5.0•S Moments - Mb 0 LRFD Mao, Flo •0.0•S + F2d,•1.0•6 + F3d)•2.0•S + F40 •3.0•S + F54)•4.0•S + F60 •5.0•S Moments - Mbo := 0 For Screws -ASD For Anchors-LRFD Weight of Rack and 67% of LL - W1 := N•(0.6 - 0.14. Sps) • (Wd + 0.67•W1) = 498.831b W14) := N•(0.9 - 0.2•Sos)•(Wd + 0.67•W1) = 758.701b and 6 % Overturning Rack M1:= Ma + Mb = 1609.52ft•lb Ml M + M 2299.31ft•lb and 67% of LL - a� b� _ Seismic Rack and 67% of LL Tension & Shear - T1:= 1 • Ml - W11= 76.48 lb T1, := 1 • M10 - W3.0 1= 97.74 lb 2 \d. 2) 2 \ d 2 ) V1= 219.48 lb V1 = 313.54 lb Weight of Rack and 100% Top Shelf - W2 :_ (0.6 - 0.14•SDs)•(Wd•N + W1) = 218.62 lb Overturning Rack and 100% Top Shelf - Seismic Rack and 100% of LL Tension G Shear - M2 := Vtd • he + Fi • him) = 795.81 ft • lb (M2W 1 T2 := 2 2 • d - 2) = 44.82 lb V2 = 96.191b W2 := (0.9 - 0.2. SDs) • (Wd • N + w1) = 332.51 lb Mao := Vtdd, • he + Fid, • htop = 1136.88 ft • lb M W T24, := 2 d� - 2� ) = 58.981b V24) = 137.42 lb Force on Column Screws & Anchors: TE := max(T1, T2, 0•Ib) = 761b Tension Single - Shear Single - Tension Double - Shear Double - Ts„max(4 , 4 , 0•Ib , = 54.87 lb ;muck := max(T1d, , T20 , 0•Ib) = 97.74 lb Vmax(T T 0.Ib) = 76.48 lb Vmax (V-1 V�)) = 78.39 lb smax := 1 � 2 � smax� := 4 4 Tdmax := 2•Tsmax = 109.74 lb Tdmaxd, 2•Tsmax4, = 195 lb Vdmax 2•Vsmax = 152.97 lb Vdmaxd, 2•Vsmax4, = 156.77 lb 30 ECLIPSE ENGINEERING VS PINK #1449 911412017 TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - Distance from Shear Center to CL of Web via X-axis ir2•E hex /K Lx 12 rx ) ec t dlc2 ' blc2 4• lx Distance From CL Web to xc := 0.649•in — 0.5•t Centroid - Distance From Shear Center x0 := xc + e0 to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - := 2 2 2 ro rx + ry + xo J := 3 •(2.b1.t3 + di -t3) t•bi3•d2 (34b0+ 2•(11•t) CW 12 .6•b0+ di•t ) 6t:= 1 2 Ar •r (3 := 1 — ,a2 ,•E•C,.a1 G•J+ (Kt•Lt)2 '02 pro) Fet 1 [(ex + crt) — ((Tex+ 6t)2 — 4 (3 (sex 'ot 2.R Elastic Flexural Buckling Stress- Fe := if(Fet < 6ex, Fet, hex) Allowable Compressive Stress - Fe := if Fe > Fy , Fy• 1 — Fy , F, 2 4•Fe) i Factor of Safety for Axial Comp. - Q'ex = 49.95 • ksi ec = 1.9043 • in xC = 0.6115.in xo = 2.5158•in ro = 2.6287•in J = 0.00063•in4 CW = 0.0339•in6 G := 11300•ksi 6t= 13.611•ksi �i = 0.0841 Fet = 10.8522 • ksi Fe=10.8522•ksi Fe = 10.8522. ksi S2a := 1.92 31 E( LI PS E VS PINK #1449 9/14/2017 ENGINEERING TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - FlatwidthofFlange- wf:= bi-0.5•t wf=1.4625•in Flange Plate Buckling Coefficient - Flange Slenderness Factor - Effective Flange Width - Determine Effective Width of Web: Flat width of Web - 1.052 wf y Fn >f:= Jkf t E 0.221 Pf= 1— Xf ) Xf be := if(xf > 0.673 , Pf'wf, Wf) ww := d1 — t Web Plate Buckling Coefficient - kw := 0.43 Web Slenderness Factor - Effective Web Width - Effective Column Area - Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses - Magnification Factor - Combined Stresses: Pp Cm • fbx• =+ —0.53 Pa Fb.a _ 1.052 ww r xw t E kw (1— 0.221 1 Pw :_ %w J %w he := if(X > 0.673, Pw•ww, ww) Ae := t• (he + be) Pn Ae•Fn Pn Pa. —no 7T2•E•Ix Pax (Kx•Lx)2 Pcr Pcrx �o l := 1 — Pp — 0.949 Pa J PpE + 1-, E+ Cm flax — 0.55 Pa -Fb•a kf := 0.43 Xf = 0.6052 pf = 1.0517 be = 1.4625. in ww = 1.425•in Xw = 0.5897 Pw = 1.0632 he = 1.425•in Ae = 0.2166•1n2 Pn = 23501b Pa = 1224 lb Pc( = 6980.77 lb Pcr = 6980.77 lb Cm := 0.85 MUST BE LESS THAN 1.0 Final Design: 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post. PpE is the seismic vertical load on post, using 67% live load. 32 :ECLIPSE ENGINEER IING VS PINK #1449 911412017 TUKWILA, WA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension (Uplift) Force at Corner Thickness of Angle: Width of Angle Leg: Distance out to Tension Force: Design Moment on Angle: Allowable Bending Stress: Ultimate Tensile Strength of Clip: Effective Net Area of the Clip: T := 50.1b to := 0.075•in ba := 1.25•in L:= 0.75•in M T•L=3.125ft•Ib Fb := 0.90.Fyp = 32.4. ksi Fup := 65•ksi Yield Stress of Angle Steel: 14 ga Foot Plate Length of Angle Section: Section Modulus of Angle Leg: Bending Stress on Angle: Ratio of Allowable Loads: Gross Area of the Clip: Aec := Agc — rte •(0.375.in)1 = 0.0656•in2 Fyp := 36• ksi La := 1.375•in ba tat Se := 6 — 0.0012 • in3 fb := M = 32.ksi Se fb — = 0.988 Fb MUST BE LESS THAN 1.00 Age := ba•ta = 0.0938•in2 Limiting Tensile Strength of Clip: Tcmaxd, := min[(0.90•Fyp•Agc), (0.75•Fup•A4 = 3037.5 lb if(Tcmax > Tsmaxb , "Checks Okay" , "No Good") = "Checks Okay" i 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1 Omega for Beanng (ASD) - Specified Tensile Stress of Clip & Post , Respectively - Diameter of Screw - 14 GA Clip Thickness - 14 GA Post Thickness - Nominal Bearing Strength - (AISI C -E4.3-3) Allowable Bearing Strength - Pns := min Sts := 3.00 Ful := 51ksi Single Screw - ASD 7/ 4.2•Fu2•Jdss•ts23 11 2.7•Fel. dss•ts1 2.7•Fu2•dss•ts2 JJ Pas := s = 733.3 lb Stns dss := 0.25in tS1:= 0.075in ts2 := 0.075in Stu := 2.35 Fuz := 51ksi Double Screw - ASD = 2200lb Pnd := 2 -Pus = 4400 lb Pad := o— ld = 1466.5 lb s 33 ECLIPSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL): Note: Values obtained from 'Scafco' tabels using an i2 = 3.00 Single Screw - ASD Double Screw- ASD Allowable Tensions, Pullout- Tsst:= 2271b Tsdt := 2•Tsst=4541b Allowable Tensions, Pullover - Tssv := 6561b Tsdv := 2'Tssv = 1312 lb Allowable Shear - Vss := 6001b Vsd := 2.Vss = 12001b The allowable shear values for (1)114" dia. screw exceeds the allowable bearing strength of Ref Attached 'Scafco' Table the connection. Therefore, bearing strength governs for screw connection capacity. for V & T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 3", MIN., HILTI KB -TZ WITH 2" EMBEDMENT): Single Anchor - LRFD Double Anchor - LRFD Allowable Tension Force- Tas := 11071b Tad := 2149•Ib Allowable Shear Force - Vas := 1466.1b Vad := 2055.1b Ref Attached 'HILTI' PROFIS calcs for V & T Values DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Allowable Tension Force - Single Screw - ASD Tasi := Ts„ = 656 lb Double Screw - ASD Tas2 := Tsdv = 13121b Allowable Shear Force - Vasi:= min(vss> Pas) = 600 lb Vase := mm (vsd, Pad) = 1200 lb USE: HILTI KB -TZ ANCHOR (or equivalent) - 3/8" x 3", min., long anchor with 2" embedment installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use ]J4" dia. screw to fasten base to 14 GA shelf member. Combined Loading (Single Anchor) - Combined Loading (Single Screw) - Combined Loading (Double Anchor) - Combined Loading (Double Screw) - Tsmax4 + Vsmax4' = 0.03 Tas ) Vas ) < 1.00 OKAY 1.10 -St Vsmax Tsmax + 0.71. 1= 0.13 Vasi Tas. ) < 1.00 OKAY < 1.00 OKAY Vdmax + 0.71. Tdmax = 0.13 1.10 fts Vas2 Tas2 ) ,`u < 1.00 OKAY Wall Supported Shear Loading (Single Anchor) - n'Vsmax(1) = 0.11 Vas Tension Pullout (Single Screw) - Wall Supported Shear Loading (Double Anchor) - Ts„ Tsst = 0.24 Vdmaxl) = 0.15 Vad Tension Pullout (Double Screw) - Tdmax — 0.24 Tsdt 5 3 < 1.00 OKAY < 1.00 OKAY < 1.00 OKAY < 1.00 OKAY 34 :;ECLIPSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CUP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T := Vdmax = 152.97 lb Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of 1/4" diam. screw in 14 ga. steel - Z, := 715•Ib Iif(T < 2.Z,, "(2) 1/4" Bolts are Adequate" , "No Good") = "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti -tip device for connection of carriage to track Yield Stress of Angle Steel - Thickness of Anti -tip Head - Width of Anti -tip Rod + Radius - Width of Anti -tip Head - Fy := 36 •ksi to := 0.090 • in br := 0.25 • in ba := 0.490 • in Area of Anti- 2 Area of Anti- Tr • br2 tip Weld - AW :_ IT•br•(0.094•in) •cos(45•deg) = 0.052•in tip Rod- Air — 0.049•in2 4 Stress on Weld fW := T = 2.9301•ksi Stress on T Connection - krod - fr := — = 3.1162• ksi Ar Ratios of fW to Fy F = 0.0814 b fW = 0.0866 0.1395 The stress on the bolt head is less & fr to Fy: Fy Fy 0.3 (70 ksi) than the weld and material capacity. Width of Anti -tip Flange - La :— Bending Moment on Leg- MI :_ 0.85 • ba — br - 0.083•in Tension Force per Flange leg- T1:= 0.5•T TI• La 2 M Bending Stress on Leg - fb := S— I = 4.813•ksi Width of Anti -Tip track - L := 5.1 • in 2 — 0.265 ft • lb Spacing of Bolts - Stb := 22.5•in Design Moment on Track - T•Stb M :_ for continuous track section 8 Allowable Stress of Aluminum - Fb := 21 • ksi Ratio of Allowable Loads (Single Anchor) - for continuous track section Section Modulus of Leg - Ratio of Allowable Loads - 2 a'ta S1:— v 6 — 0.001 • in3 fbf I MUST BE — 0.16 < 1.0 0.85.Fy Thickness of Aluminum Track (average thickness) - tt := 0.33 in Section Modulus of Track - Bending Stress on Track - Ratio of Allowable Loads - Tdmax4 — 0.18 Tas _ ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE L•tt2 3 St = — = 0.093 • in 6 fba := S = 4.648 •ksi t fba = 0.22 Fb 35 ECLI FSE ENGINEERING VS PINK #1449 9/14/2017 TUKWILA, WA Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr = 20ft Height of Rack Attachments - (At Top for fixed racks connected to walls) Seismic Base Shear Factor - Shear Factor Boundaries - Vtmin Seismic Coefficient - Number of Shelves - N = 6 Total Weight on Rack - Seismic Force at top and bottom - Connection at Top: Standard Stud Spacing - zb:=z+ht zb=10ft 0.4.ap•SDs ( zb Vt :— 1 + 2.— Vt = 0.486 Rp hr ) Ip := 0.3•Sps•Ip = 0.292 Sstud := 16 • in Vtmax := 1.6•Sps•Ip = 1.555 Vt := min(max(Vtmin , Vt) , Vtmax) = 0.486 Weight per Shelf- Wti = 200 lb WT := 4. (Pd + 0.67. P1) 0.7.Vt•WT Tv = 91.45 lb 2 WT = 537.63 lb Width of Rack- w=3.5ft Number of Connection Points on each rack- Force on each connection point- N, := max 2, /floor w 111= 2 Fn := T° = 45.73 lb � Sstud ))] Ns Capacity per inch of Ib W := 135. embedment into wood Nailer- sin For Steel Studs: Required Embedment Depth - Pullout Capacity for #10 Screw Ratio of Allowable Loads in 20 ga studs (per Scafco) - T20 := 84 Ib for screws into walls - Connection at Bottom: Ratio of Allowable Loads for anchors into slab - ft•T„ 0.7 • Vad — 0.13 MUST BE < 1.0 Fs — = 0.54 T20. MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. MUST BE < 1.0 36 9/14/2017 Design Maps Summary Report 'UsGs Design Maps Summary Report User -Specified Input Report Title 17-09-162 Thu September 14, 2017 18:05:16 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45869°N, 122.26123°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III FLD 'I» 0INi L BB F—" RENTON enton I ssaquah SEATTLE- 11 t CO'I;A Ili a I.11 Des.Moines, ' li AIRPORT ,t Maple Valley USGS-Provided Output SS = 1.458 g S, = 0.544 g 4 1,5Hent �l J ti1V i� t 1ffi$tL1E1 SMS = 1.458 g SM, = 0.816 g S,s = 0.972 g Sol = 0.544 g Ge . For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. O 1r 1.55 1.50 1..55 1.Z] 1-05 a9i 075 11,33 Q.4J 0.50 0.15 00] a03 MCEe Res woe Spectrum as Q44tJ QQ] aBa Perin d. T (Sec) 130 120 .4a tap L93 200 0 Design Respeose Spectr4urn ta 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. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=47.458689&longitude=-122.261232&siteclass=3&riskcateg... 1/1 and Weld Capacities Screw Capacities Table Notes 1. Capacities based on AISI S100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. Thickness Design (Mils) Thickness Fy (ksi) Fu Tensile (ksi) Allorvablei;Screw Conne #6 Screw #8 Screw (Pss = 643 lbs, Pts = 419 lbs) (Pss=1278 lbs, Pts = 586 lbs) 0.138" dia, 0.272' Head Shear Pull -Out Pull -Over 0.164" dia, 0.272" Head Shear Pull -Out Pull -Ove 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. 18 27 30 0.0188 0.0283 0.0312 33 33 33 33 33 33 44 82 95 24 37 40 84 127 140 48 89 103 I43 43 54 0.0346 0.0451 0.0566 33 33 33 45 45 45 151 214 214 61 79 100 140 140 140 • 164 244 344 68 97 118 0.0713 0.1017 0.1242 33 33 33 45 45 45 214 214 214 125 140 140 140 140 140 426 426 426 54 68 97 118 0.0566 0.0713 0.1017 0.1242 50 50 50 50 65 65 65 65 214 214 214 214 140 _ 140 140 140 140 140 140 140 426 426 426 426 29 84 43 127 48 140 72 195 94 195 118 195 149 195 195 195 195 195 171 195 195 195 195 195 195 195 tion'Capaci6r1lbs) ;. #10 Screw (Pss= 1644 lbs, Pts =1158 lbs) 0.190" dia, 0.340" Head Shear Pull -Out Pull -Ove Capacity (lbs ! in, Fillet Longitudinal 33 105 Welds Transverse 50 159 177 84 265 263 109 345 370 137 386 523 173 386 548 246 386 548 301 386 534 198 386 548 249 386 548 356 386 548 386 386 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. #12 Screw (Pss= 2330 Ibs, Pts = 2325 lbs) 0.216" dia, 0.340' Head Shear Pull -Out Pull -Over '/." Screw (Pss= 3048 Ibs, Pts = 3201 lbs) 0.250" dia, 0.409" Head Shear Pull -Out Pull -Over 55 102 105 159 60 110 127 191 188 280 394 95 265 124 345 156 433 203 302 424 110 144 180 318 415 521 57 777 777 196 280 342 545 775 775 600 1,016 1 016 227 324 396 656 936 1 067 569 777 777 777 225 284 405 494 625 775 775 775 613 866 1,016 1 016 261 328 468 572 752 948 1,067 1 067 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. Thickness (Mils) Design Thickness Fy Yield (ksi) Allowable Weld Fu Tensile (ksi) Capacity (lbs ! in, Fillet Longitudinal Welds Transverse Flare Groove Longitudinal Welds Transverse 43 _. 54_ 68 97 0.0451 0.0566 0.0713 0.1017 33 33 33 33 45 _ 45 45 45 499 626 789 1125 864 1084 1365 1269 544 682 859 ' 663 832 1048 54 68 97 0.0566 0.0713 0.1017 50 50 50 65 65 65 905 _ 1140 1269 1566 1972 1269 985 1241 ' _ 1202 1514 Weld capacity for material thickness greater than 0.10" requires engineering judgment to determine leg of welds, W1 and W2. pan c www.hllti us MILT" Profis Anchor 2.7.2 Company: Specifier: Address: 376 SW Bluff Dr., Suite 8 Phone I Fax: 541-389-96591 E -Mad: ECLIPSE ENGINEERING, INC. Page: Project: Sub -Project) Pos. No.: Date: 4/25/2017 Specifter's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Prole: Base material: Installation: Reinforcement: Seismic loads (cat C, D, E, or F) Geometry [in.] 8, Loading (Ib, In.lb] Kwik Bolt TZ - CS 3/8 (2) heeaa = 2.000 in., h,wm = 2.313 in. Carbon Steel ESR -1917 6/1/20161 5/1/2017 Design method ACI 318-11 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B: no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (0.3.3.5.3 (a)) Z Input data a. results must be checked for agreement with the existing conditions and for pausiblry! PROPS Anchor ( c ) 2003.2009 HIS AG, FL -9494 Schaan Hlti is a registered Trademark of Hlti AG. Selman www.hiltius IIM,L:11"1 Profis Anchor 2.7.2 Company: Specifier: Address: Phone I Fax: E -Mad: ECLIPSE ENGINEERING, INC. 376 SW Bluff Dr., Suite 8 541-389-96591 Page: Project: Sub -Project) Pos. No.: Date: 2 4/25/2017 2 Proof I Utilization (Governing Cases) Loading Tension Shear Proof Pullout Strength Steel Strength Loading Combined tension and shear loads Design values [lb] Utilization Load 500 Capacity px / (1v [aye] Status 1107 46/- OK -/21 OK 300 1466 (1N 90 0.452 0.205 3 Warnings • Reese consider ad details and hints/wamings given in the detailed report! Utilization Status Status 5/3 34 OK Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • My and all information and data contained in the Software concem solely the use of Hdti products and are based on the principles, formulas and security regulations in accordance with H,lti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hili product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibiity for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sde responsibiity for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hdti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hdti Website. Holli will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and resits must he checked for agreement curet the existing conditions and for pausibuty! PROPS Anchor ( c ) 2003-2009 HIO AG, FL9494 Schaan Hlti is a registered Trademark of Hlti AG. Schaan www.hlltl.us I -III -TI Profis Anchor 2.7.2 Company: ECLIPSE ENGINEERING, INC. Page: Specifier. Project: Address: 376 SW Bluff Dr., Suite 8 Sub -Project I Pos. No.: Phone I Fax: 541-389-96591 Date: E -Mal: 4/25/2017 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: ha,ed = 2.000 in., h,pm = 2313 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 6/1/20161 5/1/2017 Proof. Design method ACI 318-11 / Mech. Stand-off Installation: eh = 0.000 in (no stand-off); t = 0.074 in. Anchor plate: Ix x Ir x t = 3.000 in. x 7.000 in. x 0.074 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat C, D, E, or F) Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (0.3.3.5.3 (a)) Geometry [in.] 8 Loading [lb, In.ib] Input data and resets must be checked for agreement with the existing conditions and for rlauslblltyt PROns Anchor (c )2103.2009 Hlti AG, FL9494 Schaan Alt is a registered Trademark of Hifi AG. Schoen www.hlltl.us 1�11�'TI Profis Anchor 2.7.2 Company: ECLIPSE ENGINEERING, INC. Page: Specifier. Project: Address: 376 SW Bluff Dr., Suite 8 Sub -Project I Pos. No.: Phone I Fax: 541-389-96591 Date: E -Mai: 2 4/25/2017 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity [ls / 11v [%] Status Tension Concrete Breakout Strength 800 2149 38 /- OK Shear Concrete edge failure in direction x+ 400 2055 - / 20 OK Loading us By S Utilization 9s,v [%l Status Combined tension and shear loads 0.372 0.195 5/3 26 OK 3 Warnings • Please consider a8 detals and hints/wamings given in the detaled report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hlti products and are based on the principles, formulas and security regulations in accordance with Hiti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hili product The results of the calculations canedout by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and bleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitablity for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hitt on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hnti Website. Hitt will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and resits must be checked for agreement with the existing conditions and for pausiblltyl PRORS Anchor (c )2003-2009 Hlti AG, 8.9694 Schaon nitl Is a registered Trademark of Hlti AG, Schaan 4 • Shelving Elevations F3 - 120x' High Folded Stationary and Mobile 42" x 24" 13 Shelves, 13 Openings Starter Unit Starter Unit Piece Part Breakdown 2 Pioo Part # LTD Part# 4 EUR-120-F11 71000431 26 080-2414-F11 71000413 26 DRS -4214-F11 71000518 12 GRID4224W 71000620 1 PB4224 71001037 Adder Unit Adder Unit Piece Part Breakdown Pipp Part # LTD Part# 2 ZTP-120-F11 71000432 26 DRS -2414-F11 71000413 26 DRS -4214-F11 71000518 12 GRID4224W 71000620 1 PB4224 71001037 Shelf Levels Spacing 74 4 7k 7- e� 120" 4232" Front View 7- k 7k 7k - r —r 7e - r 7d' 7k 7- k 7- k 8k X21" ALL bo tom level shelf e moo: to uuG lied Right -5 de -Up Side View Pipp Mobile Storage Systems, Inc. Victoria's Secret Planning Guide - REV 10 - 07/17 18 Shelving Elevations F3 - 120"H Folded -13 Shelves Shelving Elevations F4- 120"High Hanging Stationary and Mobile 42" x 24" 2 Shelves, 5 Hang Levels Starter Unit Starter Unit Piece Part Breakdown QTY. Pipp Part # LTD Part* 4 EUR-96-F11 26 DRS -2414-F11 15 DRS -4214-F11 GRID4224W 1 PB4224 5 KITHB42V5 Left S'de Hang Levels Spacing 71000429 71000413 71000518 71000620 71001037 71000519 Adder Unit Adder Unit Piece Part Breakdown OTY, Pipp Part# LTDPart# 2 ZTP-96-F11 71000430 26 DRS -2414-F11 71000413 15 DRS -4214-F11 71000518 1 GRID4224W 71000620 1 PB4224 71001037 5 KITHB42VS 71000519 KJght Side Support Hang Levels Levels Spacing Spacing 7- q" I 20" 30' 43' *Hangbars staggered at Levels 3, 4, 5, 8 and 9 4219. 32 Front View 7k 7k 7k 7e 7k 7k 7a' 7k 7- k 7- k — 1 34" 7k 1 20' 30" ALL bot OM level shelf eapporte metalled Right 5 de Up wth parti cl e board she \ N 1 Side View Pipp Mobile Storage Systems, Inc. Victoria's Secret Planning Guide - REV 10 - 07/17 19 Shelving Elevations F4 -120"H Hanging - 5 Hang Levels Shelving Elevations F5 - 120" High Folded Stationary and Mobile 42" x 24" 6 Shelves, 6 Openings Starter Unit Adder Unit Starter Unit Piece Part Breakdown Adder Unit Piece Part Breakdown OTY, Pipp Part 9 LTD Part# OTY. Pipp Part 9 LTD Part# 4 EUR096-F11 71000429 2 ZTP-96-F11 71000429 12 DRS -2414-F11 71000413 12 DRS -2414-F11 71000413 12 DRS -4214-F11 71000518 12 DRS -4214-F11 71000518 5 GRID4224W 71000620 5 GRID4224W 71000620 1 PB4224 71001037 1 PB4224 71001037 120" 5helt Levels Spacing 24a J 16i" ice 1-423" 32 Front View II 7 19" l 1. ALL So tom level shel supports mstAllool (tight -5 do -Up \ 1 5ide View Pipp Mobile Storage Systems, Inc. Victoria's Secret Planning Guide - REV 10 - 07/17 20 Shelving Elevations FS - 120"H Folded - 6 Shelves PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0286 PROJECT NAME: PINK DATE: 10/23/17 SITE ADDRESS: 646 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 4100( l Di2-1'7 Building Division Public Works ❑ Aw d t\—H7 Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/24/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/21/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: tPermit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PINNACLE CONSTRUCTION INC Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Search L&I A -Z IndexHelp Page 1 of 2 .AI Workplace Rights • Trades & Licensing. PINNACLE CONSTRUCTION INC Owner or tradesperson Principals ESTERLING, VONNIE RAE, PRESIDENT Doing business as PINNACLE CONSTRUCTION INC WA UBI No. 601 744 941 Parent company PINNACLE CONSTRUCTION INC. P.O. BOX 368 22060 221ST STREET GLENWOOD, IA 51534 712-527-9745 Business type Corporation Governing persons GREG A ESTERLING VONNIE R ESTERLING; • MONTGOMERY C DIXON; GREG A ESTERLING; DOUGALS J HOFFMAN; 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. PINNACI941 K3 Effective — expiration 05/31/2006— 04/06/2019 Bond .........._..... MERCHANTS BONDING CO (MUTUAL) Bond account no. WA16600 $12,000.00 Received by L&t Effective date 05/31/2006 05/26/2006 Expiration date Until Canceled Insurance ............................ Employers Mutual Casualty Co $1,000,000.00 Policy no. 1D24213 Received by L&I Effective date 03/28/2016 04/01/2015 Expiration date 04/01%2018 Insurance history Savings No savings accounts during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601744941 &LIC=PINNACI941K3&SAW= 12/14/2017 PINNACLE CONSTRUCTION INC Lawsuits against the bond or savings No lawsuits against the bond or savings act. .ts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workerscomp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 927,014-01 Doing business as PINNACLE CONSTRUCTION INC Estimated workers reported Quarter 3 of Year 2017 "0" Workers L&I account contact T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@lni.wa.gov Track this contractor Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries, Use of this site is subject to the laws of the state of Washington. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601744941&LIC=PINNACI941K3&SAW= Help us improve 12/14/2017 t"/;� c U t ti L -POST Ng: ) f•\. g 1 Ot (IDT '7 a 1J 0 0 -POST• ,, f IF a 0G� 0 Ci > �\G4 !��\ QOs.0 13/32"0 > REVISIONS - 7:of nges shallh•omade to the scope1�\� t"2.- I uila' Bu I�ingp Rviion I of NOTE: Rev:cions will require a new plan submittal and may include additional plan review fees. el. 0 > g , ,.. <60 .- 0 S R WLI ��\� Q 5 w 0 u g 0 .r/ �0 •LJ� ,< r 1 I I I .OFF G�.G� w \� ..$ \�� t0� �0�,0 AGO v 4 u 4 �/�J U 1 /4"O x 1" SCREW ��SECLIP Nw Ft- iiji:: '.' • 01 g U41, lliro `� m"LI BASE CLIP GOO c9 � 4 , ••. �•+d .• • .... . •• d. • ,' :'� 1) i 1 I E.sfa _ �s N �i ���—\ 14 GA . N N 1\� 114'0 RIVET 35` "T" POST COL. B. PL. 1\Q 1\N �3, , 3jg' "L" �� POST `I \1\ II14 COL. B. PL. }n''`om II 114"0 RIVET\6w GA, DOUBLE RIVET DOUBLE RIVET 2 ANCHORS (SEE NOTE NO. 1 -ANCHOR (SEE NOTE NO. SHELVING LOAD ON t�� 14 GA. 14 GA. LOW PROFILE SLAB = 100 psf POST 1 "DRB" BEAM AT BASE OF UNITS 22 "DRBLP BEAM" 3 BASE PLATE FIXED UNITS 4 NOTE: THE SHELVING SHALL BE ATTACHED WALL ` POST REF. DTL 1 — Q Q O Q r 1 TO THE EXISTING WALL STUDS AND CONCRETE SLAB. NO NEW STUDS OR EXISTING COVER +-• NOTE: A PLAQUE SHALL BE FURNISHED, NOT LESS THAN 50 SQU E r l~QUiRED FOR 14 GA x 1 1/2 x 1 1/2" 1 STUD WALLS ARE REQUIRED. EXISTING STUD INCHES; WHICH STATES THAT THE STOCKROOM FINISHED FLOOR Q Q ANGLE CLIPS EA POST ( ATTACH WITH (2) i WALL SHALL BE MAINTAINED CLEAR AND DRY FOR PATH OF FOOTBRAK . CM/Chanllcal 4 Q WITH (2)-114"0 TEK SCREWS 114-20 X 3/4" BOLTS 0 o ® a IeCirlCal ,- \ MIN. 1" IUmb)n /� V Q IoOII � • �- t' IN TRACK ANTI -TIP I EMBED. ---� t.«r r I. Gas Piping , Q �g�� c��) PLAN VIEW - STEEL STUD WAL 1"THICK PLASTIC BRAKE SPACER �i('� Of Tu{fVyllr Q PSS R'\'.P�' POST REF. DTL 2 fl Q 1 Q Q� ��, � 9 #10 TEK SCREW AT EACH WALL STUD y`� HELF BEAM CORNER BRACE -- Q \s,°°'Q Q \ 0 QGUI► -TYP• -REF.DETAIL2 PRESS WITH FOOT 0 Q TO SET a a - R \a SHELVING POST CONNECTED TO CARRIAGE 0 4 � MIN. 1" PRESS WITH FOOT 6 �S O\\' '�� I WITH 2 -114"0 TEK SCREWS PER POST O ° •► '235 EMBED. TO RELEASE h � �,F,e� Oma' �/ 1 O� PLAN VIEW - WOOD STUD WALL EXISTING WALL c 4 I�j COVER O -� I FOOTBRAKE - Q = RUBBER STOP - JBBER STOP Q 0.'5500 `'� i I •�• 0.600 EXISTING STUD WALL TOP SCREWS Q Q ti 1.500" ` „? G,(- O•6 ��P 0.27" 0.91" ' O �\G 3 Q O SHELVING POST !STING STUD WALL 0�\\' g� � �\34-e-c- ��c ITAT ANTI -TIP TRACK Q Q 0)0.25" i • 4: SHELF BEAM 14 GA x 3" WIDE PLATE ° NOTE: USE L ! IN.1"EMBED. -POST 5,346 -REF. DETAIL 2 t @ EA POST WITH FOR (1) ROW OF UNITS. INTO STUD WALL REVlEVVEp FOR _-\ (2)-1/4"0 TEK SCREWS �� ,, 112" THICK STEEL BLOCK THAT HOUSES ITAT BOLT i COBE COMPLI�hJCE FRONrvIEw sIDEVI C + I NOTES: APF'tfVEC 1. CONTRACTOR SHALL FIELD VERIFY MINIMUM SIZE, SPACING, AND GAUGE OF EXISTING WALL STUDS. FOR STANDARD V -GROOVE gtOQ�� (� " o f —1C INITMUM = CY. IS A 14"x20 } ; AND FLAT TRACKS ONLY: �c\O0 NON-STRUCTURAL 020" 1• 49" 1 -ANCHOR AT MAX 22-112 SEE GENERAL NOTE #3 " O.C. r= 3. M2. STEEL WALLTUD SIZE 4. MINIMUM WOOD WALL STUD SIZE 362S12F = 2x . Z 4 5-30 (3-5/8"x1- GA.). o I 5. MAXIMUM WALL STUD SPACING = 16o.c. FOR STEEL OR WOOD STUDS. 1/4" 0 x 2" LONG 'HILT!' SLEEVE ANCHORS @ 24" o.c., MAX. ANTI -TIP & GUIDE CONN. 6. MAXIMUM WALL STUD HEIGHT =16'-0" ABOVE FINISHED FLOOR. I� l i lil a sl CARRIAGE AND TRACK ASSEMBLY 5 WALL CONNECTION 6 FOOT BRAKE'"? INSTALLATION CONSISTS OF THE FOLLOWING SHELVING QUANTITIES: -x-,1•$ a NOTE: w :.,4.�:»->...a ga..->s...-,-. •- ...a_>«:..-.rz. ;iraa . a >ara� • rr a. a s ®..a d Q=:_r..rrirr..raii NOTES: �'%''";'�� 'a , y'�� '"' �"� I x�� EARTHQUAKE DESIGN DATA: FIXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT • TOTAL LENGTH =189 LINEAR FEET OF SHELVING USE A FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES. • TOTAL AREA - 378 SQUARE FEET OFSHELVING I io - r'T..._.._rc� - ; r r' ; ........... , : r.a ,a , 4 _ 1zc_r�_.... . :::: ...:.::::. +.... '; L°� _..._.:, I: .....� ( i• j''' I ...-, : f� s€:' car .... _...... _. ,__._..._. c: 2a_'.._uc -..._.. s '... ,o Ti + ` o ,, r: \ !� 1) DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND CALCULATIONS a)Seismic Importance Factor IE =1.0 p ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE IBC 2015 EDITION . BuildingRisk Category II - Not open to the public g P 2) STEEL FOR ANCHOR CLIPS SHALLBE ASTM A1018, STEEL FOR ALL OTHER SHAPES IS Fy = 36 KSI, SHELVING UNITS SHALL BE MANUFACTURED BY THE TENNSCO CORPORATION, 1101 r 4 w e �: : 136 11 I a� . �«, a Y3 \ ' ,: �I I 36"46"ASTM c 4 ' b) Mapped Spectral Response Accelerations, A1011-12 GR 36 (EXCEPT AS NOTED) Ss =1.458 and S1= 0.544 SHELVING UNIT CONFIGURATIONS MAY VARY FROM N z . ��i ) ;_,\ '.I ); I , _ I . i ! Y' =t�' I 3) ALL ANCHORS ARE 3/8" x 3" LONG, MIN., HILTI KWIK BOLT TZ (ESR -1917) WITH MIN. EMBEDMENT = Site ClassD WEST FIRST STREET, DICKSON, TN 37055.614-446-8000 r. _. .» _ �.: _ ",• » y» y `` "`TM ,..., " c) _ " " " _ " " _ �� ELEVATIONS SHOWN BELOW. REFERENCE THE SHELVING UNIT LA -APPROVED FABRICATORS LICENSES FB02894 , FB02894 1 , & FB02894 2 . CUT SHEETS IN THE CALCULATION PACKET FOR THE SHELVING r,. i r.._._.� °�» Yr iI 1 ��A'� `� \ ,I \ M ,� � � Y s in "' �-- •, : 4 �. ., t � - _ _� _._._ .__ _—a, < $^ yy + „ Q ,_ v, " n -. \'"i' , � ,SDS 1 OF 2 , OR APPROVED EQUAL (SPECIAL INSPECTION REQUIRED - REFERENCE SCHEDULE BELOW) d) Spectral Response Coefficients, 4) THE EXISTING FLOOR = MIN. 4 THICK CONCRETE SLAB -ON -GRADE, 2500 PSI WITH A SOIL = 0.972 and SDI = 0.544 BEARING CAPACITY OF 500PSFMIN. e) Seismic Design Category = D UNIT CONFIGURATIONS COVERED BY THIS SUBMITTAL. ,.., n r Zvi \ ; 5) STORAGE SHELVING CAPACITY Basic Seismic System(s) 6" CLR. • CLR. - ++'i\r 6 CLR. FLUE SPACE I FOR 13 SHELF UNITS 35# PER LEVEL fl -Force -Resisting - -Building Structures, Steel Storage Racks VARIES VARIES VARIES VARIES • 6i -- r"t:r.ra.r_x'is-.a- r; ---,---- : .wat a.�..hs:.�.:a.• i•a �-ra'a-� - '� > :_ .ir::a_a. ..w.4'_s...m...•..a..rar..x..i - - i-- l , i .x..•_m:.a....+n......m..a..>or %l BETWEEN RACKS µ,,aa €l\ ; -` ialr.a..a..•..a_ : (Non J , FOR 7 -SHELF UNITS = 85# PER LEVEL - h) Design FORE -SHELF UNITS - 100#PER LEVEL smcRBase Shear =2301b 6) NG MANUFACTURED IN CONFORMITY WITH THIS Seismic espouse Coefficient, Vt = 0.292 ALL SHELVING INSTALLATIONS AND SHELVING I) Response Modification Factors, R = 4.0 VARIES VARIES VARIES VARIES -REF. PLANS -REF. PLANS -REF. PLANS � ru ( STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE, = j) Importance Factor, I 1.0 -REF. PLANS REF. PLANS -REF. PLANS >, _ 3 O _ TYP. U.N.O. 3 O REMOTE STOCK ROOM FLOOR PLAN � r\ ��;� u`,' l EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING THE MAXIMUM PERMISSIBLE UNITp LOAD PER LEVEL k) Analysis Procedure per ASCE 7-10, Sec. 13.3.1 & 15.5.3.4 �— - O3 - - TYp• 0 TYP. U.N.O. �; `�� l 7) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE CURRENT RMI MH16.1 TYP U.N.O. 0 ■ L� ...._....1 I 8) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC / 0 ' ' 10) SHELVING UNITS MAXIMUM "OUT-OF-PLUMBNESS" SHALL BE 0.500 INCH IN 10 FT. I 4 --..., ;,;;l,� ITAT TRACK STATEMENT OF SPECIAL INSPECTION r- __ _ t I�%'%% %fir' / ■ ,/,w,, ' ' r ri tLl1l11GE HIM r r r r' VERIFICATION AND INSPECTION CONTINUOUS PERIODIC STANDARD KWIK BOLT TZ INSPECTED BY '�'� ..................:::...-a+ - 1_, / I i i 1fItI� ■ CONFIRM ANCHOR TYPE X HILTI 3/810 x 3" LONG MIN. -PER ICC -ES SPECIAL INSPECTOR Q� �: ESR -1917 SECTIONS 4.4 & 7.0, FIGURES 2 & 3 O 111I•aI = ,,.._; (JJ / - M �� CONFIRM CONCRETE COMPRESSIVE STRENGTH X MINIMUM 2500 PSI o lA 1B 1A % 0 1A 1B 1A ■ II HALLWAY zers Pilar, reviewo proval 1 -.al 1i��D" MINIMUM4"THICKSLABORMINIMUM31/4" 2 x� CONFIRM CONCRETE THICKNESS X CONCRETE SLAB OVER METAL DECKING % sr �� ( groV81 of construction dQDUfl1f rntI� 3I8'0 X 2 5/8' LONG 7� � Q � HOLE DIAMETER x LENGTH X -PER ICGES ESR -1917 SPECIAL INSPECTOR IMI L _ °" th©violation cf en (� " 8d SECTION 4A, TABLE 1A A I I I cod "�' in} • BULBBLOW OUT -PER ICGES ESR -1917 �y ��y EIVE I 2r t `" " 39 �� Pgroved PiBtCi , `�f�t CLEAN OUT OF HOLE x SECTIONS SPECIAL INSPECTOR / - r ! 1 ! SPY t t � Via' I !!t3 4.384.4 TY OF �� ■ L EN ___ ::: it* • / >E�C�ttt iI' MINIMUM ANCHOR SPACING X 21/2' -PER ICGES ESR -1917 SECTION 4A, SPECIAL INSPECTOR 'i STfiOAM . TABLE 3 % O �jl /� � �y �' •/LIw1 3 5/8' - PER ICGES ESR -1917 OCT 2 3 2( O © 2 O ._ ., ,! L � i MINIMUM EDGE DISTANCE X SECTION 4.4, TABLE 3 SPECIAL INSPECTOR O2 Date' /' O +I _ r Q n IE��=��L ANCHOR EMBEDMENT X 2' - PER ICGES ESR -1917 SECTION 4.4, SPECIAL INSPECTOR '.:.:,,:':K.::. ,i,lk,,,,,. ::. ;.,,:.,.,:.:_��•:: - •,•y':, •,;•'.:'.s..---•4::••�::.:::'� waimszeg - BACK -OF STORE STOCK ROOM FLOOR PLAN TABLE 1, 3 h ERMIT CE �:..:;.,.,..;: ��.:::'..•:::�...:; .'::+: :. v.' CI , of T. 5,, "e i� TIGHTENINGTORQUE • X 25 FT LBS -PER ICGES ESR -1917 SECTIONS 4.3 & 4.4, TABLE 6 SPECIAL INSPECTOR WALL -SUPPORTED �,�t - �jjrr tt �� NOTE: INSPECTION TO BE COMPLETED BY A 3rd PARTY INSPECTOR. Y 11 FIXED SHELVING SIDE VIEW MOBILE SHELVING SIDE VIEW PARTIAL FLOOR PLANS &SHELVING RACK LAYOUTS GENERAL NOTES • It co w 00 r J a- � J ~ 0 Zi— U W < (D C-.) J > 0 co co b.LT*02L db -111 w co 0 J iQI-- a. J CL aw Fco w U) w w to Lu 0 w U) W ct N d w V w C-) U) Z_ w w z w w cn a - J w 17-09-162 09-22-2017 SHEET 1