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Permit D19-0298 - NEWMAN TRADING COMPANY - STORAGE RACKS
NEWMAN TRADING COMPANY 1033 ANDOVER PARK E 019-0298 0 Parcel No: ��^�xx m��~���^°»^U "�U~� x�n Tukwila Department of Community Development 63VUG*uthcenterBoulevard, Suite #10U Tukwila, Washington 98188 Phone.IO6'4]1'367O Inspection Request Line: 206'438'9350 Web site: hup://w'ww.TukwUaVVA.nov DEVELOPMENT PERMIT 2623049019 Permit Number: D19'0298 Issue Date: 10/17/2019 Permit Expires On: 4/14/2020 Project Name: NEWMAN TRADING COMPANY Owner: Address: 9J3POVVELLAVE SVV#101'0ENTON' WA, 98057 Contact Person: Name: CHK|SUNG Address: 980O4nTHAVE S'S[ATTLE WA, 98118 Comue,tmn Name: Address: License No: Address: ENGINEERED PRODUCTS, APAP[[O 98OO4OTMAVE 5'5EATTLE WA, 98188 EmG|NPC931[O 1100 SVVl6THST-SUITE D'R[NTDN' WA, 98057 Phone: (200)394-3300 Expiration Date; 2/20/2021 DESCRIPTION OF WORK: INSTALL PALLET RACKING Project Valuation: $28,000I0 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: V8 Electrical Service Provided by: TUKVV|LA Fees Collected: $1,180.09 Occupancy per IBC: S-Z Water District: TUKVV|LA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 20152015 2015 2015 National Electrical Code: YYACities Electrical Code: VVAC296468: WA State Energy Code: 2017 20172017 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: Permit Center Authorized Signatur Volumes: Cut: 0 Fill: 0 Number: 0 No Date: /6 ''1 7-! c I hearby certify that I have read a d e ined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development pe p i4 andee to thficonditions attached to this permit. Signatur Print Name: Date: 0'9(0 f This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 8: VALIDITY OFPERMIT: The issuance o,granting o/apermit shall not heconstrued tobeapennitbx'orun approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City nfTukwila shall not bevalid. The issuance ofopermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction nferrors in the construction documents and other data, 12: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated atone extinguisher for each 1'5OUsq. ft. nfarea. The ot|nguishe,(s)should beofthe "All Purpose" (3A,4O8:[)dry chemical type. Travel distance toany fire extinguisher must be75'urless. (|F[ 906.3)(NFPA10,5.4) 9: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers orbrackets shall besecurely anchored tothe mounting surface inaccordance with the manufacturer's installation instructions. Portable fire extinguishers having agross weight not exceeding 4O 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 isnot more than 3jfeet (l067mm)above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not beless than * inches (lUZn-Trn). (|FC905Jand |FC 906.9) 10: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall bealong normal paths oftravel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC906.5) 11: Fire extinguishers require monthly and yearly inspections. They must have atag orlabel 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 beemptied and subjected tothe applicable recharge procedures. |fthe required monthly and yearly inspections cfthe fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 13: Maintain fire extinguisher coverage throughout. 16: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition nfaudible/visual notification devices. (City Ordinance #Z437) 15: All new fire alarm systems ormodifications toexisting systems shall have the written approval ufThe Tukwila Fire Prevention Bureau. Nowork shall commence until afire department permit has been obtained. (City Ordinance #Z437)(|F[9Ol.Z) 17: Clearance between ignition sources, such aslight fixtures, heaters and f|ame'produdngdevices, and combustible materials shall bemaintained inanapproved manner. (|FC305l) 18: Where storage height exceeds l5feet and ceiling sprinklers only are installed, fire protection byone ofthe following methods is required for steel building columns located within racks: (a) one-bour fire proofing, (b)sidewaUsprinkler otthe 15foot elevation nf the column, (c)ceiling sprinkler density minimums ^s determined bythe Tukwila Fire Prevention Bureau. (NFPA13'16.1.4) 19: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings, (|FC3I53.1) 20: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall bemaintained. 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #Z4]7) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation, 22: These plans were reviewed byInspector 511. |fyou have any questions, please call Tvkwi|aFire Prevention Bureau at(ZO6)5754407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2D6)43W'935U 1700 BUILDING FINAL" 1400 FIRE FINAL CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Sauthcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: '3--/ Date Application Expires: 3_ l 3-2-0 or e use onl 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. **Please Print** SITE INFORMATION ��jJ �' King Co Assessor's Tax No.: Site Address:_ / 033 121-141)fy��' `- / /�, . / , !Suite Number: Floor: Tenant Name:_ fV ""'''' fV t774 ;T 1,{, .I'M �1,C ^ P i-f c t New Tenant: 1. Yes ❑ ..No PROPERTY OWNER �/ Name: t --3j f it s %.LL I0 m t k t Address: /too ( W,Sk' re_ (Dl v j %fitads_ City: Q - _pii Alb State: ati Zip: 4109.10 CONTACT PERSON — person receiving all project communication Name:/ '_ nris �iA, Address: foD tot.- two C._t1�`'�' State: Zip: Gig/ to 7/a,/ 335)1 Phone: 4200 Email: /1/ ,,L (1? f '&- . ea, DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: li ()Kirk 5 1.1.:.S Address: G>i3O LiQi'V n4.6 5 City: scoMieState: 4.4," Zip: 'lir l� • Phone:, 3,rj`f .: .( Email: 6, rr'S L a 6RV ' Wk. Co^ GENERAL CONTRACTOR INFORMATION ` !_ Company Name: / ` (\ vreil 46 Q_ [�+�� Address:Qiito Lio� s City: State: r it - Zip:gpie Vim"` Phone: ].,b 3,1 3391 St Contr Reg No.: 046 1N ft. ! 3, co Exp Date.' Tukwila Business License No.: e v� OWV 10 0 4414, ARCHITECT OF RECORD Company Name: Address: City: State: Zip: Phone: Email: ENGINEER OF RECORD Company Name: Grp t L ,r1,460, 9.44PA Address: rill < W l , r a J 1 I City: Lfl✓v State:CA Zip:�i7 SV Phone: (a01 9140 !! f3s Email: LENDER — WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27.095) Name: .-f-ety Li NEJ .,7 Address: 7/00 t� t /0 So,1-e 0 City:Ln State:, Zip: 78K-7 MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: W:\Permit Center (Rachelle)\Applications\Word \Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 1 of 3 BUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ .2fi0a) Existing Building Valuation: $ Describe the scope of work (please provide detailed information): N STAU.AVO--•O Ailavi"ck Will there be new rack storage? Yes E].. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing lnterior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Garage 0 Attached 0 Detached Carport o Attached II Detached Covered Deck Uncovered Deck PLANNING DIVISION INFORMATION — 206-431-3670 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 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? Ej Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS — 206-575-4407 0 Sprinklers 0 .......Automatic Fire Alarm O None LI Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? Ej....„, Yes 0 ..No If "yes', attach list ofnzaeria1s and storage locations on a separate 8-1/2" x I I " paper including quantities and Material Safety Data Sheets, PUBLIC WORKS INFORMATION — 206-433-0179 0 ...Permanent Water Meter Size (1). II WO # (2) " WO # (31 " WO # 0 ...Temporary Water Meter Size (1). " WO # (2) " WO # (3) " WO # 0 ...Water Only Meter Size WO # 0 ........Deduct Water Meter Size 0 ...Sewer Main Extension Public 0 Private 0 D ...Water Main Extension Public 0 Private 0 WAPermit Center (Rachelle)\Applications\ Word \ Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 2 of 3 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 OWNE 0 D GENT: Signature: Date: el A2 44.7/7 Print Name: al> L Day Telephone: .101, 31Y33.21 Mailing Address: 42 ye- A-C6 S se,:we 4,_ qeor City State Zip 1 WAPermit Center (Rachelle)\Applications\ Word\ Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 3 of 3 DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID $738.72 D19-0298 Address: 1033 ANDOVER PARK E Apn: 2623049019 $738.72 Credit Card Fee $21.52 Credit Card Fee R000.369.908.00.00 0.00 $21.52 DEVELOPMENT $684.24 PERMIT FEE R000.322.100.00.00 0.00 $659.24 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 32.96 TECHNOLOGY FEE R000.322.900.04.00 0.00 $32.96 TOTAL FEES PAID BY RECEIPT: R18843 $738.72 Date Paid: Thursday, October 17, 2019 Paid By: CHRIS LING Pay Method: CREDIT CARD 055036 Printed: Thursday, October 17, 2019 9:07 AM 1 of 1 Cfi' SYSTEMS Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $441.37 D19-0298 Address: 1033 ANDOVER PARK E Apn: 2623049019 $441.37 Credit Card Fee $12.86 Credit Card Fee R000.369.908,00.00 0.00 $12.86 DEVELOPMENT $428.51 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R18570 R000.345.830.00.00 0.00 $428.51 $441.37 Date Paid: Friday, September 13, 2019 Paid By: CHRISTOPHER LING Pay Method: CREDIT CARD 02224B Printed: Friday, September 13, 2019 1:59 PM 1 of 1 )'STEMS c.) 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 10/17/2019 09:07:04 AM CREDIT CARD SALE VISA CARD NUMBER: TRAN AMOUNT: $738.72 APPROVAL CD: 05503E RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy CO TUmwILA ETnAKzT 0200 5VVTMCENTEn nLVD TUKWILA' WA 98188 286'433'I870 [zTv OF TUKWILu Date: 89/I3/20I9 01:58:39 PM [nsozT CARD SALE vzS^ [4Kn NUMBER: TR4N AMOUNT: $441.37 APPROVAL [o: 0I224B RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy 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 Project: AA'4415W Type of Inspection: fiQ/tDIf1IG /'INfk-L- %TVG /WG- Address: /033 A/, ///(ft P/'- Date Called: , Special Instructions: Date Wanted: --- ., a.m. p.m. Requester: Phone No: [4pproved per applicable codes. 11 Corrections required prior to approval. COMMENTS: Inspector: Date: I 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 b oz?e? pr ect: J Ty a of In pection:o Address: %0,3/C1-gct ��� Date Called: Special Instructions: Date Wanted: a.m. p.m.' ;Requester: Phone No: Approved per applicable codes. COMMENT pecto b 4 Correc to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cait to schedule reinspection. F Structural Engineering 1:-)esign REV1EVVE0 FOR CODE PPROVEDCOMPLIANCE A OCT I 6 2019 City of Tukwila BUILDING DIVIS/ON Project Nome: BLUE ROCK Project Number-: LV-091119-7 Dote : 09/12/19 Street Address: 1033 ANDOVER PARK E City/State : TUKWILA, WA 98188 Scope of Work : STORAGE RACK TEL: 909.500.1351 FAX: 909.596.71E36 DI T.) CIT" OF "fll,;„•,N+LA, SE' 3 2019 PERMIT CENTER 09/13/2019 T&Z Consulting Services,LLC Lic. No. 4010 Structural Engineering � . . K~� . U ��OQ[nBB�ngA'8�es|UnUnc. 1815Wright Ave La Verne, CA01750 Tel: 909.596.1351 Fax: 909,596.7186 By: N.VEng:Mqz. Project: BLUE ROCK TABLE OF CONTENTS Title Page 1 Table of{ontents..... --------.~...~..--............. ....... ........ ......... 2 Design DataandDeflnlUonnfComponents 3 Critical Configuration 4 SeismicLoads .... ......... ........... —.......... ......... ---- —....... --- ................... 5tn6 Column ..— 7 Beam and Connector 8to9 Bracing---............ ..—.............................. ---~... .... —.—.—~...—'10 Anchors zz Base Plate 12 SlabnnGrade ...... —...... .^...... ......................... ......... ........... 13 Structural Engineering & D.esign Inc. 1815 Wriaht Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NA/ Eng:Mqz. Project: BLUE ROCK Project* LV-082919-12 Design Data 1) The analyses herein conforms to the requirements of the: 2015 IBC Section 2209 2016 CBC Section 2209A ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual" ASCE 7-10, section 15.53 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall beprovided byinstaller per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. AN such welds shall be performed Inshop, with no field welding allowed other than those supervised by a licensed deputy Inspector. 5) The existing slab on grade is 6" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity Is 1000 psf: The design of the existing slab Is by others. 6) Load combinations for .rack components correspond to 2012 RMI Section 2.1 for A5D level load criteria Definition of Components LARGE 9G INGI1 Page of 9/ 1.9/2O 19 Structural Engineering & Design Inc. 1615 Wright Ave La Verne. CA 91750 Tel: 909.596.135.1 Fax: 909.596 718.6 By: N.V Eng:Mgz. Project: BLUE ROCK Project #: LV-082919-12 Configuration & Summary: LARGE 96 INCH BAY **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 75/d AXIAL LL= 4,200 /b SEISMIC AXIAL Ps=t-/- 5,307/b BASE MOMENT= 8, 000 in -lb Seismic Criteria # Bm Lvis Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1A47, Fa=1 2 44 In 192.0 in 4 96 In Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=2138 Ib, M=7530 in-Ib 0.29-OK Column & Backer To Level 1 Hannibal IF3014-1514 - 3x3x14ga/3x1-5/8x14ga p= 4275 lb, M= 30481 in -lb 0.96-OK Beam Fy=55 ksi HMH 33140/3.375" Face x 0.075" thk Lu=96 in Capacity:. 4296 lb/pr 0.98-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK 1 Mconn=4840 in-Ib Mcap=12691 in -lb 0.38-OK Brace -Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0,2-OK Brace -Diagonal Fy=55 ksi Hannibal /2x1 1/2x16ga 0.3-OK Base Plate Fy=36 ksi 8x8x0.375 Fixity= 8000 In-Ib , 0.48-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3264 Ib) 0.917-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.38-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 4,200 Ib 104.0 in 36.0 in 533 Ib 291 Ib 4,275 Ib 30,481 "# 15,509 "# 41 i>/kibk. 2. 4,200 Ib 64.0 In 48.0 In 48.0 In 48.0 in 861 Ib 471 Ib 2,138 Ib 7,530 "# 4,840 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 1,394 Ib 762 lb Notes BACKER UP TO 104 INCHES 4 PIN @ LEVEL 1 LARGE .96 INGI-1 Page of 9/19/2019. Structural Engineering & Design Inc, 1815 Wright Ave La. Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: N,V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 Seismic Forces Configuration: LARGE 96 INCH BAY Lateral analysis Is performed with regard to the reguhements of the 2012 RMI ANSI MH t6.i2O12 Sec 2.6 & ASCE 7-10 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Cs1= Scis/11 = 0,.2412 Cs2.= 0.044*Sds = 0.0424 Cs3= 0.5*S1/R = 0.-0615 Cs -max= 0.2412 Base Shear Coeff=Cs= 0.2412 Level 1 2 Cs -max * Ip= 0.2412 Vng,= 0,015 Eff Base Shear=Cs= 0.2412 Ws= (0.67*PLRF1 * P = 5,778 lb PRODUCT LOAD P P*0,67*Pftr1 4,200 Ib 4,200 Ib 2,814 lb 2,814 lb T )+DL (RMI 2.6.2) Vtransv:=Vt= 0.2412 * (150 Ib + 5628 Ib) Etransverse= 1,394 lb Unfit States Level Transverse seismic shear per upright DL 75 Ib 75 lb hi 104 in 168 in Wi*hi 300,456 485,352 Ss= 1.447 S1= 0.492 Fa= 1.000 Fv= 1.808 Sds=2/3*Ss*Fa= 0.965 Sd1=2/3*S1*Fv= 0.593 Ca=0,4*2/3*Ss*Fa= 0.3859. (Transverse, Braced Frame Die,) 11= 4,0 Ip= 1.0 Pm= Ti.-177Z4 Pallet HeIght=hp= 48.0 in DL per Beam Lvl= 75 Ib Fi Fi*(hi+hp/2) 533.8 lb 68,224-# 861.0 lb 165,312-# sum; P=8400'lb 5,628 lb D wn isl c Loa 150 Ib W=.5778 Ib 785,808 1,394 Ib 1=233,536 Similady for longitudinal seismic loads, usn FI,:m6,0 Ws = (0.67. P P) + DL PlIF2= , 0' , ‘:''..,n Cs1=Sd1/(T*R)= 0.1318 = 5„7.78 Ib (Longitudinal, Until -aced Dlr.) R= 6.0. -,,, tg. . sec, Cs2= 0.0424 cs=cs-max*Ip= 0.1318 T13.75 Cs3= 0.0410 Vlong= '0:1318 * (150 Ib + 5628 Ib) k.;;;•4 F1 Cs -max= 0.1318 Elongitudinal= 762 Ib LimitStates Laval Lartgle seismic shear per upright - . . .. Level 1 2 PRODUC LOAD P P*0.67*PRF2 4,200 lb 2,814 lb 4,200 lb 2,814 lb DL 75 Ib 75 Ib hl 104 In 168 in wl*hi 300,456 485,352 Fl 291.4 Ib 470;6 Ib I-ront ¥Iew sum: 5,628 Ib 150 Ib W=5778 Ib 785,808 762 Ib LARGE 96 INCH Page of 9/19/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel 909.596,1,351 Fax: 909.596,7186 By: N,V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 Downaisle Seismic Loads Configuration: LARGE 96 INCH BAY Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vfong= 762 lb Vcol=Mong/2= 381 Ib F1= 291 Ib F2= 471 Ib F3= 0 Ib Seismic Story Moments Typical Fame made TrIbutary atea °Ftw° wlumns of rack frame N Mbase-max= 8,000 In -lb <=== Default capacity Mbase-v= (Vcol*hleft)/2 = .19,241 In -lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-Ib M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2 = (381 Ib * 101 fn)-8000 In-Ib = [381 Ib - 235.3 Ib]*64 in/2 = 30,481 In-Ib = 7,530 in-Ib Mseis= (Mupper+Mlower)/2 Typlcd1 Fro mdcic of hvo columns. Sldc View h1-eff= hi - beam clip height/2 = 101 in Vcol Mseis(1-1)= (30481 in -lb + 7530 in-lb)/2 Mseis(2-2)= (7530 in-Ib + 0 in-lb)/2 = 19,005 in -lb = 3,765 in-Ib 1QpViss Beam to Column Elevation rho= 1.0000 COL Summary of Forces LEVEL 1 2 hi Axial Load Column Moment** 104 In 4,275 Ib 30,481 in-Ib 64 In 2,138 Ib 7,530 in-Ib Mselsmic** 19,005 in -lb 3,765 in-Ib Mend -fixity 3,150 In -lb 3,150 In-Ib Mconn** 15,509 in-Ib 4,840 in -lb Beam Connector P/1`;' 3 pin OK 1 Mconn= (Mseismlc + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)12,691 in-Ib **all moments based on limit states level loading LARGE 96 INCH lage of 9/19/2019 Structural Engineering & Design Inc. 1816 Wright Ave La Verne. CA 91760 Tel 909.596.1351 Fax: 909.596,718 By: N.V Eng:Mqz, Project: BLUE ROCK Column (Longitudinal Loads) Configuration: LARGE 96 INCH BAY Project #: LV-082919-12 Section Properties SeCtion: Aeff Ix = SX_ = rX = Qf= E.= Loads Hannibal IF3014-1514 1.185 inA2 1.883 InA4 1.255 InA3 ' 1,261 in 1.67 29,500 ksi -3x3X14ga/3x1;5/Bx14ga Iy = 2.350 InA4. Sy = 1.093 inA3 ry = 1.484 in Fy= 55 ksi Cmx= -0.85 Considors Ioads at tevel Kx = 1.7 Lx = 102.3 in Ky = 1,0 Ly = 36,0 in Cb= 1,0 COLUMN DL=D= 75 Ib COLUMN LIVE LOAD=P= 4,200 lb Mcol= 30,481 in -lb Sds= 0.9647 1+0.105*Sds= 1,1013 1.4+0.14Sds= 1.5351 1+0.14Sds= 1,1351 0,85+0.14*Sds= 0.9851 rho= Axial Analysis Critical load cases are: RMISec 2.1 Load Case 5: : (1+0,105*5ds)D0.75*(1.4+0,145ds)*B*P 0.75*(0,7*tho*E)<= 1.0, ASD Method axial load coeff• 0.80590545 * P seismic moment coeff: 0,5625 * MCo/ Load Case 6: : (1÷0.14*Sds)D (0.85+0.145ds)*5*P (0.7*rho*E)<= 1.0, ASD Method aXial load coeff 0.68954 seismic moment we': 0.7 * Mcol By analysis, Load case 6 governs utilizing loads as such Axial=Pax= 1.135058*75 lb + 0.985058*0-.7*4200 lb Moment=Mx= 0.7*rho*Mcol = 2,981 Ib 0.525*30481 in-Ib = 21,337 in-Ib Kxbc/r)c = 1.7*102.312571,261" = 137.9 Fe= nA2E/(KL/r)maxA2 = 15.3ksi Pn= Aeff*Fn = 18,135 lb P/Pa= 0.32 > 0.15 Bending Analysis KyLy/ry = 14`36"/1.484" = 24.3 Fy/2= 27.5 ksi Qc= 1,92 CHECK: Pax/Pa + (Cmx*Mx)/(Maxspx) 5, 1.0 P/Pao + Mx/Max 1.0 Pno= Ae*Fy = 1,185 InA2 *55000 psi = 65,175 lb Max= My/Stf = 69025 In-lb/1.67 = 41,332 In -lb px= {1/[1-(Qc*P/Pcr)3)-A-1 = -(1/[1-(1.92*2981 lb/181221b)]}A-1 = 0.68 Combined Stresses Pao= Pno/Qc = 651751b/1.92 = 33,945 Ib Fe < Fy/2 Fn= Fe- = nA2E/(KL/r)maxA2 = 15.3 ksl Pa= Pn/Qc = 18135 lb/1.92 = 9,445 Ib Myield=My= Sx*Fy = 1.255 inA3 * 55000 psi = 69,025 in-Ib Pcr= nA2E1/(KL)maxA.2 = nA2*29500 ksi/(1.7*102.31251n)A2 = 18,122 Ib (2981 lb/9445 Ib) + (0.854'21337 in-Ib)/(41332 In-lb*0.68) - (2981 lb/33945 Ib) + (21337 In-Ib/41332 in-Ib) = 0.96 < 1.0, OK 0,60 < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 89.0% ads 3467.3999025 lb Axial and 16002 in -lb LARGE 96 INC1-1 Page of 9/19/2019 Structural Engineering & Design Inc. 18,15 Wright Ave La Verne. CA 91750 Tel: 909 596,1351 Fax: 909.596,7186 By: N.V Eng:Nlqz, Project: BLUE ROCK Project #: LV-082919-12 Column (Longitudinal Loads) Configuration: LARGE 96 INCH BAY Section Properties Loads Section: Hannibal IF3014-3x3x14ga Aeff= 0.643102 Ix = 1.130 InA4 Sx = 0.753 InA3 rx = 1.326 In ill= 1.67 E= 29,500 ksi Considers loads at level 2 Iy = 0.749 inA4 Sy = 0.493 inA3 ry = 1.080 In• Fy= 55 ksi Cmx= 0.85 Kx = 1.7 Lx =- 62.3 in Ky = 1.0 Ly = 36.0 In Cb= 1.0 0,75 in ••, • •., COLUMN BL= 37 Ib COLUMN PL= 2,100 Ib Mcol= 7,529 In -lb Sds= 0.9647 1+0,105*SdS= 1.1013 1.4+0,14Sds= 1,5351 1+0.14Sds-= 1.1351 0.85+0.14*Sds= 0.9851 a= 0.7000 rho= 1.0000 Axial Analysis Critical load cases are: RMI Sec 2.1 Load Case 5: : (1+4105*Sds)D 475*(1.4+0.14Sds)*B*P 0.75*(0.7*rho*E)<= 1.4 ASD Method axial load coeff: 0.80590545 * P seismic moment coeff: 0.5625 * Mcol Load Case : (1+0.14*Sds)D (0.85+0.14Sds)*B*P (0.7*rho*E)<= 1.4 ASD Method axial load coeff: 0.68954 seismic moment coeff; 0.7 * Mcol By analysis, Load case 6 governs utilizing loads as such Axial Load=Pax= 1.135058*37 Ib + 0.985058*0.7*2100 Ib = 1,490 Ib Moment=Mx= 0.7*rho*Mcol = 0.7 * 7529 in-Ib = 5,270 in-Ib KxLx/rx = 1.7*62.312571.326" = 79.9 Fe= nA2E/(KL/r)max^2 = 45.6ksi Pn= Aeff*Fn = 24,706 lb P/Pa= 0.12 Bending Analysis Check: P/Pa + Mx/Max 5 1.0 < 0.15 Pno= Ae*Fy = 0.643 InA2 *55000 psi = 35,365 Ib KyLy/ry = 1*3671.08" Fe > Fy/2 = 33.3 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*45,6 ks1)] Fy/2= 27.5 ksi = 38.4 ksi Pa= Pn/Qc S2c= 1.92 = 24706 lb/1.92 = 12,868 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in -lb px= {1/[1-(Qc*P/Pcr)]}A-1 = {1/[1-(1.92*1490 lb/293191b)11^-1 = 0.90 Combined Stresses Pao= Pno/Qc = 353651b/1.92 = 18,419 Ib Myield=My= Sx*Fy = 0.753 InA3 * 55000 psi = 41,415 in -lb Pcr= nA2EI/(KL)max^2. = nA2*29500 ksi/(1.7*62.3125 in)^2 = 29,319 lb (1490 lb/12868 + (5270 in-Ib/24799 in-Ib) = 0.29 < 1.0, OK (EQ C5-3) ** For comparlson, total column stress computed for load case 5 Is: 25.0% loads 1733.1493045 lb Axial and M= 3952 in-Ib LARGf SG INCH Page of 9/19/2010 Structural Engineering & Design Inc, 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 BEAM Configuration: LARGE 9b INCH BAY DETERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (82.1) w= c - 2*t -2*r 1.75 in - 2*0.075 in - 2*0.075 in = 1.450 In w/t= 19.33 1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 = [1..052/(4)^0.5] * 19.33 * (55/29500)^0.5 = 0.439 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 f1(comp)= Fy*(y3/y2)= 47.81 ksl f2(tension)= Fy*(y1/y2)= 99.58 ksi Y= f2/f1 = -2.083 k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4 = 68.77 flat depth=w= y1+y3 = 3,075 In w/t= 41 1.=lambda= [1.052/(k)"0.5] * (w/t) * (fl/E)^0.5 = [1.052/(68.77)^0.5] * 3.075 * (47.81/29500)^0.5 = 0.209 < 0.673 be=w= 3.075 in b2= be/2 bl= be(3-Y) = 1.54 In = 0.605 bi+b2= 2.145 in > 0.9975 in, Web Is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.177 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.450 in = 0.196 in m= 0.192*(Fu/Fy) - 0,068 (EQ A7.2-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fyc= Bc * .Fy/(R/t)^m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 59.61 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 115.71 ksl (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*-2*t = 2.450 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.126 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.97 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) 29.86 ksl If F= 0.95 Then F*Mn=F*Fya*Sx= Eq. B2.3-5 Eq. B2.1-4 Eq. B2.1.1 3.3751 1.6251n 0.075 In Beam= HMH 33140/3.3757 Face x 0,075" thk Ix= Sx= Ycg= t= OK Bend Radius=r= Fy=Fyv= Fu=Fuv= E_ RI B2.3-2 top flange=b bottom flange= dsplh (EQ A7.2-3) 21.28 In-k 1.337 InA4 0.750 in^3 2.228 in 0.075 in 0.075 In 55.00 ksi 65:00 ksi 29500 ksi 1.750 in 2.750 in Web depth= 3.?7' FYI ._. f2(lenslon) y1= Ycg-t-r= 2.078 in y2= depth-Ycg= 1.148 in y3= y2-t-r= 0.998 in Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909,596.1351 Fax: 909.5,36.7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 BEAM Configuration; LARGE 96 INCH BAY RMI Section 5.2, PT Il Section Beam= HMH 33140/3,375" Face x 0,075" thk Ix=Ib= 1.337 InA4 Sx= 0.750 inA3 t= 0.075 In Fy=Fyv= 55 ksl Fu=Fuv= 65 ksl Fya= 59.6 ksl E= 29500 ksi F= 190.0 L.-- 96 in Beam Level= 2 P=Product Load= 4,200 lb/pair D=Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI 2.2, Item 8 FOR DL=20/o of PL, W= 1.599 Rm= if F= Then F*Mn=F*Fya*Sx= Thus, allowable load per beam palr=W= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)j 1 - (2*190*96 in)/[(6*29500 ksl*1.337 InA3)+(3*190*96 in)] 0.875 0.95 42.47 In-k F*Mn*8*(# of beams)/(L*Rm*W) 42.47 in-k * 8 * 2/(961n * 0,875 * 1,599) 5,060 lb/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 = (5060 lb/2) * 96 in * (1-0.875)/8 = 3,795 in -lb @ 5060 lb max allowable load = 3,150 in -lb @ 4200 Ib imposed product load 2. Check Deflection Stress Allowable Loads , 111111111111111111111011111111 Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) = 1 - (4*190*96 in)/[(5*190*96 in)-i-(1.0*29500 ksi*1.337 inA4)] = 0.850 in if Dmax= 14180 Based on 4/180 Deflection Criteria and Dss= 5*W*LA3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*LA2*Rd) = 384*1.337 inA4*2/[180*5*(96 in)A2*0.85) = 4,296 lb/pair allowable load based an deflection limits Thus, based on the least capacity of item 1 and 2 above: Allowable Deflection= L/180 = 0.533 in Deflection at Imposed Load= 0.521 In Allowable load= 4,296 lb/pair Irnposed Product Load= 4,200 lb/pair Beam Stress= 0.98 Beam at Level 2 Structural Engineering & Design Inc. 1815 Wright Ave 1 a Verne, CA 9175f1TeI. 909.598 1351 .Fax: 909.596 7186 By: N:V Eng:Mgz. Project: BLUE ROCK 3 Pin Beam to Column Connection LARGE 96 INCH BAY Project #: LV-082919-12 I he beam end moments shown herein show the result of the maximum induced fixedend monents torm seismic + static loads and the code mandated minimum value or 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 4,840 in-Ib Load at level 2 Connector Type= 3 Pin Shear Capacity of Pin rh Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)^2 * PI/4 = 0.1507 inA2 Pshear= 0.4 * Fy * Ashear = 0.4* 55000 psi * 0.1507In^2 = 3,315 Ib Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha* Fu * dlam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22 = 2,1351b <3315Ib Moment Capacity of Bracket Edge Distance=E= 1.00 In Pin Spacing= 2.0 in C= P1+P2+P3 tclip= 0.18 in = P1+P1*(2.5"/4.5")+P1*(0.5"/4,5") = 1.667 * P1 Mcap= Scllp * Fbending = 0.127in^3*0.66*Fy = 4,610 in-Ib Pcllp= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 Ib C*d= Mcap = 1.667 Thus, P1= 2,1351b Mconn- allow=[P1*4.5"+P1*(2.594.5")*2.5"+P1*(0.574.5")*0.51 = 2135 LB*[4.5"+(2.574.5")*2.5"+ (0.574.5")*0.51 = 12,691 in-Ib > Mconn max, OK Fy= 55,000 psi Sclip= 0.127 in^3 d= E/2 0.50 in LARGE 96 INCH Page of 9/ 19/2O 19 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. GA 91750 Tet_909.598.1351 Fax: 909.596.7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 Transverse Brace Configuration: LARGE 96 INCH BAY Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 inA2 j''''.:liii;-Ll:i0o iii r min= 0.496 Fy= 55,000 psi K= 1.0 , 11.5OOifl Oc= 1.92 Frame Dimensions Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0,273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Bottom Panel Height-41= 48.0 In Frame Depth=D= 44.0 in Column WIdth=B= 3.0 In Diagonal Member Clear Depth=D-B*2= 38.0 In X Brace-% NO rho= 1,00 Load Case 6: ; (1+ Vtransverse= 1,394 lb Vb=Vtransv*0.7*tho= 1394 Ib * 0.7 * 1 = 976 lb Ldiag= [(D-B*2)^2 + (1176)A21A1/2 = 56.6 In 0.7*rho*EJ<= 1.0, AO Method Pmax= V*(Lcliag/D)* 0.75 = 941 Ib axial load on diagonal brace member Pn= AREA*Fn = 0.273 inA2 * 22364 psi = 6,105 Ib Pallow= Pn/Q = 6105 lb /1.92 = 3,180 lb Pri/PallOw= 0.30 <= 1.0 OK Horizontal brace (ki/r)= (k * Ldiag)/r min = x 56.6 in /0:496 in) = 114,1 in Fe= plA2*E/(kl/r)A2 = 22,364 psi Since Fe<Fy/2, Fn= Fe = 22,364 psi Typical Panal Configuration Check End Weld Lweld= 3.0 In Fu= 651(51 tmln= 0.060 In Weld Capacity= 0.75 * train L * Fu/2,5 = 3,510 lb OK VbrAttransv*D.rrho= 976 lb (kl/r)= (k * Lhoriz)/r min = (1 x 44 in) /0.496 in = 88.7 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) = 34,564 psi Pn/Pallow= 0.20 <= 1.0 OK Fe= piA2*E/(kl/r)A2 = 37,006 psi Pn= AREA*Fn = 0.273inA2*34564 psi = 9,436 Ib Fy/2= 27,500 psi Pallow= Pn/Qc = 9436 lb /1.92 = 4,915 Ib LARGE 96 INC1-1 Page 9/19/2019 Fully Loaded: Top Level Loaded: Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596,1351 Fax: 909.596.7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 Single Row Frame Overturning Configuration: LARGE 96 INCH BAY Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 1,394 lb DEAD LOAD PER UPRIGHT=D= 150 Ib PRODUCT LOAD PER UPRIGHT=P= 8,400 Ib Papp=P*0.67= 5,628 Ib Wst LC1,=Wst1=(0.70706*D 0.70706*Papp*1)= 4,085 Ib ProdUct Load Top Level, Ptop= 4,200 Ib DL/Lv1= 75 Ib Seismic Ovt based on E, Z(Fi*h1)= 233,536 in -lb hel h cle th ratio= 3,8 In SdS= 0.9647 (0.9-0.2Sds)= 0,7071 (0.9-0.2Sds)= 0.7071 B= it1-051 rho= 1.0000 Frame Depth=Df= 44.0 In Htop-Iv1=H= 168.0 in # Levels= 2 # Anchors/Base= 2 h = 48.0 in t I-0- of SIDE ELEVATION h A). Fully Loaded. Rack h=H+hp/2= 192.0 In Load case 1: Movt= (FiThi)*E*rho Mst= Wst1 * Df/2 = 233,536 in -lb = 4085 Ib * 44 In/2 = 89,870 in -lb T= (Movt-Mst)/Df = (233536 In-Ib - 89870 in-lb)/44 in = 3,265 Ib Net Uplift per Column Net Seismic Uplift= 3,265 Ib B) Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0 = 0.2412 * 4200 Ib = 1,013 Ib Vleff= 1,013 Ib Critical Level= 2 V2= VDL= Cs*Ip*D Cs*Ip= .0.2412 = 36 lb Mst= (0.70706*D + 0,70706*Ptop*1) * 44 in/2 = 67,666 In -lb Movt= [V1*h + V2 * H/2]*0.7*rho = 138,280 in -lb T= (Movt-Mst)/Df = (138280 In -lb - 67666 in-lb)/44 in = 1,605 Ib Net Uplift per Column Net Seismic Uplift= 1,605 Ib Anchor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout CapacIty=Tcap= 1,800 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 1,800 Ib Phi= 1 (1632 Ib/1800 Ib)A1 + (348 lb/18001b)^1 = (802 lb/1800 1b)^1 + (253 lb/1800 lbys1 = Tcap*Phi= 1,800 lb Vcap*Phi= 1,800 lb 1.10 <= 1.2 OK 0.59 <= 1.2 OK LARGE 96 INC1-1 Page of 9/19/2019 Structural Engineering & Design nc. 1815 Wright Ave La Verne, CA 91750 Tel: 909,596.1351 Fax: 909.596.7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 Base Plate Configuration: LARGE 96 INCH BAY Section Baseplate= 8x8x0.375 Eff Width=W = 8,00 In Eff Depth=D = 8.00 in Column Width=b = 3.00 In Column Depth=dc = 4.63 In L = 2.50 in Plate Thickness=t = 0.375 in Down Aisle Loads Load Case 5.• COLUMN DL= 75 lb COLUMN PL= 4,200 Ib Base Moment= 8,000 in -lb 1+0.105*Sds= 1.1013. 1.4+0.145ds= 1.5351 8IZJ, Axial stress=fa Moment Stress -lb Moment Stress=fbl M3 S-plate fb/Fb Tanchor Cross Aisle Loads a = 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Fy = 36,000 psi Downaisle Elevation (1 +©:105*Sds)D + 0.75*f(1.4+0.14Sds)*B*P + 0.75*/'0.7*rho*E7<= 1.0 ASD Method Axial=P= 1.1012935 * 75 lb + 0.75 * (1.535058 * 0.7 * 4200 Ib) = 3,467 Ib Mb= Base Moment*0.75*0.7*rho = 8000 in-Ib * 0.75*0.7*rho = 4,200 in-Ib Axial Load P = 3,467 Ib Mbase=Mb = 4,200 in-Ib = P/A = P/(D' W) = 54 psi = M/S = 6*Mb/[(D*B"2] = 49.2 psi = fb-fb2 = 1'8.5 psi _ (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L"2 = 64 in -lb = (1)(t"2)/6 = 0.023 in"3/in = Mtotal/[(S-plate)(Fb)] 0.46 OK = (Mb=(PLapp*0.75*0.46)(a))/[(d)*N/2] = -1,343 Ib No Tension attire/ faadCase Rl4JSec 7.1,Item 4:(1+0.115ds)U[+(1+0.1450S)PL ..754WW0.75<. 1.0,ASV Me/hod Check uplift Ioad on Base Pstatic 3,467 Ib Movt*0.75*0.7*rho= 122,606 in-Ib Frame Depth= 44.0 in P=Pstatic+Pseismlc= 6,254 Ib b =Column Depth= 4.63 in L =Base Plate Depth -Col Depth= 2,50 in fa = P/A = P/(D*W) = 98 psi M1= wL"2/2= fa*L"2/2 = 169 In-Ib Moment Stress=fb2 = 2 * fb * L/W = 30.8 psi M2= fb1*L"2)/2 = 58. in-Ib Mtotal = M1+M2+M3 = 291 in-lb/in Fb = 0..75*Fy = 27,000 psi F'p= 0,7*F'c = 1,750 psi OK' Tallow= 1,800 Ib Pseismic= Movt/Frame Dep = 2,787 Ib M= wL"2/2= fa*L"2/2 = 305 in-Ib/In Sbase/In = (1)(tA2)/6 Fbase = 0.75*Fy = 0.023 in"3/in fb/Fb = M/[(S-plate)(Fb)] = 0.48 OK = 27,000 psi OK late Efft Effe Check uplift forces on baseplate with 2 or more anchors per RMI 7.2,2, 'When the base plate configuration consists of two anchor bolts located an either side f the column and a net uplift force exists, the minimum base plate thickness hall be determined based on a design bending. moment In the plate equal o the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column" Ta Elevation Uplift. per Column= 3,264lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,632 Ib c= 2.50 In Mu=Moment on Baseplate due to uplift= Ta*c/2 2,040 In-Ib Splate= 0.188 in"3 fb Fb *0.75= 0.302 OK LARGE 96 INCH Page of 9/ 19/2019 Structural Engineering & Design I nc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596,1351 Fax: 909.596,7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project LV-082919-12 Stab on Grade ilIVEMFMaill111111 SLAB ELEVATION Base Plate Effec. Baseplate wicith=e- 8.00 In Effec. Baseplate Depth=o= 8.00 in Column Loads Configuration: LARGE 96 INCH BAY 11 111111111 '•.:•:•:•:.:- Baseplate Plan Vlew width=a= 3.00 in depth=b= 4.63 in midway dist face of column to edge of plate=c= 5.50 in midway dist face of column to edge of plate=e= 6.31 In Concrete fc= 2,500 01 tslab=t= 6.0 in teff= 6.0 In Soil fsoll= 1,000 psf MoVt= 194,504 in -lb Frame depth= 44.0 in 'Sds= 0.965 0.2*Sds= 0.193 13=B/D=. 1,000 EcA0.5= 50.00 psi DEAD LOAD=D= PRODUCT LOAD=P= Papp= P-seismic=E= B= rho= Sds= 1,2 + 0.2*Sds 75 Ib per column unfadored ASD load 4,200 Ib per column unfactored ASD load 2,814 Ib per column (Movt/Frame depth) 4,420 lb per column unfactored Limit State load 0.9647 1,3929 0, 9 - 0.20Sds:= 0.7071 Puncture Load Case 1) (1.2+0,2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 = 1.39294 * 75 Ib + 1.39294 * 0.7* 4200 Ib + 1 * 4420 Ib = 8,620 lb Load Case 2). (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E Rimt SEC 2.2 EQ IN 7 = 0,70706 * 75 Ib + 0.70706 * 0.7 * 28141b + 1* 4420 Ib 5,866 Ib Load Case 3) 1.2*D + 1.4*P = 1.2*75 Ib + 1.4*4200 lb = 5,970 Ib Load Case 4) 1.2*D + 1.0*P + 1.0E 8,710 lb Effective Column Load=Pu= 8,710 Ib per column RMI SEC 2.2 EQTN 1,2 t,ci316-1.1 Sec9I,tor(L19-5 Apunct= [(c+t)+(e+t)]*2*t = 285.75 lnA2 Fpunctl= [(4/3 + 8/(3*8)} * x.*(Fc^0.5) 120. psi Fpunct2= 2,66 * X* (F'00,5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending fv/Fv= Pu/(Apunct*Fpunct) = 0,382 < 1 OK Pse=DL+PL+E= 8,710 lb Asoil= (Pse*144)/(fsoll) = 1,254 InA2 x= (L-y)/2 = 8.8 In Fb= 5*(phi)*(fc)A0,5 = 150. psi L= (Asoii) A 0.5 y (c*e)A0.5 + 2*t = 35.41 in = 17.9 in M= w*xA2/2 S-slab= 1*teffA2/6 = (fsoll*xA2)/(144*2) = 6.0 inA3 = 266.4 in-Ib fb/Fb= M/(S-slab*Fb) = 0.296 < 1, OK LARGE 96 INCH Page of 9/19/2019 Structural Engineering & Design Inc. 1816 Wright Ave La Verne. CA 91750 Tel: 9O9596.1351 Fax: 909.596,7186 By: N.V Eng:Mqz. Project: BLUE ROCK Configuration &SuMmary; LARGE 144 INCH BAY 44" Project #: LV-082919-12 **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 75 lb AXIAL LL= 4,500 lb SEISMIC AXIAL Ps=+/- 5,676 lb BASEMOMENT— 8,000 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.447, Fa=1 2 44 In 192.0 In 4 144 In Single Row Component , Description STRESS Column Fy=55 ksi Hannibal IF3014- x x14ga P=2288 Ib, M=8054 in -lb 0.27-OK Column & Backer To Level 1 Hannibal IF3014-3014 - 3x3x14ga/3x3x14ga - p= 4575 Ib, M= 33158 in-Ib 0.8-OK Beam Fy=55 ksi HMI -I 55140/5.625" Face x 0.075" thk Lu=144 in Capacity: 6141 lb/pr 0.73-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK Mconn=4180 in-Ib Mcap=12691 in-Ib 0,33-OK Brace-I-lorlzontal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.21-OK Brace -Diagonal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.32-OK Base Plate Fy=36 ksl Bx8x0.375 Fixity= 8000 In -lb 0.52-OK Anchor 2 per Base 0.5" x 3.25" Embed 1-IILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3492 Ib) 0.983-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soli Bearing Pressure 0.4-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit Column Axial _ Column Moment Conn. Moment Beam Connector tifIveg., 1 4,500 Ib • 104.0 in 36.0 In 570 Ib 312 Ib 4,575 lb 33,158 "# 15,785 "# 2 4,500 lb 64.0 In 48.0 In 48.0 in 48.0 in 921 lb 503 Ib 2,288 lb 8,054 "# 4,180 "# 3 pinOK ** Load defined as product weight per pair of beams Total: 1,491 Ib 815 lb Notes BACKER UP TO 104 INCHES 4 PIN @ LEVEL 1 LARGE 1 44 INCH Page of 9/19/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 TeL 909.596,1361 Fax: 909 596.7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project #: LV-082919-12 Configuration & Summary: SMALL 96 INCH BAY **RACK COLUMN REAC77ONS ASD LOADS AXIAL DL= 75 lb AXIAL LI= 3,000 lb SEISMIC AXIAL Ps=4-/- 3,444 lb BASE MOMENT= 8,000 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Bean' Length Frame Type Ss=1.447, Fa=1 2 44 In 192,0 In 4 96 In Single Row Component Description STRESS Column Fy=55 ksl Hannibal IF3014-3x3x14ga P=3075 Ib, M=20945 in -lb 0.83-OK Column & Backer None None None N/A Beam •Fy=55 ksi HMH 33160/3.375' Face x 0.06" thk Lu=96 in Capacity: 3356 Ib/pr 0.89-OK Beam Connector Fy=55 ksi hal: 3 pin OK Mconn=12447 in-Ib Mcap=12691 In-Ib 0.98-OK Brace -Horizontal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.14-OK Brace-Dlagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.21-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity= 8000 In-Ib 0,62-OK Anchor 2 per Base 0.5" x 3.25° Embed HILT1 KWIKBOLT TZ ESR 1917 Inspection Re d (Net Se lc Uplift=197 b) 0.5-0K Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soll Bearing Pressure 0.29-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 3,000 lb 760 In 36.0 in 335 Ib 264 Ib 3,075 lb 20,945 "# 12,447 "# 3 pin OK 2 3,000 Ib 76.0 In 48.0 In 48,0 in 12,0 In 671 lb 529 Ib 1,538 Ib 10,045 "# 5,116 "# 3 pin OK ** Load deflned as product weight per palr of beams Total: 1,006 Ib 793 Ib Notes SAME ANALYSIS FOR DOUBLE ROW SMALL 96 INCH DAY Page of 9/19/20 I Structural Engineering & Design Inc. 181.5 Wright Ave La Verne. CA 91750 TeL 909.5961351 Fax, 909.596.7186 By: N.V Eng:Mqz, Project: BLUE ROCK Project #: LV-082919-12 Configuration & Summary: SMALL 144 INCH BAY 192" **RACK COLUMN RE4CRONS ASD WADS AXIAL DL= 75 lb AXIAL LL= 3,000 lb SEISMIC AXIAL Ps=t/- 3,444 /b SASEMOMENT— 8,000 In -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1:447, Fa=1 2 44ln 192.0 in 4 144 In Single Row Component Description STRESS Column Fy=55 ksl Hannibal IF3014-3x3x14ga P=3075 Ib, M=20945 in-Ib 0.82-OK Column & Backer None None None N/A Beam Fy=55 ksl HMH 55140/5.625" Face x 0.075" thk Lu=144. in Capadty: 6141 Ib/pr 0.49-OK Beam Connector Fy=55 ksi Lvl 1: 3-pin OK Mconn=1 7 4 in-Ib Mcap=12691 in-Ib 0.93-OK Brace -Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.14-OK Brace-Dlagonal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.21-0K Base Plate Fy=36 ksl 8x5x0.375 J Fixity= 8000 in -lb . 0.62-OK Anchor 2 per Base _ 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ES 1917 Inspection Reqd (Net Seismic Uplift-4.970 Ib) 0.5-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil. Bearing Pressure 0.29-OK Level Load** Per Level Beam Spcg - Brace Story Force Transv Story Force LongiL Column Axial Column Moment Conn. Moment Beam Connector 1 .3,000 lb 76.0 in 36.0 in 335 Ib 264 Ib 3,075 Ib 20,945 "#. 11,754 "# 3 pin OK 2 3,000 Ib 76.0 in 48,0 In 48.0 In 12.0 in 671 Ib 529 Ib 1,538 Ib 10,045 "# 4;423 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 1,006 Ib 793 Ib Notes SAME ANALYSIS FOR DOUBLE ROW SMALL 144 INCH DAY rage of 9/19/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: N.V Eng:Mqz. Project: BLUE ROCK Project iit; LV-082919-12 Configuration & Summary: SPARE PARTS 20" 20" 20" 20" 192" 20" 20" 20" 20" 2. 32" 90" 44" **RACK COLUMN REAL LIONS ASO LOADS AXIAL GIL= 338 lb AXIAL LC= 4,500 lb SEISMIC AXIAL Ps=+/- 5,873 lb BASE MOMENT= 8,000 In -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.447, Fa=1 9 44 in 192,0 In 4 90 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4838 lb, M=8008 in-Ib 0.42-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 24160/2.5" Face x 0.06" thk Lu=90 in Capacity: 2111 Ib/pr 0.47-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=5485 In-Ib Mcap=12691 In-Ib 0.43-OK Brace -Horizontal Fy-55 ksi Hannibal 1-1/2x1-1/2x16ga 0.23-OK Brace -Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.34-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity... 8000 in-Ib 0.64-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3502 Ib) 0.875-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.45-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. _ Column Axial Column Moment Conn. Moment Beam Connector 1 1,000 Ib 32.0 in 36.0 in 51 Ib .35 Ib 4,838 Ib 8,008 "# 5,485 "# 3 pin OK 2 1,000 lb 3 1,000 fb 4 1,000 Ib 5 1,000 Ib 6 1,000 Ib 7 1,000 lb 8 1,000 Ib 9 1,000 lb 20.0 in 20.0 In 20.0 in 20.0 in 20.0 in 20,0 In 20.0 in 20,0 in 48,0 in 48.0 in 48.0 in 83 Ib 116 lb 148 Ib 180 Ib 212 Ib 244 Ib 276 lb 308 Ib 57 Ib 79 lb 101 Ib 123 Ib 145 Ib 167 Ib 188 Ib 210 Ib 4,300 Ib 3,763 .1b 3,225 Ib 2,688 Ib 2,150 Ib 1,613 Ib 1,075 Ib 538 lb 5,345 "# 5,060 "# 4,666 "# 4,162 "# 3,548 "# 2,825 "# 1,993 "# 1,051 "# 4,453 "# 4,215 "# 3,901 "# 3,510 "# 3,042 "# 2,497 "# 1,876 "# 1,179 "# 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3,pin OK ** Load defined as product weight per pair of beams Total: 1,617 Ib 1,104 Ib Notes SMALL PARTS Page of 9/18/20 19 COMBUSTIBLE STOCK STORAGE QUESTIONNAIRE (Please print the information clearly.) Business Name: The Newman Trading Company LLC (DBA BLUEROCK Tools) Business Address: 1033 ANDOVER PARK EAST, TUKWILA WA 98188 FILE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 16 2019 City of Tukwila BUILDING DIVISION The purpose of this questionnaire is to assist in determining the Fire Code requirements for the storage of "High - Piled Combustible Stock" at your facility. These requirements will be based on the IFG and NFPA 13. This form should be completed and signed by a qualified person having the necessary code knowledge required for Combustible Stock Storage, e.g., architect or engineer of record, code consultant, insurance underwriter or fire protection engineer. 1. Commodity Class: Class IV Source: IFC X NFPA Aerosol Level III: 0 Yes ® No Class I, II, III, IV, High Hazard (V) (lowest to highest): 145 IV 2. Description of storage (if additional space is needed, attach additional page): Storage will be used for light industrial tools. All products are non-combustible. All palletized on a wood pallet or plastic pallets. The tools are mostly metal packaged in single layer corrugated cartons. Some are shrink wrapped. Little to no Styrofoam inner packing. (check one) ❑ Public Accessible or ❑x Private areas 3. Maximum height of storage: 224" feet (distance from floor to top of commodity) 4. Method of storage (check all that apply) ❑ Encapsulated in plastic 0 Wooden pallets ❑ On racks with solid shelves El Bin box made of: (check one) ❑ metal ❑ wood 0 plastic 5. Types of racks: (check all that apply) ® single row ® double row ❑ Non -encapsulated El Plastic pallets ❑ On racks without solid shelves ❑ Solid pile that is: (check one) ❑ stable ❑ unstable ❑ multiple row 6. Area of storage: ❑ 0-500 sq. ft. ❑ 12,000-20,000 sq. ft. ❑ 501-2,500 sq. ft. ❑ 20,001-100,000 sq. ft. ❑x 2,501-12,000 sq. ft. ❑ 100,001-300,000 sq. ft. 7 Sprinkler information: 8" Automatic #153 Alarm VIV t 2.ci& LTRg RECTION ❑ 300,001-500,000 sq. ft. ❑ 500,001 sq. ft. and over ❑ 2 hour separation r,.. .; TV OF TUKWILA OCT 102019 JERMIT CENTER a. Sprinkler density: Not certain. I cannot find hydraulic plates on any of the pump houses which is where I was told they were. I do have 96 sprinkler heads in the 9600Sg/Ft space. They did test at 135PSI flow pressure in the last flow test in March. b. Rack sprinklers? LI Yes Eg No c. Temperature rating of sprinkler head in: IZI Ceiling 0 Racks 165 degree d. Fire hose stations and hose connections: 0 Yes No e. Fire flow worksheet completed: 0Yes El No Design cross-checked: 0 Yes 0 No f Class 1 standpipes required: 0 Yes LI No 8. Building height: 24 feet 9, Distance from top of storage to fire sprinkler deflector: 3 feet 10. Smoke/Heat vents: El Yes IM No Ratio: square feet 11. Draft curtains: 0 Yes 0 No sq. ft. sections Depth: 0 4 feet 11 6 feet Cl 8 feet 12. Column/Wall fire protection required: 0 Yes El No Additional fire sprinkler heads: 0 Yes No Protected by listed/tested assay: Yes CI No Description: System tested and serviced by Cascade Fire & Security_ Monitoring Agency NWAMS. Fire monitoring system MS-25. 13. Aisle width between racks and storage: 11'6" feet 14. Smoke detection system: 0 Yes El No 15. Maximum cubic feet per pile: (choose one) Z 0-50,000 cubic feet El 100,001-200,000 cubic feet 0 50,001-100,000 cubic feet 0 200,001-400,000 cubic feet 16. Access roadways within 150 feet of all portions of exterior walls: Z Yes 0 No 17. Access doors provided every 100 lineal feet on exterior walls which face access roadways: Yes 0 No 18. Alternate materials/methods requested: El Yes 0 No Combustible Stock Storage form Rev. 5/19/17 City of Tukwila Department of Community Development October 07, 2019 CHRIS LING 9800 40TH AVE S SEATTLE, WA 98118 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D19-0298 NEWMAN TRADING COMPANY - 1033 ANDOVER PARK E Dear CHRIS LING, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Provide a floorptan that shows all the doors and exits. 2. Plan set shall include a cover sheet with site plan and building information. Note: Contingent on response to these corrections, further plan review may request for additional corrections. FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • I'm unable to complete this review as there is no information provided on fire protection or commodities being stored. Please fill out the attached COMBUSTIBLE STOCK STORAGE FORM. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D19-0298 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY° PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0298 DATE: 10/10/2019 PROJECT NAME: NEWMAN TRADING COMPANY SITE ADDRESS: 1033 ANDOVER PARK E Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: iftd Building Division II Public Works r ire'Prevention Structural Planning Division Permit Coordinator r 1 PRELIMINARY REVIEW: Not Applicable E (no approval/review required) REVIEWER'S INITIALS: DATE: 10/15/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 11/12/2019 Approved with Conditions Denied (ie: Zoning Issues r REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping D PW Staff Initials: 12/18/2013 9ERMIT COORD COPY c:3 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0298 DATE: 09/13/19 PROJECT NAME: NEWMAN TRADING COMPANY SITE ADDRESS: 1033 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1 t Building Division Public Works Cer 1°-i+ Fire Prevention II Structural Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/17/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) DUE DATE: 10/15/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 10 t / Departments issued corrections: Bldg [ , Fire Ping PW Staff Initials: 441 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date:10/10/2019 Plan Check/Permit Number: D19-0298 LIJ Response to Incomplete Letter # Response to Correction Letter # 1 El Revision # after Permit is Issued El Revision requested by a City Building Inspector or Plans Examiner [1 Deferred Submittal # Project Name: Newman Trading Company Project Address: 1033 Andover Park E Contact Person: Chris Ling Phone Number: 206 250 3913 Summary of Revision: Providing Plan view and coversheet showing all exits Coversheet shows site plane and all building information RECEIVED CITY OF TUKWIL Filled Out combustible stock storage OCT 1 u 2019 Sheet Number(s): "Cloud" or highlight all areas of revision including date o revi Received at the City of Tukwila Permit Center by: 10--- Entered in TRAKiT on MelRetail Sales \Chris Ling‘2019 \Bluerock \Revision Submittal Form.doc Revised: August 2015 Home f',spafriol Contact Safety & Health Claims & Insurance 41.114k Washington State Department of j Labor & Industries ISearch A-Z Index Help My TM Workplace Rights Trades & Licensing ENGINEERED PRODUCTS, A PAPE CO Owner or tradesperson Principals SALMAN, DAVID EROL, PRESIDENT WETLE, CHRISTOPHER THOMAS, VICE PRESIDENT JORGENSEN, LANCE RICHARD, VICE PRESIDENT SMYTHE, SETH LARRY, SECRETARY PAPE, RANDALL JORDAN, SECRETARY CT CORP SYSTEMS, AGENT RIECKE, ROBERT J, SECRETARY (End: 02/04/2013) SAYLOR, THOMAS H, TREASURER (End: 02/04/2013) HOLLINGSHEAD, DANNY W, VICE PRESIDENT (End: 02/12/2013) PAPE, MARY SUSAN, VICE PRESIDENT (End: 02/13/2017) RIECKE, ROBERT JOHN, VICE PRESIDENT (End: 02/13/2017) CARNEAU, CORY SCOTT, VICE PRESIDENT (End: 04/02/2019) Doing business as ENGINEERED PRODUCTS, A PAPE CO WA UBI No 602 684 203 9800 40TH AVE S SEATTLE, WA 98118 206-394-3300 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. ENGINPC931C0 Effective — expiration 02/20/2007— 02/20/2021 Bond FIDELITY & DEPOSIT CO OF MD Bond account no. 08748464 $12,000.00 Help us improve Received by L&I, Effective date 02/16/2007 02/13/2007 Expiration date Until Canceled Insurance National Union Fire Ins of PA $1,000,000.00 Policy no. gI5180113 Received by L&I Effective date 02/26/2019 03/01/2019 Expiration date 03/01/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent Not allowed to have apprentices. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. Account is current. L&I Account ID 586,069-04 Doing business as ENGINEERED PRODUCTS A PAPE COM Estimated workers reported Quarter 2 of Year 2019 "76 to 100 Workers" L&I account contact T2 / DALE RIUTTA (360)902-4834 - Email: RIUD235clni.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training— Effective July 1, 2019 Exempt from this requirement. 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. Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve Ce ec \oes 1. The General Contractor is responsible for checking contract documents, field conditions and dimensions for accuracy and confirming that work is buildable as shown before proceeding with construction. If there are any questions regarding these or other coordination questions, the General Contractor is responsible for obtaining a clarification from RBN Design before proceeding with work or related work in question. 2. The General Contractor shall be responsible for correcting any defects found in existing base building construction which interface with new construction. This includes but is not limited to, uneven surfaces and finishes at plaster or gypsum board. The General Contractor shall patch and repair surfaces to match adjacent adjoining surfaces. 3. Prior to construction the General Contractor shall inform RBN Design of any conflicts that exist between proposed construction and all mechanical, telephone, electrical, lighting, plumbing and sprinkler equipment (to include all piping, duct work and conduit) and all required clearances for installation and maintenance of above -mentioned equipment. 4. General contractor shall be responsible for providing all work and materials in accordance with all local, state and federal regulatory agencies, applicable building codes and requirements. 5. The General Contractor and Subcontractors shall purchase and maintain Certifications of Insurance with respect to worker's compensation, public liability and property damage for the limits as required by law. The General Contractor shall be responsible for initiating, maintaining, and supervising all safety precautions in connection with the work. 6. All work not specifically covered in the construction documents shall be furnished and installed in accordance with the building standard work letter or per submittals approved by RBN Design. 7. Upon submittal of construction costs, the General Contractor shall also submit a schedule of values and a specific construction time schedule for all Subcontractors' and General Contractor's work. 8. All work shall be scheduled and performed so as not to disturb or cause damage to any tenant in the building. The General Contractor is responsible for any or all overtime costs unless other arrangements have been made with client. 9. General Contractor shall provide protection to all existing finishes in the elevator, lobby and public corridors and shall be responsible to repair any damage caused by the General Contractor or Subcontractors. 10. General Contractor shall provide protective coverings for carpet, furnishings and existing finishes in areas of demolition and construction and shall be responsible for the repair of any damage caused by the work of the General Contractor or any Subcontractor. 11. The General Contractor shall provide adequate wood blocking with the steel stud partitions as support for wall hung shelves, cabinets, etc. All blocking and furring shall be fire treated as required by building code. 12. All gypsum board partitions shall be taped and sanded smooth with no visible joints. 13. "TYPICAL" [typ.] means identical for all same conditions unless otherwise noted."Similar" [sim.] means comparable characteristics for the condition noted. Verify dimensions and orientation 14. Dimensions 15. All heights on plan and with RBN Design. are not adjustable without approval of designer unless otherwise noted (±). are dimensioned from top of existing slab unless otherwise noted (A.F.F. - above finished floor). 16. General contractor to furr all columns to their minimum possible dimensions U.O.N. 17. Woodworking Subcontractor to provide wire holes and grommets in countertops as specified. 18. The tenant space and facilities must be accessible to and functional for the physically disabled. 19. Building numbers shall be easily visible and legible from the street or road fronting the property (CFC 505.1). 20. All revisions to the approved plans, no matter how minor, must be approved by both the city planning department and building inspection and reviewed by RBN Design. 21. All interior finishes must conform to the requirements of Chapter 8 section 803, 2016 CBC "Interior Finishes". 22. The General Contractor shall be responsible for the security of the project and shall be responsible for the discipline of all workers on the project. 23. Dumpsters and trash containers exceeding 1.5 cubic yards shall not be stored in buildings or placed within 5 feet of combustible walls, openings, or combustible roof eave lines unless protected by an approved sprinkler system or located in a Type I or IIA structure separated by 10 feet from other structures. Containers larger than 1 cubic yard shall be of non -or limited -combustible materials or similarly protected or separated (CFC 304.3). Scope o Pal nstalli et Rac r- �g \ew Incustria King System 1 1 - t-' I r ° -I r -I A o or 2.0 z 4.0 O di ice. /1 e S�eeL an View eva`ion View �gi neer� �g dcx O mc 1. Occupancy Type- Low hazard Warehouse 2. Separated Use 3. Steel Pallet rack Construction 4. 9,500 sqft tenant space 5. Sprinklers -Yes 6. Fire alarms -Yes 7. Emergency Lighting -Yes 8. 4 exits provided 9. Single Floor 10. Single Floor Commodity List: Racking will store Various Light industrial tools no hazardous material will be stored at location. '1 TTy City of l.Cih7f: 3£yta=K N Va u a DRAWN BY: A.CAREY SCALE: NTS DATE: 09.11.2019 JOB NO: CHECKED BY: CLING SHEET NO./ CO CO CO OF 4 SHEETS 0 DI ¶O23S 11 17' 19' 20'— CO co 0 r —12' ce 39' — 5" op co 39' — 4" 20161BC SECTION 1006 MEANS OF EGRESS ILLUMINATION REQUIRED The means Of egress serving a room or space shall be illuminated at all times that the roam or space is occupied; 'IYmYa000 Neel shall be not less than 1 Y6atawra M M wale. TTh6eMpower supply for means Of egress illumination shall nonmM be provided by the premises' electrical supply. In the event of power wooly failure in roam and spaces that require two or man means of egrou, an emergency Mecoiwl system shall automatically illuminate all of the following areas: 1. Aisles, 2. Caneors, 3. Exit access stairways and ramps. In the event of power supply failure in buildings that require two or more means of egret.. an emergency eledricel system shall automatically illuminate all of Be following areas: 1. Interior exit access stairways and ramp.. 2. Interior and exterior sett stairoaya S ramps, 3. Exit passageways, A Vaaltrr r earl d *paw. a dolor MnnMgs Bela star mod r ousts bmg. EMERGENCY ILLUMINATION FOR BUILDINGS AND DURATION OF ILLUMINATION (1008.3.2-1006.3.6) In the event of power supply failure in Roar and spaces, an emergency elcbical system *Ilea aatumaticelly illuminate all ofthe following areas:1. Elecbical equipment rooms, 2. Fire command centers, 3. Fire pump rooms, 4. Generator rooms, S. Public reatruoms with an area greater than 300 square feet. The emergency power system shall provide power for a Oman 01 tat Yea MM 60 Wiwi* 00d Mall consist of Mimeo MONAb , slM aKararer in ameba6MIMar. Illumination level under emergency power, the lighting facilities shall be arranged to provide initial illumination that is not less than an average 01 1 f0okrMle and a minimum at any point of 0.1 faotcand1 measured along the path of egress at floor level. iwimion MAO BIW M penbEIM M Yam Y 0.6 YeYsa6Y wow atr a aaibra M any poi of 0.06 Y omdl• MIN 001 ofMamown, 2/a0V MM Onser. AmoiromblOGYAmon BIMIMaeen raYYlw* Wool 401e1 sego wit r scram Exi co 18'-11" 4'-8" 5'-9, E N —10 xit Ex 32' 119'-2" REVIEWED FOR CODE COMPLIANCE APPROVED OCT 162019 City of Tukwila BUILDING Dlb)SION CITY OF TUKWILA OCT 102019 PERMIT CENTER DICI43011gb 03 g ENGINEERED PRODUCTS A PAPE CO w L_ CO 0 CO 000 U O O 0) O < C q Q O I %) M 3 I') Y one O H DRAWN BY.: A.CAREY SCALE NTS DATE 09.11.2019 JOB N0: CHECKED BY: C.LINC SHEET NO. 2 OF 4 SHerrs 1B 3/4" COLUMN NOTES: USE @ TYPE SPARE PARTS & SMALL 96"/ 144" COLUMN/BASE LOCATIONS. ii inv,3/8.3 mow 3014/3014 2B 3014/1514 COLUMN W/ BACKER NOTES: BACKER REQUIRED UP TO 104' ELEV. NOTES: USE 3014/ 3014 COLUMN @ TYPE LARGE 144" USE 3014/ 1514 COLUMN @ TYPE LARGE 96" NOTES: USE @ TYPE LARGE 96"/ 144" COLUMN/BASE LOCATIONS AS NOTED. 2 DESCRIPTION COLUMN: HMH IF 3014/ 3014 MATERIAL 14/ 14 GAGE THK. 3 DESCRIPTION MATERIAL BASE PLATE: 8' X 5' 3/8" THICK PLATE DESCRIPTION MATERIAL COLUMN: HMH IF 3014 14 GAGE THK. DESCRIPTION MATERIAL BASE PLATE: 8' X 8" 3/8' THICK PLATE DESCRIPTION MATERIAL COLUMN: HMH IF 3014/ 1514 14/ 14 GAGE THK. DESCRIPTION MATERIAL BRACING: HORIZ & DIAG. 16 GAGE STEEL STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI 4 DESCRIPTION 3-PIN CONNECTOR MATERIAL 7 GAGE STEEL YIELD ASTM A570, Fy=55,000 PSI NOTES: USE @ ALL HANNIBAL BEAM TO COLUMN CONNECTION LOCATIONS U.O.N. STEEL YIELD ASTM A36, Fy=36,000 PSI 11 11/16"/ 5/100 SAFETY PI STEEL YIELD 7/100 OR. SS RIVET ASTM A570, Fy=55,000 PSI 5 T'P. STEEL YIELD ASTM A570, Fy=55,000 PSI 0 NOTES: USE @ ALL HANNIBAL BRACE LOCATIONS TYP 1/2"' NOTES: CONFIRM OAL OF ANCHORS WITH INSTALLER TO ENSURE REQUIRED EMBEDMENTIS OBTAINED. 6 7 NOTES: USE @ TYPE LARGE 144" / SMALL 144' BEAM LOCATIONS. 8 NOTES: USE @ SPARE PARTS BEAM LOCATIONS. DESCRIPTION MATERIAL STEEL YIELD 4-PIN CONNECTOR 7 GAGE ASTM A570, Fy=55,000 PSI NOTES: USE @ TYPE LARGE 96"/ 144 LVL 1 BEAM TO COLUMN CONNECTION LOCATIONS. DESCRIPTION SIZE ESR # HILTI KWIKBOLT TZ ANCHOR 1/2'0 x 3-1/4" MIN. EMBED. 1917 NOTES: SEE NOTE #4 ABOVE FOR ANCHOR SPECS. DESCRIPTION 2-1/2" BEAM (HMH#24160) MATERIAL 16 GAGE STEEL YIELD ASTM A570, Fy=55,000 PSI 9 NOTES: USE 33140 @ TYPE LARGE 96' BEAM LOCATIONS. USE 33160 @ TYPE SMALL 96" BEAM LOCATIONS. DESCRIPTION 3-3/8" BEAM (HMH#33140) MATERIAL 14 GAGE 1-3/4"/ 3/4" 3 /8' 0" MIN t11/2" 3/8"0 X 7/8' SLOT 3/4" 4 PLCS NOTES: USE (2) STD ROW SPACERS FOR DOUBLE ROW 10 DESCRIPTION 5-5/8" BEAM (HMH#55140) DESCRIPTION 3-3/8" BEAM (HMH#33160) MATERIAL 14 GAGE MATERIAL 16 GAGE \STEEL YIELD ASTM A570, Fy=55,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI DESCRIPTION STD ROW SPACER NOTES: ATTACH WITH (4) 3/8'0 GR. 5 STEEL YIELD ASTM A570, Fy=55,000 PSI BOLTS, (2) @ EACH END MATERIAL 16 GAGE 1 2" 1 TYPE LARGE SELECTIVE RACK 144"/96" FRONT VIEW DESCRIPTION STORAGE RACK ELEVATIONS GENERAL PROJECT NOTES 1. DESIGNED PER REQUIREMENTS OF THE 20151BC, ASCE 7410 8 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Se =1.447, S1 =0.492, Fa = 1.000, Fv = 1.808 Ip = 1.0 MO PUBLIC ACCESS), S4s = 0.985, 5111=0.592, OCCUPANCY CATAG. 11 SITE CLASS D, SEISMIC DESIGN CATAG. 3. STORAGE CAPACITY: TYPE SPARE PARTS= 1000 LBS PER LEVEL TYP. TYPE SMALL 96S 144"= 3000 LBS PER LEVEL TIP. TYPE LARGE 144"= 4500 LBS PER LEVEL TYP. TYPE LARGE 96"= 4200 LBS PER LEVEL TYP. 4. ANCHORS : HILT KWIKBOLT TZ ESP# 1917. OR POWERS SD2 ESR#2502 AS USED IN CALCULATIONS OR ICC 8 ENGINEER APPROVED EQUAL 1/Y 0 x e-1/4" MIN. EMBEDT. (2) ANCHOR PER BASE PLATE. 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 6. EXISTING S.O.G. CONCRETE THKxOHESS 8 COMPRESSIVE STRENGTH. 6" x 2500 PSI 7. SOIL BEARING PRESSURE 1000 PSF. 6. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATORS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR. 5 0R BETTER, INSTALL TO SNUG TIGHT FIT OR BETTER 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BYAWS CERITFIED WELDERS USING E708X ELECTRODE OR BETTER FIELD WELDS, IF ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. 12. SHIMS MAY BE USED UNDER THE BASE PLATE TO MAINTAIN THE PLUMSNESS OF THE STORAGE RACK 13. THE SHIMS SHALL BE MADE OF A MATERIAL THAT MEETS OR EXCEED THE DESIGN BEARING STRENGTH (LRFD) OR ALLOWABLE BEARING STRENGTH (ASD) OF THE FLOOR. 14. THE SHIM SIZE AND LOCATION UNDER THE BASE PLATE SHALL BE EQUAL TO OR GREATER THAN THE REQUIRED BASE PLATE SIZE AND LOCATION. 15. SHIMS SHALL BE INTERLOCKED OR WELDED TOGETHER IN A FASHION THAT CAN TRANSFER ALL THE SHEAR FORCES AT THE BASE. 16. BENDING IN THE ANCHOR ASSOCIATED WITH SHIMS OR GROUT UNDER THE BASE PLATE SHALL BE CONSIDERED IN THE DESIGN OF THE ANCHOR BOLTS. 17.1HE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD, UNDAMAGED CONDITION. THE PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES. IT IS THE RESPONSIBILIV OF THE OWNER, USER, PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO NOTIFY SED, INC IN WRITING, OF ANY DAMAGE, DEFICIENCIES OR IRREGULARMES. 1& IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN HEREIN TO NOTIFY SED, INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE. THIS INCLUDES SUCH OCCURRENCES SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORIQPT OR HEAVY MACHINERY, IMPACT FROM DROPPED LOADS ON THE SYSTEM, DAMAGE TO SYSTEMS BY IMPROPER USE OR INSTAWITON, ETC. THE USER OF THE PRODUCT MUST NOTIFY SED, INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE PRODUCT SHOWN HEREIN. IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO MAINTAIN THE SAFETY AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN. 19. IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT. 20.T14E OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL, HOUSE KEEPING AND MNNTENMICE PROCEDURES, BUT NOT LIMITED TO THE FOLLOWING: a PROHIBIT ANY OVER LOADING OF ANY PALLET POSMONS AND OF OVERALL RACK SYSTEMS. b. REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND. IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL COMPONENTS. 0. REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE, OPERATING CONDMON. 0. ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED AND STABLE POSITION. e. REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. 1. PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING THE TOP MOST POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. 9. THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVY MACHINERY ARE IN USE. TYPE SPARE PARTS TYPE SMALL SELECTIVE RACK SELECTIVE RACK to I 90" 192' 0" 2 1 20 20" 2 2 2 192" 144"/96" USE @ 14 ] USE 144. 7 USE®98 14 ] USE 14144. FRONT VIEW FRONT VIEW 197' 09/232019 T&Z Consulting Services,LLC WA COA Uc. No. 4010 f8" ,-44„ 44" 43" II I II _II / 1 \ II 9 Ir III III II( Hfi BACKER @ LARGE ONLY rk- SIDE VIEW nnrsc_O CITY OF TUK'WILA SEP 1 3 O fa 96 0 LV-091119-7 ----ESRIZtjA1-4 C • • E COMPI lame= J APPROVED OCT 16 20(9 City of Tukwila BUILDING DIVISION