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HomeMy WebLinkAboutPermit D17-0265 - PINK STORE - REMOTE STOCKROOMPINK STORE REMOTE STOCKROOM 2800 SOUTHCENTER S14 D17-0265 MALL Parcel No: Address: 0 City of Tukwila Deportment of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3597000150 Permit Number: 2800 SOUTHCENTER MALL Issue Date: Permit Expires On: Project Name: PINK STORE - REMOTE STOCKROOM D17-0265 11/2/2017 5/1/2018 Owner: Name: Address: Contact Person: Name: Address: „ MN, TIM SCHENK 1120 E 80 ST #211, BLOOMINGTON, MN, 55420 Contractor: Name: PINNACLE CONSTRUCTION INC Address: PO BOX 368, GLENWOOD, IA, 51534 License No: PINNACI941K3 Lender: Name: ELDER JONES INC Address: 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 UNTO THE PINK STORE REMOTE STOCKROOM Project Valuation: $25,000.00 Type of Fire Protection: Type of Construction: IIB Electrical Service Provided by: Sprinklers: YES Fire Alarm: YES Fees Collected: $1,029.44 Occupancy per IBC: M Water District:. Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: 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 o this permit does not presume to give authority to violate or cancel the provisions of any other state or local I. s re:u ating construction or the performance of work. I am authorized to sign and obtain this development . -rmit n. agree to the conditions attached to this permit. Signature: Print Name: Date: I(--62--t- This permit sh 1Ubecome null and void if the work is not commenced withi 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 0 0 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 13: 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) 10: 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) 11: 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) 12: 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) 14: Maintain fire extinguisher coverage throughout. 16: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 15: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437). (IFC 901.2) 17: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 18: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches belowsprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 19: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 22: 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. 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: 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 TU ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. ill— ve.s- Date Application Accepted: Date Application Expires: (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: 2800 SWfl4CtYM12— fl1f L• King Co Assessor's Tax No.: Q2.07'1 0 010 Suite Number: 511 Floor: New Tenant: ® Yes ❑..No Tenant Name: P1tV1e 5i G(L Reery l2 SNCte1 oorrr (LaGk.IN& t-• SHCwb.(cr . PROPERTY OWNER Name: tries/1:194j Address: Zs00 504,11w ll -ex nnau., City: —111 1131 W i LA- State: Irmi. Zip: cols% CONTACT PERSON — person receiving all project communication Name: Ti M 5 GA e-14 14. Address: i X20E,• 9 cl iN 5r . sitie Z t 1 City: R Q M 1 ri GrV N State: m r4 Zip:5,51 4 20 Phone:q 5114 s. • ‘O,4,Q Fax: c152 • `a s 04. 49 tm Email:., ('int € eAcker3 cines .LOti GENERAL CONTRACTOR INFORMATION Company Name: T. 6 • O. Engineer Name: ttaur / v2m S rrajrgr . Company Name: City: (! er 0 State: 02 Zip :cm � Address: Architect Name: City: State: Zip: Phone: Fax: Phone: Fax: Contr Reg No.: Email: Exp Date: Tukwila Business License No.: HMpplications\Fonnss-Applications On Line \2011 ApplicationslPennit Application Revised - 8-9-1 l.docx Revised: August 2011 bh ARCHI1 ECT OF RECORD Company Name: e w 1,sa ErYG' rie f - Engineer Name: ttaur / v2m S rrajrgr . Company Name: City: (! er 0 State: 02 Zip :cm � Phone:5`%k Its, .q Fax: i446•ST2 •416i Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: e w 1,sa ErYG' rie f - Engineer Name: ttaur / v2m S rrajrgr . Address: 316 54 CM -V. giant ` fel . City: (! er 0 State: 02 Zip :cm � Phone:5`%k Its, .q Fax: i446•ST2 •416i Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: — • •&4 6-4- - IG:AZ'-5 'r (o -' — Addr Zo t' City�Z �/ij ., tate: r v i_ Zip: 6751.2 Page 1 of 4 PERMIT INFORMATIOO206-431-3670 [iTJILDI$G Valuation of Project (contractor's bid price): $ ZS1000, w Existing Building Valuation: $ Describe the scope of work (please provide detailed information): I P(U71 WW1 On/ CI it -1. Sri! Cie .00h ( cie.as [40..A✓l vG IKZ Tl3c' p, Ste' gt-mQfC salol ZOQ)' . Will there be new rack storage? INS1....Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide AH Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Miji„ Sprinklers El. Automatic Fire Alarm ❑ None 0 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationslFoms-Applications On Line1201 I Applications\Pmnit Application Revised - 8-9-11.does 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'd Floor 1 k l k loll it A fY\ 2nd Floor 3"1 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Miji„ Sprinklers El. Automatic Fire Alarm ❑ None 0 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationslFoms-Applications On Line1201 I Applications\Pmnit Application Revised - 8-9-11.does 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 THORIZED AGENT: Signature: ��...1�� Print Name: I j W° SC 4} WC NK - Date: II2fri Day Telephone: Q . Mailing Address: j`')A E. 80 5r 24 \ . U i l It(Gnd . (Y rn( 654 ZQ City State Zip H:\Applications\Fotns-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I l.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I PermitTRAK ACCOUNT I QUANTITY I ; PAID $7,046.93 D17-0237 Address: 646 SOUTHCENTER MALL Apn: 9202470010 $5,609.98 Credit Card Fee $163.40 Credit Card Fee I 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 R000.369.908.00.00 0.00 $13.74 DEVELOPMENT }: $436.44 PERMIT FEE R000.322.100.00.00 0.00 $431.94 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $21.60 TECHNOLOGY FEE R000.322.900.04.00 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 I $18.78 DEVELOPMENT $596.36 PERMIT FEE R000.322.100.00.00 0.00 $591.86 WASHINGTON STATE SURCHARGE 9640.237.114 0.00 $4.50 TECHNOLOGY FEE $29.59 TECHNOLOGY FEE I 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 I 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 TOTAL FEES PAID BY RECEIPT: R12713 R000.322.900.04.00 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 CSYSTEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $384.71 D17-0265 Address: 2800 SOUTHCENTER MALL Apn: 3597000150 $384.71 DEVELOPMENT $384.71 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R12449 R000.345.830.00.00 0.00 $384.71 384.71 Date Paid: Monday, October 02, 2017 Paid By: ELDER -JONES Pay Method: CHECK 78981 Printed: Monday, October 02, 2017 10:58 AM 1 of 1 C,TiPWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di -7 -61 (0C Project. - fi* 57-601 - Reeks Type of Inspection: 13M -M6- F'JNiL Address:Date —Se. v TER. \ LL - Called: Special Instructions: Date Wanted: II -29-(7 a.m. p.m. Requester: Phone No: 1)-4' Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: oK _ BOLDG N. 6- ANA- .. Inspector: Date: -(2- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D i7 -O2 Project: O< Type of Inspection: MILb1M& iFiM --- 6G/O$VI , l P64g19 Address: ,y� 2 �e3►� i' i icn/1 U - Date Called: OR- 1377-02“) tFOLDI !6 fid c ./77/'Gw Vb Special Instructions: itZlE7467-4- �"-Mi< R Date Wanted: 12 -*)-9 -! 7p.m; a.m. Requester: Phone No: t4Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 6/4- .4RT/ o 1-96#77476-- -9 76 6G/O$VI , l P64g19 6 K - biU/ N - f ir IY ,W7 ti' lM flh? OR- 1377-02“) tFOLDI !6 fid c ./77/'Gw Vb 6 fie Piles) Inspector: Date: /2-27-/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. S: ECLI PSE ENGINEERING ECLIPSE -ENGINEERING , C 0 M Structural. Calculations , F t L„ , Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP PO#29584 SO#74840 VS Pink. #1449 SEP 2 2 2011 Southcenter Mail • %Boo SograciNTit MA.S sig Tukwila, Washington 98188 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 13 2011 City of Tukwila BUILDING DIVISION I ��- 0Th5 RECEIVED CITY OF TUKWILA OCT 02 2011 PERMIT CENTER 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 &*113 West/kb, M759002 Floe: (458)7211733 • RC (40(85S24708 COLUMBIA FALLS SPOKANE /29 Nola Am SileD,NAB Falb MT58B12 421 Wcal Weide ktie,510421SODA WA 90201 Pha a (408)8823715 • Fax (405) 5524788 Row (500) 0214731.W (405) 6524768 BEND PORTLAND 378 SW 81/ OM, Sib 8, Bend, OR 07702 12188 68iA Sub 1080 Pabn0 OR 87201 Rho* (841) 3808858 • Fax (408) 5824788 Phare: p3)3661720 • Fax (408) 5524788 ECLIPSE ENGINEERING VS PINK #1449 912212017 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 -SH LEF UNITS Total Height of Shelving Unit- ht:= 10.00•ft plf:= lb. ft 1 Width of Shelving Unit- w:= 3.50.ft psf:= lb. ft— 2 Depth of Shelving Unit- d := N„•(2.00•ft) = 4ft pcf:= 11341 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 - Wtj:= Nu. (35•lb) = 701b LL. •= Wtl = 5•psf LL:= LLj = 5 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 DL:= 2.50• psf 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) - 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 - S, := 0.0396. in3 Moment of Inertia in x and y - lx := 0.0406• in4 Full & Reduced Cross Sectional Area's - Apt := 0.225• int Length of Unbraced Post - LX := S = 10.00. in Effective Length Factor - KX := 1.7 d1:= 1.500• in t:= 0.0750. in 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• int 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 - DL. w•d.NL d.,t Wp := psteel• Aprht= 7.66 Ib Pd := + Wp = 64.53lb P.v1:— — 113.75lb 4• N„ 4. N„ Total Vertical Load on Post - Pp := Pd + Pi = 178 lb PpE := Pd + 0.67• Pi = 141 lb ECLIPSE ENGINEERING Floor Load Calculations : Weight of Mobile Carriage: We := 40.1b VS PINK #1449 912212017 TUKWILA, WA Rolf Armstrong, PE Total Load on Each Unit: W := Nu. 4. Pp + W, = 1466.25 lb Area of Each Shelf Unit: Au := w.(d + 6• in) = 15.75 ft2 Floor Load under Sheff: PSF . _ 93: psf Aug, 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 - BRC:— 2 Determine Ss and S1 from maps - [Ss =-1.458 Determine the Site Class - SSC:= "D" Determine Fa and F„ - Determine Sps and Sol_ Fa = 1.000 iris • Seismic Design Category - Structural System - Section ASCE-7 Sections 13.3.1015.5.3.4.: 4. Steel Storage Racks R := 4.0 RP .= R Total Vertical DL Load on Shelf - Importance Factor - �S'1•=� 0�544 .0 F„= 1.500 r • = 0.:97:2 I Sp1:= (Fv' Sxf= 0.544 Wp Wd:= DL•w•d+ N•4 =40lb Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 G 15.5.3.4: Sip :=2 ap:= 2.5 Total Vertical LL Load on Shelf - Ca = 3.5 1p= 1.0 Wi := LL• w• d = 70 lb Average Roof Height- hr := 20.0. ft Height of Rack Attachment - z := 0• ft Ground floor) loor) 0.4ap•Sos Seismic Base Shear Factor- Vt:= (1 +2•-11= 0.243 Rp hr) Shear Factor Boundaries - Seismic Coefficient - Overstrength Factor - Ip Vtmin 0.3• Sps• Ip = 0.292 Vtmax := 1.6. Sps• Ip = 1.555 Vt := tTtltl max 611yin Vt , v(mnx), = 0.29271 SZ:= 2.0 NOTE: By ASCE 7-10 Section 13.3.1, i2 does not apply for vertically cantilevered architectural systems. 2 ECLIPSE ENGINEER I N G Seismic Loads Continued : VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE ASD LRE.Q For ASD, Shear may be reduced- Vp := 0.7.1/1= 0.204 Vp4, := Vt = 0.292 Seismic DL Base Shear - Vtd := Vp. Wd• N = 105.381b Vtd4, := Vp4• Wd• N = 150.541b DL Force per Shelf : Fd := Vp• Wd = 8.11 Ib Fd4 := Vp4• Wd = 11.581b Seismic LL Base Shear- V11:= Vp- WI. N = 185.751b V114 := Vol,. WI. N = 265.36lb LL Force per Shelf : F1:= Vp. W1= 14.29 lb F14, := Vp(1)• W1 = 20.411b 0.67' LL Force per Shelf : F1.67:= 0.67• Vp. W1= 9.57 lb FL674 := 0.67• Vp4• WI = 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•S+ 4.0•S+ 5.0•S+ 6.0•S+ 7.0•S+ 8.0•S+ 9.0•S H2:= 10.0•S+ 11.0•S+ 12.0.S H:= H1+H2=65.00ft Total Moment at Shelf Base- M1:= H. Wd + H. 0.67. W1= 5629.75ft• Ib Total Base Shear - ;V1:= Vtd + 0.67• Vtj=,229.831b V14, := Vtd4, + 0.67 V114, = 328.331b Vertical Disfribution Factors for Each Shelf - Wd• 0.0• S; + WI • 0.67.0.0• S Wd.,1.0. S + WI. 0.6,7.1.0. S: C1:= - 0.000 C2:= - 0.013 Mt M+. F1:= C1•(V1) = 0.00 F14, := C1•(V14) = 0.00 F2:= C2•(V1) = 2.951b F24:= C2. (V14) = 4.21 lb WA•2.0•S.W1•0.67.2.0-S Wd•3.0•S.i- Wt. 0.67.3.0.S C3:- - 0.026 C4:= M - 0.038 i F3:= C3.(V1) = 5.89 lb F34, := C3. (V14,) = 8.42 lb F4 := C4.(V1) = 8.84lb F44:= C4 (V14) = 12.63 lb VI/d. 4:0 S + 'Wl 0,67-4.0.S C5:= M - 0.051 i F5 := C5•(V1) = 11.791b F54, := C5•(V14)) = 16.84lb Wd 5.0 :S + Wi• 0.67'5.0. S. C6:- M = 0.064 t F6:= C6•(V1) = 14.73lb F64,:= C6. (V14)) = 21.05 lb Wa. 6.0.5 -+- W1.0.67, 6.0.S IIUd 7.0=S + W1 0.67 7.0-S C7:= - 0.077 C 6.- = 0.090 M1 ,M1 F7 := C7• (Vi) = 17.68lb F70,:= C7. (V14) = 25.261b F8 := C8.(V1) = 20.631b F84, := C6 (V14) = 29.471b 3 EC PSE ENGINEERING VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE • Wd 8.0; S + WI.0.67.8.0-S We 9.0•.S' a- WI. 0.67, 9.0 S C9:= — 0.103 Clo:— — 0.115 MI MI F9:= C9.(Vi) = 23.571b F94,:= C9.(V14,) = 33.671b F10:= C10•(V1) = 26.52Ib F10,:= C10•(Vico) = 37.88lb Ci1:= Wd'10.0.S+ WI 0.67110.05 Ml — 0.128 C12:— We 11;O. S + WI0.67.11.0-S --0.141 Nit F11:= C11•(V1) = 29.47lb F110:= C11•(Vio) = 42.091b F12:= C12. (Vi) = 32.411b F124,:= 012'(V1o)) = 46.301b C13:=- Wd 12;0 S llvl .0:67:12.0 S Mt F13:= C13. (Vi) = 35.36lb F134,:= C13. (V14,) = 50.511b — 0.154 C1 + C2 + C3 + C4 + C6 + C6 + C7 + C8 + C9 + C10 + C11 + C12 + C13 = 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 + FI = 120 lb Coefficients Should total 1.0 Mta := H• Wd + (N — 1). S. = 3281 ft• lb V24, := Vrdd, + Fid, = 171 lb Wa• 0.0' S + 0 WI. 0.0'S W,I-1,O*.S + 0• WI. 1.0.S Cia:= _ 0 C2a:= .. = 0.01 Mia Mla Fla := C1a'(V2) = 0 Fia,:= Cia•(V2d)) = 0 F2a:= C2a02) = 1.2lb E Cia + 02a + C3a + C4a + C5a + C6a + C7a + C8a + C9a + C1oa + C11a + C12a + C13a = 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 - F20 := C2,.(V24,) = 1.7 lb Coefficients Should total 1.0 M := 1 S max(V V� = 11.97ft• lb Bending Stress f M5 3.63• ksi s Nu. 2 1° 2 on Column- bx:= S — — u X Fb := 0.6. Fy = 19.8• ksi Ratio of Allowable / Ultimate Stress - Bending at the Base of Each Column is Adequate MUST BE LESS THAN 1.0 4 t,7 ECL1 PSE ENGINEERING VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE Deflection of Shelving Bays - worst case is at the bottom bay - the following is tie list of shears used in deflection equations. Vo1:= V1– F1= 230lb Vol := Vol – F2 = 227lb Vo3 := Vo2 – F3 = 221lb Vola := V2 – Fia = 120lb 1 niax(Vo1, VA] 3 Nu•4 12•E -1x. Vola Vola – F2a = 118 lb Vo3a Vola – F3a = 116 lb – 2.0333 x 10 S = 4918.02 L1 02:= Nu•4 12 E•IX 1 max(v02 va2u). S 3 Da := 0.05• ht = 6• in 64:=Ol+A2+03+L 4+6'5+05+07+O8+03+L 10+011+012+013=0.017• in if(�r < Oa, "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 dr := 0.25 in Steel Stress Vr on Rivet fv:= — = 1.95. ksi Ar M Vr:= s – 95.76 lb 1.5. in Ultimate Stress on Rivet (SAE C1006 Steel) - Ar:= Fur:= 47.9ksi dr2• Tr 4 – 0.0491. in2 = 0.002. in Omega Factor (ASD) r 2.0 Allowable Stress 0.563. Fui Ratio ofAlloWable I fv on Rivet - Fvrksi Ultirttate Stress i— 0.14 MUST BE LESS THAN 1.0 — 13.48 r Fvr RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Vertical Dead Component: Eu := 0.2. Sips. (DL + LL) • w• d = 20.41 lb 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: F„ := Eu – 0.6• D F„ = –42.59 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each comer. Number of Shelf Connections: Nu 4 Uplift Force per Corner: F„ Fuc:= ITC Fuc = –10.65 lb NOTE:Since.the uplift force is negative, a mechaniical.connection is not required. 5 ".10ECLIPSE ENGINEERING VS PINK #1449 912212017 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 Height to Shelf (N + 1) Center of G - htop ht = 10 ft Center of G - ho : - • S - 5.8333 ft 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+ Fs.5.0 S+ F7•6.0•S Moments - Mb := F9.7.0.8 + F9.8.0• S + F10. 9.0. S + F11.10.0. S + F12. 11.0• S + F13• 12.0• S LRFD Mao := Fick. 0.0• S + F2< .1.0. S + F30.2.0• S + F4 3.0. S + F5d, • 4.0• S + Fw 5.0• S + F74, • 6.0• S Moments - Mb,0 := F84)• 7.0• S + F9(b• 8.0• S + F10 ,. 9.0• S + F11k• 10.0. S + F12< 11.0• S + F13(0• 12.0• S For Screws -ASD Far Aili haE& RED Weight of Rack and 67% of LL - W1 := N.(0.6 - 0.14.Sos)•(Wd + 0.67•W1) = 522.351b W1b:= N•(0.9 - 0.2.Sos).(Wd + 0.67.W1) = 794.471b Overturning Rack and 67% of LL - M1:= Ma + Mb = 1596.03 ft. lb := Mao) + Mb) = 2280.05ft. lb Seismic Rack and 67% of LL Tension S Shear - T1:= -1(11 \d -.11) J = 68.92 lb V1 = 229.83 lb Weight of Rack and 100% Top Shelf - W2 := (0.6 - 0.14. Sos). (Wd• N + = 271.97 lb Overturning Rack and 100% Top Shelf - Seismic Rack and 100% of LL Tension & Shear - M2 := Vtd• ho + F1.1110p = 757.58ft. lb /M W ) T2 := 1 d2 2 - 2 J = 26.70 lb V2 = 119.67 lb /M W T1,4):= 1 • d� - 2� J = 86.39 lb V1� = 328.33 lb W24. := (0.9 - 0.2.Sos)•(Wd• N + Wt) = 413.66lb M20) := Vtdd• he + Fid,. htop = 1082.26ft• lb /M W� 72,h:= 2 � - 2 J = 31.87lb V24) = 170.95 lb Force on Column Screws & Anchors: TE:= max(T1, T2, 0.10 = 691b Tension Single - Ism,:_ max( 4 , 42 , 0.1b , = 57.46lb -Immo := max(T1o, T24), 0.10 = 86.39 lb Shear Singe - Vara, max(T , T 0• Ib) = 68.92lb V maxi , V4 ), = 82.08 lb s�= 1 2 � smax�'�= Tension Double- Tdmax 2• Tsmax = 114.911b Tdmax� 2• Tsmaxcp = 1731b Shear Double - Vdmax 2• Vsmax = 137.831b Vdmax� 2• Vsmaxv5 = 164.161b 6 ECUPSE ENGINEERING VS PINK #1449 9/22/2017 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 Z.: cr6x — (Kx. Lx e,: 2 t• dlc blc2 4.1x Distance From CL Web to x := 0.649. in — 0.5. t Centroid - Distance From Shear Center xo := xC + e, to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - 2 ro := rx + ry2 + x02 J:= 1 (2. t3 + d1.t3) CH,:= t. d2 /:3;bi.t4 2• l.t1 12 6. t.± ) exp,: A�� r 2 o : = 1 — 1 Fel := [(ex + 01 2•(3 Elastic Flexural Buckling Stress - Fe := if(Fet < vex, Fet, crex) veX + 0t)2 — 4• O. vex• 0t Allowable Compressive Stress - Fr, := if Fe > Fy , Fy• 1 — Fy 1, F1 2 4• Fe J J Factor of Safety for Axial Comp. - veX = 287.72• ksi e, = 1.9043. in x� = 0.6115. in xo = 2.5158• in ra = 2.6287• in J = 0.00063. in4 Cw = 0.0339• in6 G := 11300. ksi 0t = 42.706. ksi R = 0.0841 Fet = 37.5452• ksi Fe = 37.5452• ksi F„ = 25.7487• ksi SZo := 1.92 7 EC LI PS E ENGINEERING Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - Flange Plate Buckling Coefficient - Flange Slenderness Factor - Effective Flange Width - Determine Effective Width of Web:: Flat width of Web - VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE wf:= b1 -0.5•t %`f := 1.052 wt / Fn t 0.221 1 Pr= 1 Xf i 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:. 1.052 ww I rn Xw: J t E Pw1- 0.221 1 := %w J Xw he := if(Xw > 0.673, Pw'ww, ww) A6 := t. (he + be) Pn:= Ae.Fn Pn Pa. —Q 0 Pcrx = Kx. Lx) 2 'R2, E. Ix Per Pcrx (S; pja1 a:= 1- - 0.991 Pcr ) wf = 1.4625. in kf:= 0.43 Xf = 0.9322 Pf = 0.8196 be = 1.1986. in ww = 1.425. in %w = 0.9083 Pw = 0.8343 he = 1.1889• in Ae = 0.1791. in2 Pn=4611 lb Pa = 2401 lb Pcrx = 40209.25 lb Per = 40209.25lb 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. 8 E(1JPSE ENGINEERING VS PINK #1449 9/22/2017 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 be := 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 — [ta• (0.375. in)] = 0.0656. in2 Fyp := 36• ksi La := 1.375. in ba, tat Se :_ — 0.0012. in3 6 fb := = 32• ksi e fb Fb = 0.988 MUST BE LESS THAN 1.00 Agc := ba• to = 0.0938. in2 Limiting Tensile Strength of Clip: Tcmaxq, min[(0.90. FA). Agc), (0.75. Fiji,. ABO)] = 3037.5 lb f1f(Tcmax(0 > Tsmax�, "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) - S2s := 3.00 SZu := 2.35 Specified Tensile Stress of Clip & Post , Respectively - F11:= 51ksi Fut := 51ksi Diameter of Screw - tlss := 0.25in 14 GA Clip Thickness - ts1:= 0.075in 14 GA Post Thickness - ts2 := 0.075in Nominal Bearing Strength - (AISI C -E4.3-3) Allowable Bearing Strength - Single Screw - ASD t`( 1` 4.2 Fu2•ldss'ts23 Pns:= min 2.7.Fur dss:tsX \ 2.7. Put. d5s°tsz. )) 2200lb Double Screw - ASD Pnd := 2• Pns = 4400 lb Pas := Pns = 733.3lb Pad := Pnd = 1466.51b Sls 11s 9 ;ECLIPSE ENGINEERING VS PINK #1449 9/22/2017 TUKWILA, WA SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL): Note: Values obtained from 'Scafco' tabels using an 0 = 3.00 Single Screw -ASD Double Screw - ASD Allowable Tensions, Pullout - Tsst : = 2271b Allowable Tensions, Pullover -Tssv := 6561b Tsdt := 2. Tsst = 4541b Tsdv := 2- Tssv = 13121b Rolf Armstrong, PE Allowable Shear - V55:= 600lb 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 D T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 3", MIN., HILTI KB -TZ WITH 2" EMBEDMENT): Allowable Tension Force - Allowable Shear Force - Single Anchor - LRFD Tas := 1107.1b Vas := 1466• lb Double Anchor - LRFD Tad := 2149.lb Vad := 2055. lb Ref Attached 'HILTI' PROF IS calcs for VST Values DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Allowable Tension Force - Allowable Shear Force - Single Screw - ASD Tasi:= Tssv = 656lb Vast := min(Vss, Pas) = 600 lb Double Screw - ASD Tas2:= Tsdv = 1312lb Vas2:= min(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 1/4" dia. screw to fasten base to 14 GA shelf member. Combined Loading 1!o4'� ,vAmaxeo; y�, - (Single Anchor) '.02 Masi J Vas ), Combined Loading (Single Screw) - < 1.00 OKAY Stu Vsma^ -t 0.71r Tsmax 1.1Qt S'ts .� Vas:asl_ 1' a Combined Loading (..Tdmaxd, �' v'dmaxd<;� (Double Anchor) - �I 0 03' Tad: Y Vad A Combined Loading (Double Screw) - < 1.00 OKAY <1.00 OKAY Pu YUmax, dm1130I' . - 0.77. ). 11 1':10 Sts' Vast J175.2 < 1.00 OKAY Wall Supported Shear Loading (Single Anchor) - Tension Pullout (Single Screw) - Wall Supported Shear Loading (Double Anchor)- Tsnlax4 0:25 Tssv Vdmax i—L0.16: 'vad• Tension Pullout (Double Screw) 5 3 <1.00 OKAY <1.00 OKAY < 1.00 OKAY Td- YOr25 < 1.00 sdi• j OKAY 10 '50 -ECLIPSE VS PINK #1449 ENGINEERING TUKWILA,WA STEEL ANTI -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T := 2•Vdmax = 275.67 lb Connection from Shelf to Carriage =1/4" diameter bolt through 14 ga. steel: Capacity of 1/4" diem. screw in 14 ga. steel - Z, := 715.1b 1 T z.2, Z01 j'(2) 1/4`'•Bolts',: are• Adequate "No .Good') "(,2). /4" Solt' 9/22/2017 Rolf Armstrong, PE 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 Area of Anti - tip Weld - Stress on Weld Connection - AW := IT. br• (0.094• in) • cos(45• deg) = 0.052. in2 fW := A = 5.2806• ksi w br := 0.25. in Area of Anti - tip Rod - Stress on rod - ba := 0.490. in br2 2 Air := —0.049•in 4 fr := A = 5.6158. ksi A, Ratios of fW to Fy fw fr to/ to F : — = 0.1467 — = 0.156 0.2515 The stress on the bolt head is less 8 f r y Fy Fy 0.1(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 Bolts - La:= MI:= 0:85• laa Ti. La 2 2 = 0.083. in Tension Force per Flange leg - T1:= 0.5• T — 0.478 ft. lb M lb :_ = 8.673• ksi SI L:= 5.1•in Sib 22.5• in Design Moment on Track - T. Sib for continuous track section M 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• ta 3 — 0.001• in 6 r.. fu- MUST BE — 028 < 1.0 Thickness of Aluminum Track (average thickness) - tt:= 0.33 in Section Modulus of Track - Bending Stress on Track - Ratio of Allowable Loads - �' Ydmax�s 0:31. L tt2 St ._ — = 0.093. in3 6 fba:= M= 8.376•ksi St fid. 0.40 ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 11 ECLIPSE PS E ENGINEERING VS PINK #1449 912212017 TUKWILA, WA Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.a1: Average Roof Height- hr = 20ft Height of Rack Attachments - (At Top for fixed racks connected to walls) zb:=z+ht zb=10ft 0.4• ap • Sps zb l Seismic Base Shear Factor- Vt.- 1 + 2•— Vt = 0.486 Bp hr Ip Shear Factor Boundaries - Vtmin 0.3• SEG. Ip = 0.292 Vtmax 1.6• Sips. Ip = 1.555 Seismic Coefficient- Vt:= min(max(Vtmin, Vt), Vtmax) = 0.486 Number of Shelves - N = 13 Weight per Shelf- Wti = 70 lb Total Weight on Rack - WT := 4•(Pd + 0.67• PI) WT = 562.98 lb ,0.7. V Wr Seismic Force at top and bottom- Tv:.= Ty = 95.76 lb 2 Connection at Top: Standard Stud Spacing - Sstud 16• in Width of Rack - w = 3.5 ft Number of Connection Points on each rack - Force on each connection point- Nc:= max 2, (floor /SW 11-11= 2 F0:= — = 47.881b [ Stud JJJ Capacity per inch of Ib embedment into wood Nailer- Ws := 135• in For Steel Studs: Required Embedment Depth - Pullout Capacity for #10 Screw Ratio of Allowable Loads in 20 ga studs (per Scafco) - T20 := 84• lb for screws into walls - Connection at Bottom: Ratio of Allowable Loads for anchors into slab - Tv. j MUST BE 0'.131 :i < 1.0 Is7;V<ad 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 ECL1PSE ENGINEERING VS PINK #1449 9/2212017 TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2015 IBC & 2016 CBC - 2208 & ASCE 7-10 - 13.3.1 & 153.3.4 Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth (1) or Back to Back (2)? Nu := 2 7-SHLEF UNITS Total Height of Shelving Unit- ht:= 10.00•ft plf:= lb. ft— 1 Width of Shelving Unit - w := 3.50. ft psf := lb. ft 2 Depth of Shelving Unit- d := Nu•(2.00•ft) = 4ft pcf:= lb. ft 3 Number of Shelves - N := 7 kips := 1000• lb 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 Shelf - Wtj := Nu. (85.1b) = 1701b LL. := Wtf = 12.1429• psf LL := LLj = 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 - Re := 0.188. in Post Thickness (14 Gauge) - t := 0.0750. in L Post Width - End - to - IF - bic := bi — t = 1.425. in Radius of Gyration in x and y - rX := 0.5390. in Section Modulus in x and y - S),:= 0.0396• in3 Moment of Inertia in x and y - IX := 0.0406. in4 Full G Reduced Cross Sectional Area's - Apf := 0.225. in2 Length of Unbraced Post - Effective Length Factor - S = 20.00.1n Kx:= 1.7 LPostDepth- End - to -IF - di� := d1— t = 1.425. in ry:= 0.5390•in Sy 0.0396• in3 l:= 0.0406• in4 Apr.= 0.138.in2 Ly := S = 20.00• in Ky:= 1.7 Lt:= S=20.00.in Kt:= 1.7 Weight of Post - Vertical DL on Post- Vertical LL on Post - Wp := psteel• Aprht= 7.66 lb Pd.— D.I . w d N •+ Wp = 38.28 lb P1:— LL- vv• d N— 148.75 lb 4. Nu 4. Nu Total Vertical Load on Post - Pp := Pd + P1 = 187 lb PpE := Pd + 0.67. P1 = 138 lb 13 ECLIPSE ENGINEERING Floor Load Calculations : Weight of Mobile Carriage: W,:= 40. lb VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE Total Load on Each Unit: W := N„.4. Pp + W, = 1536.251b Area of Each Shelf Unit: A� := w.(d + 6. in) = 15.75ft2 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: Building's Risk Category - BRC := 2 Determine Ss and Si from maps Determine the Site Class - SSC := "D" Determine Fa and F„ Fa = 1.000 Determine SDs and S01- Sias •(Fs J Seismic Design Category - Structural System - Section ASCE-7 Sections 13.3.1615.5.3.4.: 4. Steel Storage Racks R := 4.0 Rp:= R Total Vertical DL Load on Shelf - W Wd:= DL. w•d+ Nu. 4. P =441b Seismic Analysis Procedure per ASCE-7 Sections 13.3.1& 15.5.3.4: 72 sacs Importance Factor - F„= 1.500 2 Sb 3 �'Fv no:= 2 ap:= 2.5 Total Vertical LL Load on Shelf - IE= 1.o Cd := 3.5 Ip := 1.0 Wi:= LL. w•d= 170lb Average Roof Height- hr := 20.0. ft Height of Rack Attachment - z := 0• ft Ground floor) loor) OA' ai,. Sos z Seismic Base Shear Factor- Vt = C1 + 1 —= 0.243 Rp hr ) Ip Shear Factor Boundaries - Vtmin 0.3• Sos• Ip = 0.292 Vtmax := 1.6• Sm. Ip = 1.555 Seismic Coefficient - Overstrength Factor- V't.- mid( max'Vi�Iri Vt Vlmaxl O.z92 S2 := 2.0 NOTE: By ASCE 7-10 Section 13.3.1, 0 does not apply for vertically cantilevered architectural systems. 14 ECLIPSE ENGINEER I N G Seismic Loads Continued : VS PINK #1449 912212017 TUKWILA, WA Rolf Armstrong, PE AU L_RED For ASD, Shear may be reduced - VP := 0.7• Vt = 0.204 Vpo := Vt = 0.292 Seismic DL Base Shear - Vtd := VI). Wd• N = 62.51 lb Vtdd, := Vpd,• Wd• N = 89.3 lb DL Force per Shelf : Fd := V. Wd = 8.93 lb Fdd, := Vw Wd = 12.76 lb Seismic LL Base Shear- Vtt := Vp• Wi• N = 242.91b Vti4 := Vpd,• WI. N = 3471b LL Force per Sheff : F1:= Vp• WI = 34.71b Fid, := Vpcp• WI = 49.57lb 0.67* LL Force per Shelf : F1.67:= 0.67. Vp• WI = 23.25 lb F1674 := 0.67. Vp4)• WI = 33.211b 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•S+ 2.0•S+ 3.0•S+ 4.0•S+ 5.0.5+ 6.0•S H2:= 0 Total Moment at Shelf Base - Total Base Shear - H := H1 + H2 = 35.00ft M1:= H • Wd + H • 0.67. Wt = 5517.75ft. lb := Vtd + 0.67• Vtt = 225.26 lb V14, := Vtdo + 0.67. Vti4 = 321.80 lb Vertical Distribution Factors for Each Sheff - C1:- + 0.0•S. - 0.000 C2. - Mt Mt Wit. 1.0.50INj•0:67.1.0-.S F1:= C1•(V1) = 0.00 Flip := C1•(V14) = 0.00 = 0.048 F2:= C2.(V1) = 10.73 lb F24:= 02.{V14) = 15.32 lb Wd-2.0•S WI, 0.67.2.0•S Wd- 8.0.5.-1 W1,0:67.3.0- S. C3.- - 0.095 C4.- - 0.143 Mi tuft F3:= C3. (Vi) = 21.451b Fab := C3. (V14) = 30.65lb F4 := C4.(•V1) = 32.181b F4d, := C4• (V4) = 45.971b Wd' 4.0.s+ W,•0.67.4.0.S Wd•5.0•S:+ W•0.67.5:0.S. C5:= - 0.190 C6:= - - - 0.238 Mt M1 F5:= C5. (Vi) = 42.91 lb F54 := C5.(V14) = 61.291b F6 := C6•(V1) = 53.631b F64, := C6.(V14) = 76.621b Wd•6.0•S-•t- Wt•0.67.6.0•S C7.- = 0.286 Mt F7 := C7•(V1) = 64.361b F74, := C7•(V1d,) = 91.941b C1 + C2 + C3 + C4 + C5 + C6 + C7 = 1 Coefficients Should total 1.0 15 IECLIPSE ENGINEERING Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Total Base Shear - Cla:= VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE • Mta:= H•Wd+(N-1)•S•Wi=3231ft. lb V2 := Vtd + F1 = 97lb V24, := Vtdd) + Fid, = 139 lb Wd•0.0•S-H 0 Fla = Cia•(V2) = 0 Fiat := Cia4V24)) = 0 Cia + C2a + C3a + C4a + C5a + C5a + C7a = 1 Wd 1.9. + 0.WI.1.0•s C2a .— = 0.023 Mtd F2a:= C2a' (V2) = 2.2lb 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 Nu•4 2 Fb:= 0.6.Fy= 19.8•ksi Ratio of Allowable I Ultimate Stress - Bending Stress on Column - Bending at the Base of Each Column is Adequate F2ad, := C2a• (V24)) = 3.1 lb M fbx := sx = 7.11• ksi x MUST BE LESS THAN 1.0 16 MOTE: Since theuplift force ts.negatide, a meohanicai conne.dion is not required. j -ECLIPSE LIPSE ENGINEERING E VS PINK #1449 9/22/2017 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. Vo1:= V1 — F1= 225lb Vol := Vo1 — F2 = 215lb Vo3 := Vo2 — F3 = 193lb VA1a := V2 — Fla = 97lb 1 111aX(VA1= Vdda Nu•4 12,'E. Ix Vola Vola — F2a = 951b = 0.0159• in VP3a VO2a — F3a = 911b S 1 'max(Vth, VA2a). s = 1254.46 02 :_ = 0.015. in Ol Nu. 4 12. E. lx Aa := 0.05• ht= 6• in Ot:=D1+02+03+A4+05+06+07=0.0691•in tif�L 1 < ia, "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 r Iv : _ = 3.82. ksi Ar ms s — 187.71 lb 1.5. in Ultimate Stress on Rivet (SAE C1006 Steel) - Ar:= Fur:= 47.9ksi 2 dr Tr = 0.0491• in2 4 Omega Factor (ASD) - 52r:= 2.0 Allowable Stress 1563 -FL, Ratio Of Allowable 1 fv . on Rivet F, = 13.48 ksi Ultimate Stress - = 0.28 MUST BE LESS THAN 1.0 Slr Fvr RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: Ev:= 0.2• SDs (DL + LL) • w• d = 39.85lb Load of Dead D : _ (DL + LL) • w• d = 205.00lb Load of Shelf: 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 Fa = —83.15 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Na := 4 Uplift Force per Corner: F, Fuc := c F0c = —20.79 lb 17 LI PS E ENGINEERING VS PINK #1449 9/22/2017 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 = 10 ft d=4ft N=7 htsp:= ht= loft Width of Shelving Unit- w = 3.5ft WORST CASE Vertical Shelf Spacing - S = 20. in Height to Shelf Center of G - Rolf Armstrong, PE he • = ( N + 1) S = 6.6667 ft 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:= F14•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 - Mb4 := 0 For Screws -ASO Weight of Rack and 67% of LL - W1:= N.(0.6 - 0.14.Sos)•(Wd + 0.67.W1) = 511.96 lb Overturning Rack and 67%ofLL- Seismic Rack and 67% of LL Tension & Shear - M1:= Ma + Mb = 1626.85ft• lb /M W 1 T1: 1 dl 21 J = 75.371b V1= 225.26 lb Weight of Rack and 100% Top Shelf - W2 := (0.6 - 0.14• Sos).(Wd• N + W1) = 220.941b Overturning Rack and 100%Top Shelf - Seismic Rack and 100% of LL Tension 0 Shear - .For Anchors-LRFD W14 := N.(0.9 - 0.2• Son). (Wd + 0.67• W1) = 778.66 lb M14 := Mad, + Mb4 = 2324.08ft• Ib M2 := VW' he + Fl. htop = 763.75ft. lb rM2 W2 1 T2 := 1 d 2 + - =.40.23 .lb ) V2 = 97.211b Force on Column Screws 6 Anchors: M W T14 := 1 -2. •C/13.4 d 1� 2 hp = 95.84 lb - V1,4 = 321.80 lb Wed, := (0.9 - 0.2. SDs)•(Wd• N + w1) = 336.041b M20 := Vtd4• he + Fid,• htop = 1091.07ft• lb 1 /M20 T2d,:= 2• d - v24, = 138.87 lb TE:= max(Ti, T2, 0.lb) = 751b Tension Single - Tsmax := max Vl , V2 , 0• lb) = 56.31 lb (4 4 Shear Singe - Vsmax := max(T1, T2, 0. lb) = 75.371b Tension Double- Tdmax:= 2. Ts„ = 112.631b Shear Double - Vdmax := 2• Vsmax = 150.73 lb W201= 52.37lb 2 Tsmaxd, := max -114 , T24, 0• lb) = 95.841b Vsmaxd, := max 1//)--•/)\I , 1= 80.45 lb 4 4 Tdmax4 := 2• Tsmax0 = 192lb Vdmax0 := 2• Vsmax4 = 160.91b 18 :ECLIPSE ENGINEERING VS PINK #1449 9/22/2017 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 eo:= 2 2 t• dlc • b1c 4.1x Distance From CL Web to xo := 0.649. in — 0.5• t Centroid - Distance From Shear Center xo := ; + e0 to Centroid - Polar Radius of Gyration - r0 jrx2 ry2 + x02 Torsion Constant - J.:= 3 • (2. bt• t3 + dr t3) t•b13•d12 3 brt .Z44, ); Warping Constant - CW ._ 12 6.brt -:di•t J: Shear Modulus - 1 at. — Ap�• rot _ (Kt• Lt)t J r •E.Cv�I� G J+ '1 (x )2 lro i et = Ll(rex + 7i) _ (Qex + at) — 2. Elastic Flexural Buckling Stress - Fe := if(Fet < 6ex, Fet, Oex) Allowable Compressive Stress - Fn := if FB > Fy , F. 1 — Fy 1, F� 2 4• Fe Factor of Safety for Axial Comp. - 4.13. Qe Oex = 71.93. ksi e0 = 1.9043. in xo=0.6115.in xo = 2.5158. in ro = 2.6287. in J = 0.00063. in4 CW = 0.0339. in6 G := 11300. ksi at = 16.3004. ksi p = 0.0841 Fet = 13.4617, ksi Fe = 13.4617• ksi Fe = 13.4617• ksi no := 1.92 19 ' U ENGINEERING Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - Flange Plate Buckling Coefficient - Flange Slenderness Factor - Effective Flange Width - Determine Effective Width of Web: FlatwidthofWeb- VS PINK #1449 912212017 TUKWILA, WA wf:= b1 -0.5•t 1.052 wf t 0.22 1 Pf:= 1— %`f )Xf be := if(Xf > 0.673, pr wf, wf) ww:= d1—t Web Plate Buckling Coefficient- kw := 0.43 Web Slenderness Factor - Effective Web Widlh - Effective Column Area - Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses - Magnification Factor - CombinedPp fit,C f1 Stresses: ° 0' Fit oc. 1.052 ww Fn Aw:= � .1Tw t E 0.221 1 �w) Xw he := if(Xw > 0.673, Pw' ww, ww) A8 := t'(he + be) Pw:= Pn:= Ae'Fn Pn Pa. Pcrx . KX: Lxl Per Pcr% 2.E Ix a:= 1 — (ST0' Pp — 0.964 Per ) rPo c +Te_ 0mr!tot 0.i 46 t tha Rolf Armstrong, PE wf = 1.4625. in kf:= 0.43 Xf = 0.674 Pf = 0.9994 be = 1.4616. in ww = 1.425. in %w = 0.6567 pw = 1.0126 he = 1.425• in Ae = 0.2165. in2 Pn = 2914lb Pa = 1518lb Pcrx = 10052.31 lb Per = 10052.31 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.. 20 ',ECLIPSE ENGINEERING VS PINK #1449 9/22/2017 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•lb 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 := Age — [ta• (0.375. in)] = 0.0656• int Fyp := 36• ksi La := 1.375• in Oa. tat Se := 6 - — 0.0012• in3 fb := S = 32• ksi e fb — = 0.988 MUST BE LESS THAN 1.00 Fb Age := ba. to = 0.0938• int Limiting Tensile Strength of Clip: Tcmaxt, := min[(0.90. Fyp• Age), (0.75. Fup• Aec)] = 3037.5 lb if(T�max� > Tstnax� , "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) - its := 3.00 Specified Tensile Stress of Clip & Post , Respectively Fui := 51ksi Diameter of Screw - des := 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 \l (1 II 4.2• F,24 d„. ts23 2.7• Fur dss• ts1 2.7• Fut• dss• ts2 %) = 22001b Stu := 2.35 Fu2:= 51ksi Double Screw - ASD Pnd := 2• Pns = 4400 lb Pns Pnd Pas:= — = 733.3 lb Pad := — = 1466.5lb Sts SZs 21 ECLIPSE ENGINEERING VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL): Note: Values obtained from 'Scafco' tabels using an 0 = 3.00 Single Screw -ASD Double Screw- ASD Allowable Tensions, Pullout - Tsst := 2271b Tsdt 2• Tsst = 454 lb Allowable Tensions, Pullover - Tssv:= 6561b Tsdv 2* Tssv = 13121b Allowable Shear - Vss := 600Ib Vsd := 2. Vss = 1200lb 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 := 1107.1b Allowable Shear Force - Vas := 1466.1b Double Anchor - LRFD Ref Attached 'HILTI' Tad := 2149.1b PROF IS calcs for V&TValues Vad := 2055. lb_ 5 3 DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Allowable Tension Force - Allowable Shear Force - Single Screw -ASD "Iasi Tssv = 656lb Vast:= min(Vss, Pas) = 600 lb Double Screw - ASD Tas2:= Tsdv = 13121b 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) - tsmax4." + Vsmax4' 1C = 0.02 Tas ) Vas ) u Vsmax; + 0.71 TsTnax) — 0.13 1.10. n2 Va . Ta' . s S1 8 ) Wall Supported < 1.00 Shear Loading OKAY (Single Anchor) - lT'1S i`Vdnfa%f1 . ' 0,43.. Tads ) . Vita )i < 1.00 OKAY Tension Pullout (Single Screw) - Wall Supported < 1.00 Shear Loading OKAY (DoubleAnchor)- u VcIalw Ydmex. I • + 0.71. - 0.13. 1°.101A6 Vast, has?' ) <1.00 OKAY smax; _ 0.25 Tsst "S7r Vdmaxq 0.16: Tension Pullout (Double Screw)- Tdmax ._ 0.25 -Tsdt < 1.00 OKAY <1.00 OKAY < 1.00 OKAY < 1.00 OKAY 22 ECLIPSE ENGINEERING VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T := 2• Vdmax = 301.47 lb Connection from Shelf to Carriage =1/4" diameter bolt through 14ga. steel: Capacity of 1/4" diam. screw in 14 ga. steel - Z := 715.1b 1/4' Boftsgare,Ad quays'-„/�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 : _ Tr- br• (0.094• in) • cos(45• deg) = 0.052• in tip Rod Air: _ — 0.049• in2 4 Stress on Weld Connection - Ratios of fw to Fy & fr to Fy: fw := A = 5.7748• ksi w fw = 0.1604 fr = 0.1706 Fy Fy Width of Anti -tip Flange - Bending Moment on Leg - Bending Stress on Leg - Width of Anti -Tip track - Spacing of Bolts - Stress on rbd - fw. fr := A = 6.1415• ksi r 0.275 The stress on the bolt head is less than the weld and material capacity. 0.3i(70.ksi) 0.85. ba — br La :_ — 0.083. in Tension Force per Flange leg - Ti := 0.5.T 2 TI• La Mi := 2 — 0.523 ft. lb MI fb:= S— = 9.485• ksi L:= 5.1. in Sib := 22.5. in Design Moment on Track - T. Sib for continuous track section M 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 - bay ta7 Si.— 6 — 0.001.in3 'fir • MUST BE —0.31 Fy < 1.0 I Thickness of Aluminum Track (average thickness)- tt:= 0.33 in Section Modulus of Track - Bending Stress on Track - Ratio of Allowable Loads - .7'dmazao` ` 035 Test Ltt2 St:= — = 0.093.in3 6 fba:= S=9.16•ksi r ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 23 ECLI PSE ENGINEERING VS PINK #1449 9/22/2017 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 = 7 Total Weight on Rack - Seismic Force at top and bottom- zb := z + ht zb = 10 ft 0•4" ati• Sos, ( zb Vt:_ 1 + 2.— Vt = 0.486 Rp hr ) Ip := 0.3• Sps• Ip = 0.292 Vtmax 1.6• Sias. Ip = 1.555 Vt:= min(max(Vtmin, Vt), Vtmax) = 0.486 Weight per Shelf- Wt1 = 170 lb WT:= 4. (Pd + 0.67• P1) WT = 551.781b 0.7. Vt• WT Tv := Tv = 93.86 lb 2 Connection at Top=: Standard Stud Spacing - Stud := .16• in Width of Rack - Number of Connection Points on each rack- No:- iiiaxrr2. floor --v-t.1—))1— 2. L Sstud ))J Capacity per inch of embedment into wood Nailer - For Steel Studs: Ws:= 135. Ib in w=3.5ft Force on each connection point - TV Fc := = 46.931b N, Required Embedment Depth - Pullout Capacity for #10 Screw Ratio of Allowable Loads in 20 ga studs (per Scafco) - T20 : = 84. lb for screws into walls - Connection at Bottom: Ratio of Allowable Loads for anchors into slab - f3'' Tv, MUST BE < 1.0 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 ECLI PS E ENGINEERING VS PINK #1449 9/22/2017 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)? Nu := 2 6 -SH LEF UNITS Total Height of Shelving Unit- ht:= 10.00. ft plf := Ib ft 1 Width of Shelving Unit - w := 3.50. ft psf := lb. ft— 2 Depth of Shelving Unit- d := Nu•(2.00•ft) = 4ft pcf:= lb. ft— 3 Number of Shelves - N := 6 kips := 1000• lb 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 - Load on Shelf- on Shelf - Wtj :=- Nu. (100. lb) = 200 lb LLj •= wh = 14.2857• psf w. d LL := LLi = 14.2857• psf DL := 2.50• psf 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 ofLPost : 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 - R, := 0.188. in Post Thickness (14 Gauge) - 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 - S, := 0.0396. in3 Sy := 0.0396. in3 Moment of Inertia in x and y - lx := 0.0406. in4 Iy := 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 = 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 WIN. d.N Wp := psteel• Apf• ht = 7.66 lb Pd := + WP = 33.91 lb P1:— = 1501b 4. Nu 4..N( Total Vertical Load on Post - Pp := Pd + Pt = 184 lb PpE := Pd + 0.67• Pt = 134 lb 25 5 EC :. LI PS E VS PINK #1449 9/22/2017 ENGINEERING TUKWILA, WA Rolf Armstrong, PE Floor Load Calculations : Weight of Mobile Carriage: W0 := 40• lb Total Load on Each Unit: W := Na.4• Pp + W0 = 1511.25lb Area of Each Shelf Unit: Au := w• (d + 6• in) = 15.75 ft2 Floor Load under Shelf: PSF = VU,' _ 96- psi 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 - BRC:= 2 Importance Factor - l = 1.0 Determine Ss and Si from maps - ISs = 1.458 151.-='0.544 Determine the Site Class - SSC:. "D" Determine Fa and Fv - Fa = 1.000 Fv = 1.500 Determine Sos and SDI._ Sos -= FfiS � --A.972 Sof :_ .=-0.544 E Seismic Design Category - Structural System - Section ASCE-7 Sections 13.3.1015.5.3.4.: 4. Steel Storage Racks R := 4.0 Rp:= R Total Vertical DL Load on Shelf - W Wd:= DL•w•d+ N„•4• Np =45lb 1SDC = it Seismic Analysis Procedure per ASCE-7 Sections 13.3.1015.5.3.4: 1/0:= 2 ap.= 2.5 Total Vertical LL Load on Shelf - Cd:= 3.5 1p := 1.0 W1:= LL•w•d = 2001b r Average Roof Height- hr := 20.0• ft Height of Rack Attachment - z := 0• ft Grow dFflroundfoor) 0.4 ap• Sos " z Seismic Base Shear Factor- Vt:= 1 + 2 —1= 0.243 Rp hr) Shear Factor Boundaries - Seismic Coefficient - Overstrengh Factor - Ip Vtmin 0.3• Sin - 1p = 0.292 t:= Mill(rltaX(,Vinpn ` VT Vtmax 1.6• Sin- Ip = 1.555 0.92 SZ := 2.0 NOTE: By ASCE 7-10 Section 13.3.1, C2 does not apply for vertically cantilevered architectural systems. 26 , ECU PSE ENGINEERING Seismic Loads Continued : VS PINK #1449 912212017 TUKWILA, WA Rolf Armstrong, PE ASD LIED For ASD, Shear may be reduced - VP := 0.7• Vt = 0.204 Vp, := Vt = 0.292 Seismic DL Base Shear - Vtd := V• Wd N = 55.37 lb Vtd4 := Vpp• Wd• N = 79.1 Ib DL Force per Shelf : Fd := Vp• Wd = 9.23 lb Fd4 := Vp4• Wd = 13.18 lb Seismic LL Base Shear- V11:= Vp• W1. N = 244.941b V114 := Vp4• W1. N = 349.921b LL Force per Shelf : F1:= Vp• W1= 40.82 lb F14 := Vpd,• W1= 58.32 lb 0.67 " LL Force per Shelf F1.67:= 0.67. Vp. W1 = 27.351b F1.674 := 0.67• Vp4• W1 = 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+ 2.0.5+ 3.0•S+ 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= 5376.25 ft. lb Vtd + 0.67.Vt1= 219.481b V14 := Vtd4 + 0.67•V114 = 313.541b Vertical Distribution Factors for Each Shelf - Wti3O.'S.+ W1:0.67 0.0 S W� 1.0• S -17 WI' 0:67.1.0 S C1:= M - 0.000 c2:- = 0.067 i MI F1:= Ci. (Vi.) = 0.00 F14 := Ci. (V14) = 0.00 F2:= C201) = 14.63 lb F24 := C2•(V14) = 20.90 lb Wd•2.0. + W1.0.67.2.0•S Wd.3.0•S+ W0.67.3.0 S C3:= _ = 0.133 C4:- = 0.200 M1 M� F3:= C3•(V1) = 29.261b F34:= C3•(V14) = 41.811b F4:= C4•(V1) = 43.901b F44:= C4•(V14) = 62.711b Ilk .4.0,S + W1.0.67.4.0• S W4.5.0. S -1 Wl• 0.67.5.0• S C5:=M1M = 0.267 C6:-= 0.333 t F5:= C5•(4) = 58.531b F54, := C5•(V14,) = 83.611b F6:= C6•(V1) = 73.16lb F64:= C6•(V14) = 104.51 lb C1 + C2 + C3 + C4 + C5 + C6 = 1 Coefficients Should total 1.0 27 ECU , ENGIN €ERIN G Force Distribution Continued : Condition #2: Top Sheff Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Total Base Shear - VS PINK #1449 912212017 TUKWILA, WA Rolf Armstrong, PE Mta:= H•Wd + (N — 1)•S• = 3356ft•Ib V2 := Vtd + Ft = 961b Vat, := Vtds + Flo = 137 lb Wd• 0.0 S + 0 Wj• 0.0.8 'MI' 1..0• S + 0. S Cla: — 0 C2a;= 0.027 Mta Mla Fla Cia'(V2) = 0 Flab := Cla•(V20) = 0 Cla + C2a + C3a + C4a + C5a + Cea = 1 Fla C2a' (V2) = 2.6 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(Vl, 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 fh, —,= 0,42'' F2a4, := C2a. (V20) = 3.7lb Ma fbx := S = 8.31• ksi x MUST BE LESS THAN 1.0 28 egECLIPSE ENGINEERING J VS PINK #1449 9/22/2017 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. Vo1:=V1–F1=2191b Vola := V2 – Fla = 96lb Vol := Vo1 – F2 = 205 lb Vo3 := Vo2 – F3 = 1761b Vola VAia – F2a = 941b max V V S3 Ol .– 1 (a7:, a1a' – 0.0268. in Nu•4 12•E.Is 'a := 0.05• ht = 6• in Ot : _ + 02 + 03 + + 05 + O6 = 0.0984• in = 894.08 Ol Vp3a VA2a – F3a = 88lb max(V V � S3 D2 1 > Ota • – 0.025• in Nu. 4 12• E. IX :if(Ot < da, "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 fv:= =4.47•ksi A, Ms s – 219.48 lb 1.5• in A, := 2 dr •'IT – 0.0491. in2 4 Ultimate Stress on Rivet Omega Factor (SAE C1006 Steel) - Fur := 47.9ksi ,- All owat3le Stress 0..563• Fig Ra66 ofAllbwable / I f„ Fvr :_ – 13.48• ksi — = 0.33 on: Rivet - $74,Ultimate: Stress - I Fvt RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST (ASD) - r 2.0 MUST BE LESS THAN 1.0 Seismic Uplift on Shelves : Seismic Vertical Component: E,,:= 0.2•Sips. (DL + LL) •w•d=45.681b Note: since uplift load. Net Uplift Load on Note: This Vertical Dead :_ (DL + LL • w• d = 235.00lb Load of Shelf: ) the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Shelf: Fu := E – 0.6• D F„ = –95.32 lb uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: N0:= 4 Uplift Force per Corner: Fu Fac:= Ns Fac = –23.83 lb OTE: Since the uplift force is negative, a Mechanicalconnecfion is not required. 29 FCLI ENGINEERING VS PINK #1449 9122/2017 TUKWILA, WA STEEL STORAGE GE 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= loft d=oft N=6 htpp : = ht = 10 ft Width of Shelving Unit - w = 3.5 ft WORST CASE Vertical Shelf Spacing - Height to Shelf Center of G - From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases: Ma := F1.0.0. S + F2.1.0• S + F3.2.0• S + F4 3.0• S + F5.4.0• S + Fs. 5.0• S Mb:= 0 Mad, := F1d, 0.0•S+ F24.1.0•S+ F34•2.0•S+ F44,•3.0•S+ F54,•4.0•S+ F64•5.0•S Mbcp := 0 ASD Moments - LRFD Moments - Rolf Armstrong, PE S = 24. in he (N + :- 1) S = 7ft 2 For Screws -ARO Weight of Rack and 67% of LL - W1:= N•(0.6 - 0.14. Sps).(Wd + 0.67.W1) = 498.83 lb Overturning Rack and 67% of LL - Seismic Rack and 67% of LL Tension & Shear - M1:= Ma + Mb = 1609.52ft• Ib 1 (M1 W 1 T1:= 1= 76.48 lb 2 d 2 ) V1 = 219.48 lb Weight of Rack and 100% Top Shelf - W2 := (0.6 - 0.14• Sps)•(Wd• N + w1) = 218.62lb Overturning Rack and 100% Top Shelf - Seismic Rack and 100% of LL Tension & Shear- For.Anchors-LIED W1d, := N.(0.9 - 0.2. Sps)•(Wd + 0.67. W1) = 758.70 lb M14, := Mai + Mbd, = 2299.31ft. lb 1(M14. W14,I T14, := - 2 • ` d - - 2 ) = 97.74 lb V10 = 313.54 lb M2 := Vtd• he + Fi• htop = 795.81ft. lb (M2W2) T2 := 2 2 • �- 2) = 44.821b V2 = 96.19 lb Force on Column Screws & Anchors: Tension Single - Shear Single - Tension Double - Shear Double - Wap := (0.9 - 0.2• Sps)•(Wd• N + = 332.51 lb M24 := Vtdd,• he + Fid,• htop = 1136.88 ft. lb /M W T24, := 2 d� - 2�) = 58.981b V24, = 137.42 lb TE:= max(T1, T2, 0.10 = 761b ( Vl V2 0.1b = 54.871b Tsmax:= max 4 4 � ) Vsmax:= max(T1, T2, 0•Ib) = 76.48 lb Tdmax 2. Tama), = 109.74lb Vdmax 2' Vs„ = 152.971b Tsmao := max(Tld, , T24, 0.1b) = 97.741b Vsmao := max(Vl� , V2¢) = 78.391b 4 4 ) Tdmax4 2• Tsmax4, = 195lb Vdmaxd, 2• Vsmax4 = 156.77 lb 30 ECLI P: ENGINEERING VS PINK #1449 9/22/2017 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 71'2' E. CIOX r KSi:' LX. - rrx ) t (1102. bic2 1c2"b102 4• Ix Distance From CL Web to x0 := 0.649• in — 0.5. t Centroid - Distance From Shear Center xe := x0 + e0 to Centroid - re := 1 rx2 + ry2 + x02 Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - J:= 3 (2- t3 + d1• t3) t bt:•:di '3 b1 t -t= 2-44) qw 12 6 b1;t+ dj^t ). 1- E Cv�� 6t:= .G,J-+ Ap,• re2 t< Lt}2 j. x6)2 [(cox tP I) — ��ex + at)2 — 4• O. vex' Elastic Flexural Buckling Stress- F, := if(Fet < 0'ex> Fete °ex) / Allowable Compressive Stress - F, := if Fe > Fy, Fy• 1 — Fy , FJ' 2 4•Fei i Factor of Safety for Axial Comp. - Qex = 49.95. ksi e, = 1.9043• in x� = 0.6115. in xo=2.5158•in re = 2.6287. in J = 0.00063. in4 CW = 0.0339. in6 G := 11300• ksi vt = 13.611• ksi = 0.0841 Fet = 10.8522. ksi Fe = 10.8522• ksi F, = 10.8522• ksi Ste := 1.92 31 ECLIPSE ENGINEERING VS PINK #1449 9/22/2017 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 - Flange Slenderness Factor - Effective Flange Width - Determine Effective Width of Web: Flat width of Web - 1.052 wr Fn Af.- � t E r 0.221 1 Pr:= 1 %f ) %f be := if(Xf > 0.673, Pf` wf, vi/f) Ww:= d1—t Web Plate Buckling Coefficient- kw:= 0.43 Web Slenderness Factor - Xw: Effective Web Width - Effective Column Area - Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses - Magnification Factor - Combined Stresses: pP. t; ?11z +- — 053: Pa Fh: W 0.221 1 Pw:= 1 — Xw ) %w he := if(xw > 0.673, Pw• ww' ww) A8 := t•(he + be) P, := Ae•Fn Pn Pa. 0 nz• E l,x (K8.L)2 Pcr:.= Prrx:: (p'Pn1 1 — — 0.949 Pcr ) kf:= 0.43 Xf = 0.6052 pf = 1.0517 be = 1.4625• in ww = 1.425• in %w = 0.5897 pw = 1.0632 he = 1.425• in Ae = 0.2166. in2 Pn = 2350 lb Pa = 12241b Pcrx = 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 4ECLIPSE ENGINEER ING VS PINK #1449 9/22/2017 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•lb 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: ABC := Ag, — rta • (0.375. in)] = 0.0656• in2 Fyp := 36• ksi La := 1.375• in b'a• ta2. Se :_ — 0.0012• in3 6 fb := M = 32• ksi Se fb — = 0.988 MUST BE LESS THAN 1.00 Fb Agc := ba• to = 0.0938. in2 Limiting Tensile Strength of Clip: Tcmax(p minr(0.90• Fyp• Agc), (0.75• Fup• AeC)1 = 3037.5 lb if(Tcmax,p > Tsmax4, , "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)- Sts := 3.00 Specified Tensile Stress of Clip 0 Post , Respectively - Fur = 51ksi Diameter of Screw - dss := 0.25in 14 GA Clip Thickness - tS1:= 0.075in 14 GA Post Thickness - ts2 := 0.075in Nominal Bearing Strength - Single Screw -,ASD (AISI C -E4.3-3) Pns := min Allowable Bearing Strength - ( 3)1 4.2 Fez` Id ss`ts2` 2.7• Fur dss' ls1 2.7. Fut` dss" ts2 Pas :_ —s = 733.31b 2200 lb Stu := 2.35 Fu2:= 51ksi Double Screw - ASD Pnd := 2• Pns = 4400 lb Pad := S— td = 1466.5lb 33 ECLIPSE ENGINEERING VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/41 SCREW IN 14 GA STEEL): Note: Values obtained from 'Scafco' tabels using an 0 = 3.00 Allowable Tensions, Pullout - Single Screw - ASD Tsst := 2271b Allowable Tensions, Pullover - Tssv:= 6561b Double Screw - ASD Tsdt := 2. Tsst = 454 lb Tsdv:= 2.Tssv= 13121b Allowable Shear - Vss := 600lb 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. Ref Attached 'Scafco' Table for V G T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 3", MIN., HILTI KB—TZ WITH 2" EMBEDMENT): Allowable Tension Force - Single Anchor - LRFD Tas := 1107.1b Allowable Shear Force - Vas := 1466.1b Double Anchor - LRFD Tad:= 2149.Ib Ref Attached 'HILT!' PROFIS calcs for V6TValues Vad := 2055. lb5 C_ 3 DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Allowable Tension Force - Single Screw - ASD Tasl Ts„ = 6561b Allowable Shear Force - Vas1:= min(Vss, Pas) = 600 lb Double Screw - ASD Tas2:= Tsdv = 13121b 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) - T'sm'axih�S� Vsmax� 1( = 0.03 T65. )' Vas ); Wall Supported < 1.00 Shear Loading OKAY (Single Anchor) - Za Vsmax + 0.71. Tsmax 1= 0.13 1.10• its Vasi:. Tas2. ) �Tdmax ,:•1( + dm®3-(' _ 0.03 t Td ) , Yad ) <1.00 OKAY 51�smax- _ 0.11 <1.00 Vas Tension Pullout (Single Screw) - Wall SupportedtrV,•. < 1.00 Shear Loading J*'am1— 0.15 < 1.00 OKAY (Double Anchor) - Vad OKAY OKAY <1.00 OKAY Slu 'Vamixx+ TpmAz; Combined Loading - + 0.71• , — 0.13 < 1.00 (Double Screw)- ,`1''10'S1s Vast, Tali, ). - 5 OKAY Tension Pullout (Double Screw)- Tdmax Tsdt — 0.24 < 1.00 OKAY 34 ECLJPSE ENGINEERING VS PINK #1449 9/22/2017 TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T := 2. Vdmax = 305.93 lb Connection from Shelf to Carriage =114" diameter bolt through 14ga. steel: Capacity of 1/4" di am. screw in 14 ga. steel - 2c := 715. lb ET -41'Z, ,f"(5i4!'t3olt.§are Adequate" "No,GoodO= 12) 1/4t' Bolts°are Adegua a"' 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 :_ rr. br. (0.094 in) cos(45.deg) = 0.052 in tip Rod- Air – 0.049• in2 4 Stress on Weld fW := T = 5.8603. ksi Stress on T Connection - Aw rod - fr := = 6.2324• ksi Ar Ratios of fW to Fy fw fr fw. — = 0.1628 — = 0.17310.2791 The stress on the bolt head, is less 8 fr to Fy: Fy Fy 0.3• (70, ksi) than the weld and material capacity.. 0.85• ba br Width of Anti -tip Flange - La :_ - – 0.083• in Tension Force per Flange leg - Ti := 0.5. T 2 Ti. La Bending Moment on Leg- M1:= – 0.531 ft. lb 2 M Bending Stress on Leg - fb :_ - = 9.625• ksi SI Width of Anti -Tip track - L := 5.1. in Spacing of Bolts - Stb : = 22.5• in Design Moment on Track- T. Stb for continuous track section M :_ Allowable Stress of Aluminum - 8 Fb:= 21.ksi Ratio of Allowable Loads (Single Anchor) - for continuous track section Section Modulus of Leg - Ratio of Allowable Loads - ba• ta` SI :– = 0.001• in3 6 €� 03 MUST BE U35,FyA < 1.0 Thickness of Aluminum Track (average thickness)- tt:= 0.33 in Section Modulus of Track - Bending Stress on Track - Ratio of Allowable Loads - Z�:1df17affr – 0:35 L. tt2 3 St :_ — = 0.093• in 6 fba := — S = 9.295• ksi St ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 35 IECLIPSE ENGINEERING VS PINK #1449 9/22/2017 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 - Zb:=z+ht Zb=10ft 0,4• ap• SDs 431 Vt. —. • 1+2•— Vt=0.486 Rp hr i Ip Shear Factor Boundaries - Vimin 0.3• Sps• Ip = 0.292 Vtmax := 1.6• Sips. 1p = 1.555 Seismic Coefficient - Vt:= min(max(Vtmin, Vt), Vtmax) = 0.486 Number of Shelves - N = 6 Weight per Shelf- Wti = 200 lb Total Weight on Rack- WT:= 4•(Pd + 0.67• P1) WT = 537.631b 0.7• V. WT Seismic Force at top and bottom - T„ :,= - T„ = 91.45 lb 2 Connection at Top: Standard Stud Spacing - Sstud 16. in Width of Rack - w = 3.5 ft Number of Connection Points on each rack- Force on each connection point - N0:= max[2, (floor(—w )11= 2 LL stud) J� Capacity per inch of Ib embedment into wood Nailer- Ws 135 — in For Steel Studs: Pullout Capacity for #10 Screw in 20 ga studs (per Scafco) - Connection at Bottom: Ratio of Allowable Loads for anchors into slab - T20:= 84. lb 0'.13' Tv Fs:= = 45.73 lb Ns Required Embedment Depth - Ratio of Allowable Loads for screws into walls - MUST BE < 1.0 Vic' ='.0'54 .T.2Q 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 MUMS 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 t QEi! trV ----,7 `. So tli .FLD KIK! '� ©I1 TL I t. c, i).. RE TO?4 ! . I ssaquatl l'\i N..„Av 411 PORT" Bull 111!1 NA1 n' ton40 .----....-1h1...;- SEAIiLsit , If rAco mA /rift i AVM' (//,I Maple Valley I' Cies I'1�1ioin es, �' fir- '1\ j'K e t ,. r . _ 1.4_ _ _ ,6 ovinaeon V shor USGS-Provided Output S5 = 1.458 g S1 = 0.544 g SMS = 1.458 g SMI = 0.816 g S05 = 0.972 g Sot = 0.544 g 1 Hot Co/ For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document, 1.W 134 I. 1.20 1.05 -a ase 0.7s ac° Q45 ase C115 nm aW av CltO acn aao 1.W 120 1.40 len ICO zti) Pertod. T (sec) (MER Response Spectrum Design Response Spectrum aW OW ata a4a -- I I I -i I I aru O. t() 1.51 Period. T (sec) 1 W VA Lill lou 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 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 (Mils) Design F Thickness Yield (ksi) Fu Tensile (ksi) Allowable Screw Conne #6 Screw (Pss = 643 lbs, Pts = 419 lbs) 0.138" dla, 0.272", Head 18 0.0188 33 33. 27 33 43 4 97 118 0.0283 0.0346 0.0451 0.0566. 0.07 3 0.1017 0.1242 33 33 33 45 33 45 33 45 45 33 45 33 45 Shear Pull -Out Pull -Over 44 24 84 82 37 127 54 68 97 118 0.0566 0.0713 0.1017 0.1242 50 65 50 65 50 65 50 65 151 214 214 4 214 .214 214 214 214 214 61 79 100 12 140 140 140 140 140 140 140 140 140 40 140 140 140 140 140 140 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. #8 Screw (Pee= 1278 lbs, Pts = 586 lbs) 0.164" dla, 0.272' Head Shear Pull -Out Pull -Ove 48 29 84 89 43 127 164 244 344 426 426 426 426 426 426 426 72 94 118 195 195 171 195 195 195 195 195 195 95 195 195 195 195 195 195 lion Capacity (Pss=1644lbs, 0.190" I Shear #10 Screw Pts =1158 dia, 0.340" Pull -Out (lbs) ibs) Head Pull -Ove ®® 33 50 105 159 177 84 265 263 109 345 370` 7 3:6 5 3 _. 1 386 548 246 386 548 301 _ 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 lbs, Pts = 2325 ibs) 0.216" dia, 0.340" Head Shear Pull -Out Pull -Over Y." Screw (Pss= 3048 lbs, Pts = 3201 ibs) 0.250' dia, 0.409" Head Shear Pull -Out Pull -Over 55 38 105 60 44 127 102 57 159 110 66 191 188 95 265 203 110 318 280 124 345 302 144 415 394 156 -4 3 '2 180 521 55 6 545 0 7 777 280 775 1,016 324 936 777 342r 775 1,016 396 1,067 569 777 777 777 225 284 405 494 625 775 775 775 613 261 752 866 328 948 1,016 468 1,067 1,016 572 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. 'Weld capacity for material thickness greater than 0.10"requires engineering judgment to determine /eg of welds, WI and W2. Allowable Weld Capacity (lbs / in) Thickness Design Thickness Fy eid Yi(Mlle) (ksi) Fu Tensile (ksi) Longitudinal Fillet Welds Transverse Flare Groove Longitudinal Welds Transverse 43 54 66 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 /eg of welds, WI and W2. www.hlltt.us Profis Anchor 2.7i Company: Specifier. Address: Phone I Fax: E -Mai: ECLIPSE ENGINEERING, INC. 376 SW Bluff Dr.. Suite 6 541-389-96591 Page: Project: Sub-ProjectI Pos. No.: Date: 4/25/2017 Specifiers comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Wild: Proof Stand-off installation: Profle: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] Kwik Bolt TZ - CS 3/8 (2) nit = 2.000 in.. h„„, = 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 probe cracked concrete, 2500, r‘' = 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 (0.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) cit y— Input data and resells must heti Necked for ageaee,anl Mtn me existing co,deeco a,d for duusienn+. PROR5 Anchor (c 12003-2009 Hit AG, FL -949d Schram Hili is a registered Trademark of Hili Au ,Schwan www.hllti.us _.. Profis Anchor 2.7.2 Company: Specifier: Address: Phone I Fax: E -Mai: ECLIPSE ENGINEERING. INC. 376 SW Bluff Dr.. Suite 8 541-389-96591 Page: Project: Sub -Project I Pos. No.; Dale: 2 4/25/2017 2 Proof I Utilization (Governing Cases) Loading Tensian Shear Proof ?cncut, Stfnegth Steel Strength Loading .Cambirraf terdiervand Theattends Design values [Ib] Load Capaetiy 500- 4107 300 1466 Ps Ps 11452' :a.as 3 Warnings • Reuse consider al details and hints/wamings given in the detailed report! Utilization Ost'at[i] 40l Status CO( -/21 OK 4 Utilization Psrv,t�43.' Status 343 - 3e. — 'OK 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 Hiti products and ere based on the principles, formulas and security regulations in accordance with Hlt'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 Hill product The results of the catcdations carried out by means of the Software are based essentially on the data you put in. Therefore. you bear the sole responsiblity for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance wth applicable norms and permits, prior to using them for your specific facilty. 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 Al 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 Hiti on a regular basis. If you do not use the AuloUpdate 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 Hlli Website. Hiti iv', 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 date and res ills most be c.rxkad fir agreement Mer the existing conditions and for dausmllty! PRORS Anchor (e )2003-2009 Me AG. FL9641 Sdoan mli is a registered Trademark of Hlli AG„ Smaan eewm,hthi:us: 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 1 Fax: 541-389-9659 1 Date: E -Mai: 4/25/2017 Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) VYf Effective embedment depth: tlfd = 2000 in, h,„,n = 2.313 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: eb = 0.000 in. (no standoff); t = 0.074 in. Anchor plate: Ir x Ir x 1= 3.000 in. x 7.000 in. x0.074 in.; (Recommended plate thickness: not calculated Profie: no profile Base material: cracked concrete, 2500,1: = 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, 0, E, or F) Tension load: yes (0.3.3.4.3 (b)) Shear load: yes (3.3.3.5.3 (a)) Geometry ]in.] 8, Loading [Ib, [nib] Z Input data ma rove: rust be docked for agreement Val Me whew erudition and for rearalbldy! PROFIS Anchor( c 12003.2009 err AG. FL -9491 Schoen vitae registered Trademark of Hlti AG.Schwan www.hll0_us 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: 2 4/25/2017 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PM / 9v j%] Status Tension Shear Concrete Breakout Strength Concrete edge failure in direction x+ 800 2149 38/- OK 400 2055 •/20 OK Loading . ]ta ftp 4 Utilization p�y [.57" Status Ccmbtned tendon and sheaf bait 4375. mos a13 •211: CK 3 Warnings • Reese consider a1 details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hiti products and are based on the principes. fornulas and security regaations in accordance with Hat's technical directions and operating, mounting and assemtly instructions, etc., that must be strictly complied with by the user. At 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 responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. • f to-csfer; you boor solo ronponaibrlity farhaving the restlltra) f5 COcOatfon checitod brat seared by an expert, partictrtady Wait regilld to compt-•rite with ppficjble nxms•and months, prior to uoiag them ttrryatiir;specific fealty: The Software serves oNy as -an tIteto.interpred 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 Hifi an 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 Heti Website. Hili wit not be liable far consequences, such as the recovery of lost or damaged data or programs, arising from a capable breach of duty by you. Input data and faults must be crocked ler o5reerwnt we, IM. necuts condrllom and for dauelWlty! PROFIS Anchor ( c)2903-2009 HU AG FL -9494 Sehoan Mb is a rgalerrd Trademark or MS AG, Schwan a Shelving Elevations F3 -120" High Folded Stationary and Mobile 42" x 24" 13 Shelves, 13 Openings Starter Unit Starter Unit Piece Part Breakdown QTY. Pipp Part/ LTD Part# 4 EUR-120-F11 71000431 26 D85 -2414-F11 71000413 26 DRS -4214-F11 71000518 12 GRID4224W 71000620 1 P84224 71001037 Adder Unit Adder Unit Piece Part Breakdown QTY Pipp Part # LTD Part# 2 ZTP-120-F11 71000432 26 DRS -2414-F11 71000413 26 DRS -4214-F11 71000518 12 GRID4224W 71000620 1 P64224 71001037 Shel`, Levels Spacing Front View AL1- �otco�i� I. vni Eight -Side -Up ... Side View P10p Mobile Storage Systems. Inc - Victoria's Secret Planning Guide - REV 10 - 07/17 13 Shelving Elevations F3- i 20"1-1 Folded -13 Shelve Shelving Elevations F4- 120"High Hanging Stationary and Mobile 42" x 24" 2 Shelves, 5 Hang Levels Starter Unit Starter Unit Piece Part Breakdown OTY Pipp Part # LTD Part# 4 EUR-96-F11 71000429 26 DRS -2414-F11 71000413 15 DRS -4214-F11 71000518 1 GRID4224W 71000620 1 P642.24 71001037 5 KITHB42V5 71000519 *Hangbars staggered at Levels 3, 4, 5, 8 and 9 Lett Side ttzng Lewes `r,,acing 3 1,20` 43• Adder Unit Adder Unit Piece Part Breakdown QTY. P_pp Part # LTD Part# 2 ZTP-96-F11 71000430 26 DR5-2414-F11 71000413 15 DRS -4214-F11 71000518 1 GRID4224W 71000620 1 PB4224 71001037 5 KITHB42VS 71000519 Kight 51d.e Support Yung Level Lc cI, 5pac:n3 Spaang 3- 7f1 8' t 34' 7,7 34 32. Front View AIi- bottom ie .L'Ae Cd ,C e,*t 5dde LIF -:.2n ^' r+ r Side View Pima Mobile Storage. Systems, inc. vlcterlas Secret P,lonnirli Guide - REI' I0 - 07/17 79 5helvina Elevations F.1- 120"H Hong inn -5 Hong Levels t iC 0 to co N a a k0 o G 0a 0 0 N N N N N aN m a N N P rn co N M a .n .0 0 ° a a a a a a EN N N N ..... I1LT"_J n$ T 4=IIn N N I /J / e o2n n � t \Jl 7u SRI 9 PERMIT COORD COPY fu PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0265 DATE: 10/02/17 PROJECT NAME: PINK STORE - REMOTE STOCK ROOM SITE ADDRESS: 2800 SOUTHCENTER MALL - S14 X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: kT A/c, 1O-1-1-41 Building Division Public Works C A-" C 0-1017 Fire Prevention1111 Planning Division I 1 Structural Permit Coordinator r PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/03/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/31/17 Approved C Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PINNACLE CONSTRUCTION IN CT Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of 4) Labor & Industries A -Z index Help My Ltd 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 License specialties GENERAL • License no. PINNACI941 K3 Effective — expiration 05/31/2006— 04/06/2019 Bond .........._.._ MERCHANTS BONDING CO (MUTUAL) Bond account no. WA16600 Active. Meets current requirements. $12,000.00 Received by L&I 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=PINNACI941 K3&SAW= 11/2/2017 PINNACLE CONSTRUCTION INC Lawsuits against the bond or savings No lawsuits against the bond or savings acc 1yy:s 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 workers' comp 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@Ini.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 Sr Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601744941 &LIC=PINNACI941 K3&SAW= 11/2/2017 SEP 2 2 2017 C) co It c5 z ct z W 40. t 14:cO WOO —J<0) < z git" 2 0 - I-1-1 Z E -- Z U -I 1.1J < atTC > 0 0 0 1— cr) 0 0 4b II if )1) CD w U) w CD w 5 w tx w w a w w CO U) CD w w CD w w U) a_ w z 0 co w 5 CL U) ft- < in Ix LILL n co —I z 17-09-162 09-22-2017 SHEET CEIVED F TUKWILA T02 N17 IIT CE NTER 74, \ 0; ) \\bt 1 v „ 0\'6' U -----,, 01‘ / , g pp \O‘ , ss*-e_c ,.. vo-- c'4 3/32" \1\ 0 , g 1 1 n ) I Oc' , 4, e(). , >g Iglu -.. 0 0. -e--) tilk - ... ta• I • # •C' 0 . ' Osik \-P o'k I:0 clSkG 0:2i -ID CP ci CI 1/4"0 x 1" SCREW v, 1‘ BASE CLIP 14 GA. ?),ir, 0 I.-- o i • •-•4..:.....--i.. .....• • : • a - ; '; . ---...:,:•... 4 ci 11 uj u..i z jj:, 0 (I g g '3 g , g ----1 /1 g 0 \\as * sdk0 7045../ c!) '' 1 '46 -LO, 1= BASE CLIP ii, 14 GA. 0 _i _. Ef, ra iC tu'l : • • • • . ; • ::. ' • :. • .. :44. • . ;! :a.: -. I.* • . . . . • • 4*, . ''. . ' : ; '-• U 0 11 g 1111 ZNI =-- GA. g - . • _11 41 - NI 1 • SG • "T" POST COL. B. PL. "L" ..) . '•-. \\ NI \ b' • POST COL. B. PL. Id1 ,.. 4fr 1/4"0 RIVET 14 GA. \\ 1/4"0 RIVET L -POST T -POST 2 -ANCHORS (SEE NOTE NO. 3) 1 -ANCHOR BASE PLATE (FIXED UNITS) . NOTE: THE SHELVING SHALL BE ATTACHED (SEE NOTE NO. 3). SHELVING LOAD SLAB = 100 psf ON ACI el 14 GA. 14 GA. DOUBLE RIVET DOUBLE RIVET LOW PROFILE . POST 0 "DRB" BEAM AT BASE OF UNITS r "DRBLP "DRBLP BEAM" g POST -REF. DTL 1 — .„/"...... g 4 t 4 14 GA x 1 1/2 x 1 1/2" TO THE EXISTING WALL STUDS AND CONCRETE SLAB. NO NEW STUDS OR EXISTING WALL COVER NOTE: A PLAQUE SHALL BE FURNISHED, NOT LESS THAN 50 SQUARE STUD WALLS ARE REQUIRED. EXISTING STUD WALL INCHES, WHICH STATES THAT THE STOCKROOM FINISHED SHALL BE MAINTAINED CLEAR AND DRY FOR PATH OF FOOTBRAKE. FLOOR 9 4 ANGLE CLIPS @ EA POST C ) ATTACH WITH (2) ... IIIIIIIIIIIIIIIIINWANIFIINNI 9 o 4 0 WITH (2) 1/4 TEK SCREWS 1/4-20 X 3/4" BOLTS ' < 4 ..„.„.. I (.....); IN TRACK ANTI TIP EMBED. PLAN VIEW - STEEL STUD WAL 1" THICK PLASTIC BRAKE SPACER 4 4 POST DTL 2 0 t #10 TEK SCREW AT EACH WALL STUD SHELF BEAM CORNER BRACE cos - tt 4 4 1*-4;,ssoOl'sc*- -REF. SHELVING POST CONNECTED TO CARRIAGE WITH (2)-1/4"0 TEK SCREWS PER POST • 0 4 4 4 4 t 4 4 4 ,4 . (0) GUI t .235 -TYP. -REF. DETAIL 2 0 • PRESS WITH FOOT 1 ' TO SET ••=7; - - -• PRESS WITH FOOT -- MIN. 1" il II0, -• EMBED. ' TO RELEASE- . : ir:7J1 = • PLAN VIEW - WOOD STUD WALL - EXISTING WALL - . .•SC34 . .2-:. • oL _ COVER FOOTBRAKE , 3•:. -.., RUBBER STOP RJBBER STOP t 1 EXISTING STUD WALL SCREWS t 0.500 Primaillo 0.600 c_ 0 0 ...TOP .1., t 1 1.500" t 0.27" 0.91" SHELVING illto 1 POST : ISTING STUD WALL = -• t 1) ITAT ANTI TRACK AsO CO t t -TIP EN — BOTTOM SCREWS SHELF .s*.- 100.25" BEAM IN. 1" EMBED. -REF. DETAIL 2 ..• 14 GA x 3" WIDE PLATE NOTE: USE L -POST 0031" 5.346 ill III INTO STUD WALL FRONT VIEW SIDE V REVIEWED FOR ODE COMPLIANCE W @ EA POST WITH (2)-1/4"0 TEK SCREWS ,,t, FOR (1) ROW OF UNITS. r- ;1116 .1 I, 1/2" THICK STEEL BLOCK NOTES: APPROVED . I THAT HOUSES ITAT BOLT - 1. CONTRACTOR SHALL FIELD VERIFY MINIMUM SIZE, SPACING, AND GAUGE OF EXISTING WALL STUDS. 2. CONTACT ENGINEER OF RECORD IF THERE ISA DISCREPANCY. 3. MINIMUM STEEL WALL STUD SIZE = 362S125-30 (3 -5/8'5c1 -1/4"x20 GA.). 4. MINIMUM WOOD WALL STUD SIZE = 2x4. 5. MAXIMUM WALL STUD SPACING =16" o.c. FOR STEEL OR WOOD STUDS. 6. MAXIMUM WALL STUD HEIGHT = 16'-0" ABOVE FINISHED FLOOR. . OCT i s 2017 M IQ , City of TUkwila s t.,. II ill k. , ' FOR STANDARD V -GROOVE V..,. a25" . _,- 6 ., S'C AND FLAT TRACKS ONLY: e 020" 10.49" 1 -ANCHOR AT MAX 22-1/2" 0.C. SEE GENERAL NOTE #3 1 NON-STRUCTURAL I o 1/4" 0 x 2" LONG 'HILTI' 24" MAX. i -TIP ANTI & GUIDE CONN. SLEEVE ANCHORS @ o.c., 11 — CARRIAGE AND TRACK ASSEMBLY 5 WALL CONNECTION (-0J FOOT BRAKE - - J SHELVING QUANTITIES: NOTES: EARTHQUAKE DESIGN DATA: NOTE INSTALLATION CONSISTS OF THE FOLLOWING •: ,, 111:11DIECII.7.11:11C111:40C4-101.11:7111:1171LIESIEWAM. ' '1,2 *. :-.1r, .ii-x-s.v.7cortraluirm.. .. .. .. •.icskirsormArilaLitwitx..w.unrit il ;;;-1i3&)-r; „1.ryii.t:::"Tiai4:7_,-" i ••' ettn,,,,ry,-17,,- at,,,,,,, oz&l,„-,1 C I 1 1) DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE IBC 2) STEEL FOR ANCHOR CLIPS SHALL BE ASTM A1018, STEEL FOR ASTM A1011-12 GR 36 (EXCEPT AS NOTED) 3) ALL ANCHORS ARE 3lir r x LONG, MIN., HILTI KWIK BOLT 17 0F2, OR APPROVED EQUAL (SPECIAL INSPECTION REQUIRED 4) THE EXISTING FLOOR = MIN. 4" THICK CONCRETE SLAB -ON -GRADE, BEARING CAPACITY OF 500 PSF MIN. 5) STORAGE SHELVING CAPACITY FOR 13 -SHELF UNITS = 35# PER LEVEL FOR 7 -SHELF UNITS = 85# PER LEVEL FOR 6 -SHELF UNITS = 100# PER LEVEL 6) ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING LOAD PER LEVEL 7) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE CURRENT 8) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC 10) SHELVING UNITS MAXIMUM "OUT-OF-PLUMBNESS" SHALL BE DRAWINGS AND CALCULATIONS 2015 EDITION a) Seismic Importance Factor, IE = 1.0 Building Risk Category II - Not open to the public ALL OTHER SHAPES IS Fy = 36 KSI, b) Mapped Spectral Response Accelerations, Ss = 1458 and 51 = 0544 (ESR -1917) WITH MIN. EMBEDMENT c) Site Class = D - REFERENCE SCHEDULE BELOW) d) Spectral Response Coefficients, 2500 PSI WITH A SOIL SDS = 0972 and SDI = 0.544 e) Seismic Design Category = D 0 Basic Seismic -Force -Resisting System(s) - Non -Building Structures Steel Storage Racks g) Design Base Shear = 230 lb = IN CONFORMITY WITH THIS h) Seismic Response Coefficient Vt 0 292 LOCATIONS A PERMANENT PLAQUE I) Response Modification Factors, R = 4.0 THE MAXIMUM PERMISSIBLE UNIT j) Importance Factor, Ip = 1.0 k) Analysis Procedure per ASCE 7-10, Sec. 1311 & RMI MH16.1 15.5.3.4 OF 18 INCHES BETWEEN THE TOP 0,500 INCH IN 10 FT. FIXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT • TOTAL LENGTH = 189 LINEAR FEET OF SHELVING ................. m... le plc. me ig,o14.4- tunbe r Rtzt.fr „," N4t-, iiteg '' ,X<:. V''' ,I,C'; r.",''' mo ' , NA.,_,I.t!': ...,.1j,_ i5r '.........1 SEPARATE PERMIT USE A FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES. • TOTAL AREA = 378 SQUARE FEET OF SHELVING REVISIONS4 :, ,.......- ......• ,i. - ...., — ffg i., ''' -i;4-i-115-...i. -17 ' 1 t IA ...3,B .....g.:1 4 ...-..................; • • 21s\\.41I sc't •; # ' ' - , 1 \ II \ All i': 31 g 3 3 ',41; ' 7.0.1J: RED FOR SHELVING UNITS SHALL BE MANUFACTURED BY THE TENNSCO CORPORATION, 1101 No changes shall he made to the scope 1" ' !: ' ' ,;„, - ‘'..,3 ""' , , 1. , h (;,) s i \ 11,^ % ; % 0) 1 WEST FIRST SHELVING UNIT CONFIGURATIONS MAY VARY FROM STREET, DICKSON, TN 37055. 614-446-8000 of work withotst prior approval of 3 -- -.! Pli 0,i12 0 1 0 0i i J1 I i 1 ' '1 I ,echanical LA -APPROVED FABRICATOR'S LICENSES = "FB02894", "FB02894-1", & "FB02894-2". ELEVATIONS SHOWN BELOW. REFERENCE THE SHELVING UNIT Tukwila Building Division. CUT SHEETS IN THE CALCULATION PACKET FOR THE SHELVING NOTE: Revisions will require a new plan submittal CONFIGURATIONS COVERED BY THIS SUBMITTAL. , 1, "I ,„-., I ti! I , j ,0 I . , - .1 ?.,4 ,,----- 1$/„, I ••: =1 r 1 , ' , i .4 . , i V r• . 71 ' ft 4 i• 1 at 1,,t I! NI 4.t, , . I 4'; "i' r n 4 s q _ , 1 , atlectrical &Plumbing UNIT and may include additional plan review fees • i i v.., '`,- ,c Cii..das Piping It; -- -- — - "-i -- 7 - - - -I - .'i .0 i -:r 0 1'1 . . VARIES VARIES VARIES VARIES itzaitic.ics."21r.:itar..x-kai en -2-..tuzyklunpult: 11..lux..eksire-wirkir.7.N.Srar tiiii..slortim:ficiciEtriaTtrormariur r'',, ‘-,‘‘, 1 City of Tukwila VARIES VARIES VARIES VARIES -REF. PLANS -REF. PLANS -REF. PLANS \ •'N \ - i BUILDING DIVISioN ,...._ -REF. PLANS -REF. PLANS -REF. PLANS , - ,,.__ 0 _ TYP. U.N.O. REMOTE STOCK R.00M FLOOR PLAN 1 ‘ \ \ ... — , 0 - - TYP. _0 lYP. U.N.O. 6i '..'‘ . TYP. U.N.O. P ..... -::.--t'n .1 ....._ . II 0 1 STATEMENT OF SPECIAL INSPECTION r 2440 1 .11 / :: i d I/4 ITAT TRACK i ,iikiii ,.. ,i. / ' iP;r: ', 4111 VERIFICATION AND INSPECTION CONTINUOUS PERIODIC STANDARD KWIK BOLT TZ INSPECTED BY v/i11, ,.0 ,- ' ,/' , p' to II m oil 'Lull 2442 11 : 1:;) I. 2 PY - / — g'S' -44666s/ 244 '. 1F — CONFIRM ANCHOR TYPE X HILTI TZ, 318" 0 x 3" LONG, MIN. - PER ICC -ES ESR -1917 SECTIONS 4.4 & 7.0, FIGURES 2 & 3 SPECIAL INSPECTOR / 10'-0", MAX. -- -RECEIVING '1111111111111f1 0.14. M pi, 110it N / I CONFIRM CONCRETE COMPRESSIVE STRENGTH X MINIMUM 2500 PSI 17 ....41Z-Z4/L2Z. 2 / 0 0 BTOC ' Plan CONFIRM CONCRETE 'THICKNESS X MINIMUM 4" THICK SLAB OR MINIMUM 3-1/4" CONCRETE SLAB OVER METAL DECKING 0 / 0 0 ' I I 104-LWAY 244 ., review eppro / ' 414 Cali t, / 244 '' of conetsuction . 'eV.11.4 HOLE DIAMETER x LENGTH X 3/8'0 X 2 5/8" LONG - PER ICC -ES ESR -1917 SECTION 4.4, TABLE 1A SPECIAL INSPECTOR . , = the 0 Za / / z r , 1-1----, - ---7"1-11 I I NM , 1 ' ' .AT n ?any dc A _ - 0 ccaoor •r .,,I. , ..„,,,, pt., .,.. CLEAN OUT OF HOLE I X BULB/BLOW OUT - PER ICC -ES ESR -1917 SECTIONS 4.3 & 4.4 SPECIAL INSPECTOR ;1 of 4 aPPrOVed F...,„ d „ , end • Fir 'OP, MINIMUM ANCHOR SPACING X 2 1/2' - PER ICC -ES ESR -1917 SECTION 4.4, TABLE 3 SPECIAL INSPECTOR L - -*-- * t fak atitsom --,' , i. f14 '; 40141 ill ',(",, ' 4,' , ." 11 0 I1'..1.;:• 0'4,1010%,,,,,CO, ____ IZIL___,„„„;, ' t BY: . MINIMUM EDGE DISTANCE X SECTION 4ATABLE 3 3 5/8* - PER ICC -ES ESR -1917 , SPECIAL INSPECTOR / ® ; VfAt111,0WMi I I / 0 0 0 / CI 0 j Date!1111111 o ANCHOR EMBEDMENT X 2' - PER ICC -ES ESR -1917 SECTION 4.4, TABLE 1, 3 SPECIAL INSPECTOR RE CITY C n illfilillilltall • ::•;..:•_•;.-,.....„.i S.....`..:•;: !•.:* `.:.4:1!'ne: •:. .1 ''.4'.:*:::t....'"' • i.• t 1.....i.:. .4.:'•:,-; re; ':i.,* ..'"'". i.• If •••::.;:.::.! ...•:!,...'4.:-`:.N....Y;':f1:.4 .:i•:.•:...$ IfiraiitatiCKE BACK -OF -STORE STOCK ROOM FLOOR PLAN TIGHTENING TORQUE X 25 FT -LBS - PER ICC -ES ESR -1917 SECTIONS & 4.4, TABLE 6 SPECIAL INSPECTOR .:...,,. .: 1.:::::•4: .., • .:;-- 2...:•!..-! %• ••:: ,t' . % ‘ City Of Tukwila4.3 WALL -SUPPORTED ; .. IP 1 e II . 04.,4, NOTE: INSPECTION TO BE COMPLETED BY A 3rd PARTY INSPECTOR. OC GENERAL NOTES casse. 4,4 FIXED SHELVING SIDE VIEW MOBILE SHELVING SIDE VIEW PARTIAL FLOOR PLANS & SHELVING RACK LAYOUTS C) co It c5 z ct z W 40. t 14:cO WOO —J<0) < z git" 2 0 - I-1-1 Z E -- Z U -I 1.1J < atTC > 0 0 0 1— cr) 0 0 4b II if )1) CD w U) w CD w 5 w tx w w a w w CO U) CD w w CD w w U) a_ w z 0 co w 5 CL U) ft- < in Ix LILL n co —I z 17-09-162 09-22-2017 SHEET CEIVED F TUKWILA T02 N17 IIT CE NTER