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HomeMy WebLinkAboutPermit D16-0098 - T BAR CONSTRUCTION - STORAGE RACKSwin i � 14590 INTERURBAN AVE S D16-0098 City of Tukwila Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 3365901630 Permit Number: D16-0098 Address: 14590 INTERURBAN AVE S Issue Date: 5/10/2016 Permit Expires On: 11/6/2016 Project Name: T BAR CONSTRUCTION Owner: 2012 National Electrical Code: Name: SANFT LOUIE 2012 Address: 6120 52ND AVE S, SEATTLE, WA, International Mechanical Code Edition: 2012 98118 2014 Contact Person: 2012 WA State Energy Code: Name: DAVID NORRIS Phone: (206) 465-6208 Address: 3500 W VALLEY HWY N - SUITE B102, AUBURN, WA, 98001 Contractor: Name: RAYMOND HANDLING CONCEPTS Phone: (253) 333-2109 CORP Address: 4140 BOYCE RD, FREMONT, CA, 94538 License No: RAYMOHCO34KB Expiration Date: 10/5/2017 Lender: Name: RAYMOND HANDLING CONCEPTS CORP Address: 4140 BOYCE RD, FREMONT, CA, 94538 DESCRIPTION OF WORK: HIGH PILE STORAGE PALLET RACKING AND CANTILEVER RACKS Project Valuation: $14,000.00 Fees Collected: $624.50 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: ChanneIization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: U I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local la s egulating construc ion or the performance of work. I am authorized to sign and obtain this development er it jnd ag�to th conditions attached to this permit. Signature: Print Name: Date: 'Jdj'� 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 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. 17: 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) 16: 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) 18: 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) 19: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 20: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi]aWA.jzov Building Permit No. tl )1 (0 Project No. ' J Date Application Accepted: ( _C Date Application Expires: use 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 King Co Assessor's Tax No.: 3365901650 Site Address: 14590 Interurban Ave S. Suite Number: B-100 Floor: I Tenant Name: T -Bar Construction New Tenant: m .....Yes ❑ ..No PROPERTY OWNER Name: T -Bar Construction Address: 14590 Interurban Ave S City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: David Norris Address: 3500 West Valley Highway N, Ste. B-100 City: Auburn State: WA Zip: 98001 Phone: (206) 465-6208 Fax: Email: dnorris@raymondhandling.com GENERAL CONTRACTOR INFORMATION Company Name: Raymond Handling Concepts Corp. Address: 3500 West Valley Highway N City: Auburn State: WA Zip: 98001 Phone: (206) 465-6208 Fax: Contr Reg No.: RAYM0HC034KB Exp Date: 10/05/2017 Tukwila Business License No.: BUS -0993198 H:\Applications\Fovns-Applications On Line\2011 AppliwtionsWennit Application Revised - 8-9-1I.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Structural Concepts Engineering Engineer Name: Ali Abdolhassani Address: 1815 Wright Ave. City: La Verne State: CA Zip: 91750 Phone: (909) 596-1351 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Raymond Handling Address: 41400 Boyce Road City: Fremont State: WA Zip: 94538 Pagel of 4 BUILDING PERMIT INFORMATI011-Z206-431-3670 Valuation of Project (contractor's bid price): $ 14,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): High Pile Storage pallet racking and cantilever racks. Will there be new rack storage? 0 ..... Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq 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: 12 Compact: Handicap: Will there be a change in use? El ....... Yes m....... No If "yes", explain: FIRE PROTECTION/IIAZARDOUS MATERIALS: 0....... Sprinklers Z ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes ❑ .......No If `yes', attach list of materials and storage locations on a separate 8-112" x I I " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Fonts-Applications On Line\2011 Applications\Pertnit Application Revised - 8.9-I l.dom Revised: August 2011 Page 2 of 4 bh Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 4,400 III -B S 2 Floor Yd 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: 12 Compact: Handicap: Will there be a change in use? El ....... Yes m....... No If "yes", explain: FIRE PROTECTION/IIAZARDOUS MATERIALS: 0....... Sprinklers Z ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes ❑ .......No If `yes', attach list of materials and storage locations on a separate 8-112" x I I " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Fonts-Applications On Line\2011 Applications\Pertnit Application Revised - 8.9-I l.dom Revised: August 2011 Page 2 of 4 bh 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 OWNUR 0"IY1'olf=ZED AGENT: Date: 04/08/2016 Print Name: David Norris Day Telephone: (206) 465-6208 Mailing Address: 3500 West Valley Highway N, Ste B-100 Auburn WA 98001 City State Zip H:Upplications\Fonns-Applications On Line\2011 Applications\Pennit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS • QUANTITY PAID PermitTRAK $259.80 D16-0098 Address: 14590 INTERURBAN AVE S Apn: 3365901630 $259.80 DEVELOPMENT $241.56 PLAN CHECK FEE R000.345.830.00.00 0.00 $237.06 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE $18.24 TECHNOLOGY FEE TOTALR8428 R000.322.900.04.00 0.00 $18.24 $259.80 Date Paid: Tuesday, May 10, 2016 Paid By: RAYMOND HANDLING CONCEPTS CORP Pay Method: CHECK 241922 Printed: Tuesday, May 10, 2016 11:21 AM 1 of 1?p"f L SYSTEMS Date Paid: Tuesday, April 12, 2016 Paid By: RAYMOND HANDLING CONCEPTS Pay Method: CHECK 232872 Printed: Tuesday, April 12, 2016 9:28 AM 1 of 1 � sY57EMs op 7i INSPECTION RECORD �r�, D�,� Retain a copy with permit CTION 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: Type Qf,ins ection:c Address: I q 516 Date Calle Special Instructions: Date Wanted: a.m. d—(,C p.m. ._ 1.6 Req��uAAester: /vL L pp ,I C e0a Phan No: Inspector: Date_ REINSPECTION FEE REQUIRED, Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. 0 INSPECTION RECORD Retain a copy with permit 01,�-00 q -b '75-SPECTION 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 Pro' ct4 Type of Inspection, d essss: t� J _C V V`+ L1 Date Calle (e 50 Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. VTcorrections required prior to approval. • IL (inspector: y C--- Iuate,�- _ I/ - /C,5, 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD N to — oal Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: -117 ::r� Type of Inspection: T<?A/�-- Address: Contact Person: Suite #: fo Pre -Fire: Special Instructions: Phone No.: © Approved per applicable codes. Corrections required prior to approval. r COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 structural Concepts FILE Engineering 1815 Wright Ave La Verne, Co. 91750 Tel: 909-5966-1351 Fax: 00-P-5-90-7180 �)NSTRUGTION Project Number: Q-03281ro-ILV Date :�033131AG -- Street Address :V 46600 INTERURBAN AVE. S B-100 Gity/State : TUKWILA, WA 98188 Scope of Work: STORAGE RACK p I b 400 0016 Pp,O NAL��G MAR 3 12016 RECEIVED CITY OF TUKWILA APR 121016 PERMIT CENTER 'Structural Concepts r Engineering 1200 N. Jefferson Ste..Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax• 714 632 776 By: BOB Project: T -BAR CONST Project #: Q-032816-1LV TABLE OF CONTENTS TitlePage................................................................................................................ 1 Tableof Contents..................................................................................................... 2 Design Data and Definition of Components............................................................ 3 CriticalConfiguration.............................................................................................. 4 SeismicLoads.......................................................................................................... 5 to 6 Column.................................................................................................................... 7 Beamand Connector............................................................................................... 8 to 9 Bracing.................................................................................................................... 10 Anchors...............................................................................:................................... 11 BasePlate................................................................................................................ 12 Slabon Grade.......................................................................................................... 13 OtherConfigurations............................................................................................... 14 to TYPE 1 SELECT- NORRIS� Page of 2 S 3/30/20 1 6 'Structural Concepts :''7'-. ngineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: T -BAR CONST Project#: W32816-11LV Design Data 1) The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2013 CBC Section 2209A ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks '2012 RMI Rack Design Manual" ASCE?-10, section 15.5.3 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 be provided by installer per ICC reference on plans and calculations herein 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 7" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Frame Height Front View: Down Aisle (Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace TYPE 15 ELECT-NORPIS Page of 2.3 3/30/20 16 ' St' doncepts ural — Engineering By: BOB Project: T -BAR CONST Project #: "32816-1 LV Configuration & Summary: TYPE 1 SELECTIVE RACK 144" 18" r' 42" 94n,,42.. -i` 44',4 Seismic Criteria # Bm Lvis I Frame Depth I Frame Height 50" Beam Length Frame Type 54" 4 44 in 240.0 in 46" 1441 Single Row 18" Fy=55 ksi 144" 18" r' 42" 94n,,42.. -i` 44',4 Seismic Criteria # Bm Lvis I Frame Depth I Frame Height # Diagonals Beam Length Frame Type Ss=1.441, Fa=1 4 44 in 240.0 in 6 1441 Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=3105 Ib, M=11452 in -Ib 0.44 -OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 41160/4.125" Face x 0.06" thk Lu=144 in Capacity: 2421 Ib/pr 0.83 -OK Beam Connector Fy=55 ksi LA 1: 3 pin OK Mconn=9327 in -Ib Mcap=12691 in -Ib 0.73 -OK Brace -Horizontal Fy=55 ksi I Hannibal 1-1/2x1-1/2x16ga 0.19 -OK Brace -Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.23 -OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 0 in -Ib 0.72 -OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2640 Ib) 0.675 -OK Slab & Soil 7" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure Level Load** Story ForceStory Force Column Column Conn. 0.28 -OK Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,000 Ib 18.0 in 42.0 in 661b 51 Ih a ,an ih -7 oc'� 2 2,000 Ib 46.0 in 3 2,000 Ib 54.0 in 4 2,000 Ib 50.0 in 42.0 in 236 Ib 182 Ib 42.0 in 435 Ib 336 Ib 42.0 in 619 Ib 478 Ib 42.0 in 18.0 in o p,uuuu wtfynL per pair or oeams i otal' 1,355 Ib 1,047 Ib Notes --- .. -I-- H V . 1 3,105 lb 11,452 "# 9,327 "# 3 pin OK 2,070 Ib 10,985 "# 7,410 "# 3 pin OK 1,035 Ib 5,975 "# 3,565 "# 3 pin OK TYPE I SELECT-NORRIS Page / of LAC 3/301201 ti sum: P=8000 lb 5,360 lb 280 lb 'Structural 518,880 Concepts 1=203,996 Longitudina_1l(Downaisle) Seismic Load ngineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: T -BAR CONST Project #: Q-032816-1LV Seismic Forces Configuration: TYPE 1 SELECTIVE RACK * P) + DL Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Ss= 1.441 Transverse (Cross Aisle) Seismic Load S1= 0.557 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) vt Fa= 1.000 Cs1= Sds/R Fv= 1.500 = 0.2402 Cs -max * Ip= 0.2402 Sds=2/3*Ss*Fa= 0.961 Cs2= 0.044*Sds Vmin= 0.015 Sd1=2/3*S1*Fv= 0.557 = 0.0423 Eff Base Shear=Cs= 0.2402 TTr _2sverse Elevation Ca=0.4*2/3*Ss*Fa= 0.3843 Cs3= 0.5*S1/R Ws= (0.67*PLRFI * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4,0 = 0.0696 = 5,640 lb Ip= 1.0 Cs -max= 0.2402 Vtransv=Vt= 0.2402 * (280 Ib + 5360 Ib) PRFI= 1;0 ease shear Coeff=cs= 0.2402 1,047 lb Etransverse= 1,355 Ib Pallet Height=hp= 48.0 in [imitstatesLevel Transverse seismic shear per opright DL per BeamLvl= 70 Ib Level PRODUCT LOAD P P*0.67*PRFI DL hi wi*hi Fi Fi*(hi+hp/2) 1 2,000 Ib 1,340 Ib 70 Ib 18 in 25,380 66.3 Ib 2,785-# 2 2,000 Ib 1,340 Ib 70 Ib 64 in 90,240 235.7 Ib 20,742-# 3 2,000 Ib 1,340 Ib 70 Ib 118 in 166,380 434.5 Ib 61,699-# 4 2,000 Ib 1,340 Ib 70 Ib 168 in 236,880 618.6 Ib 118,771-# sum: P=8000 lb 5,360 lb 280 lb W=5640 lb 518,880 1,355 lb 1=203,996 Longitudina_1l(Downaisle) Seismic Load Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL PRF2= 1.0 Cs1=Shc/(T*R)= 0.1857 = 5,640 Ib (Longitudinal, unbraced Dir.) R= 6.0 Cs2= 0.0423 Cs=Cs-max*Ip= 0.1857 T= 0.50 sec 0 Cs3= 0.0464 Vlong= 0.1857 * (280 Ib + 5360 Ib) [Elongitudinal= 0 ;: 0 0 Cs -max= 0.1857 1,047 lb LimifStatesLeve/Longit seismic shearperupfighr Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi Fi Front View 1 2,000 Ib 1,340 Ib 70 Ib 18 in 25,380 51.2 Ib 2 2,000 Ib 1,340 Ib 70 Ib 64 in 90,240 182.1 Ib 3 2,000 Ib 1,340 Ib 70 Ib 118 in 166,380 335.7 Ib 4 2,000 Ib 1,340 Ib 70 Ib 168 in 236,880 478.0 Ib sum: 5,360 Ib 280 Ib W=5640 Ib 518 880 1 047 Ib TYPE I SELECT-NORRIS Page � of 3/30/20 1 5 `Structural Concepts 76, Engineering 1200 N Jefferson Ste Ste F Anaheim. CA 92807 Tel: 714 632 7330 Fax- 714 632 7763 By: BOB Project: T -BAR CONST Project #: Q-032816-1 LV Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity. Seismic Story Forces Typical frame made Vlong= 1,047 lb Tribut e. oftw columns Vcol=Vlong/2= 524 lb F1= 51 Ib F2= 182 Ib F3= 336 lb a y area efrackframe� ----- Typical Frame made r-- 96- —�-- - - - - - - Front View side view Seismic Story Moments Conceptual System C01 Mbase-max= 0 in -Ib <-_= Default capacity hl-eff= hl - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 15 in Vcol = 3,926 in -Ib <__= Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 0 in -Ib PINNED BASEA55UMED M 1-1= [Vcol * hieff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] * h2 = (524 Ib * 15 in) -0 in -Ib = [524 Ib - 91.1 Ib]*46 in/2 = 7,853 in -Ib = 11,452 in -Ib Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (7853 in -Ib + 11452 in-Ib)/2 Mseis(2-2)= (11452 in -Ib + 10985 in-Ib)/2 = 9,652 in -Ib = 11,218 in -Ib rho= 1.0000 LEVEL hi Axial Load Column Moment** Mseismic** Mend -fixity Mconn** Beam Connector 1 18 in 4,140 Ib 7,853 in -Ib 9,652 in -Ib 2,106 in -Ib 8,231 in -Ib 3 pin OK 2 46 in 3,105 Ib 11,452 in -Ib 11,218 in -Ib 2,106 in -Ib 9,327 in -Ib 3 pin OK 3 54 in 2,070 Ib 10,985 in -Ib 8,480 in -Ib 2,106 in -Ib 7,410 in -Ib 3 pin OK 4 50 in 1,035 Ib 5,975 in -Ib 2,988 in -Ib 2,106 in -Ib 3,565 in -Ib 3 pin OK Mconn= (Mseismic + Mend-fixity)*0,70*rho Mconn-allow(3 Pin)= 12,691 in -Ib **all moments based on limit states level loading TYPE I SELECT-NORRIS?'� Page LP of 3130120 1 h 'Structural Concepts ngineering )_ON Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632 7330 Fa • 71 632.7763 By: BOB Project: T -BAR CONST Project #: Q -032816-11-V Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK Section Properties Section: Hannibal IF3014-3x3xl4ga 3.000 in Aeff = 0.643 in^2 Iy = 0.749 in^4 Kx = 1,7 x Ix = 1.130 in^4 Sy = 0.493 in^3 Lx = 43.9 in Sx = 0.753 in^3 ry = 1.080 in Ky1.0 rx = 1.326 in Fy= 55 ksi = Ly = 42.0 in y- •-- r- • - - -y 3.000 in - Sf= 1.67 Cmx= 0.85 Cb= 1.0 10.075 in ,� E= 29,500 ksi �! k}-0.75 in Considers loads at level 2 I I COLUMN DL= 105 Ib Critical load cases are: RMI Sec 2.1 COLUMN PL= 3,000 Ib Load Case 5.,: (1+0.105*5d5)D + 0.75-*(1.4+0.145ds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Mcol= 11,451 in -Ib axial loadcoeff.• 0.80561145*P seismic momentcoeff,• 0.5625*Mcol Sds= 0.9607 Load Case 6:: (I+0.104*Sds)D t (0.85+a145ds)*B*P + (0. 7*rho *E) < = 1, 0, ASD Method 1+0.105*Sds= 1.1009 axial load coef. .. 0.68915 seismic moment coeff, 0.7 * Mcol 1.4+0.14Sds= 1.5345 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1345 0.85+0.14*Sds= 0.9845 Axial Load=Pax= 1.134498*105 lb+0.984498*0.7*300016 Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 2,187 Ib = 0.7 * 11451 in -Ib rho= 1.0000 = 8,016 in -Ib Axial Analysis KxLx/rx = 1.7*43.9375"/1.326" KyLy/ry = 1*42"/1.08" Fe > Fy/2 = 56.3 = 38.9 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*91.8 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 46.8 ksi = 91.8ksi Pa= Pn/2c Pn= Aeff*Fn Qc= 1.92 = 30065 Ib/1.92 = 30,065 lb = 15,659 lb P/Pa= 0.14 < 0.15 Bending Analysis Check: P/Pa + Mx/Max 5 1.0 Pno= Ae*Fy = 0.643 in^2 *55000 psi = 35,365 Ib Max= My/Qf = 41415 in-Ib/1.67 = 24,799 in -Ib px= {1/[1-(QC*P/Pcr)])^-1 _ {1/[1-(1.92*2187 lb/58970 Ib)]) --1 = 0.93 Combined Stresses Pao= Pno/!Qc Myield=My= Sx*Fy = 35365lb/1.92 = 0.753 in^3 * 55000 psi = 18,419 Ib = 41,415 in -Ib Pcr= n^2EI/(KL)max^2 = n^2*29500 ksi/(1.7*43.9375 in) -2 = 58,970 Ib (2187 Ib/15659 Ib) + (8016 in-Ib/24799 in -Ib) = 0.44 < 1.0, OK (EQ C5-3) ** For comparlson, total column stress computed for load case 5 is 39 0% 7 loads 2532 4260675 lb Axial and M 60111n -lb TYPE !SELECT -MORRIS Page % of 2 3/30/201 6 StrConcepts tura) `n ineering 1200N. Jefferson Ste, Ste F Anaheim,_ CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: T -BAR CONST Project #• Q 032816 1i.v BEAM Configuration: -TYPE 1 SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in A) Check compression flange for local buckling (B2 1) w= c - 2*t -2*r = 1.625 in - 2*0.06 in - 2*0.06 in = 1.385 in w/t= 23.08 1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 Eq. B2.1-4 = [1.052/(4)^0.5] * 23.08 * (55/29500)^0.5 = 0.524 < 0.673, Flange is fully effective Eq. B2.1-1 B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 50.29 ksi f2(tension)= Fy*(yl/y2)= 102.06 ksi Y= f2/f1 Eq. B2.3-5 = -2.029 k= 4 + 2*(1-Y)A3 + 2*(1-Y) Eq. B2.3-4 = 65.64 flat depth=w= yl+y3 = 3.885 in w/t= 64.75 OK 1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5 = [1.052/(65.64)A0.5] * 3.885 * (50.29/29500)^0.5 = 0.347 < 0.673 be=w= 3.885 in b2= be/2 Eq B2.3-2 b1= be(3-Y) = 1.94 in = 0.773 bl+b2= 2.713 in > 1.2825 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) 0.141 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.385 in = 0.169 in m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) depth = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)A2 - 1.79 (EQ A7.2-3) = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 70K then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.97 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 114.48 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*-2*t = 2.510 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.37 ksi Fya= (Fya-top) * (Fyb/Fya- botto m) = 29.56 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= 21.80 in -k S, .( 4.125 in ,j- 1.63 in 15 in 60 in Beam= HMH 41160/4.125" Face x 0.06" thk Ix= 1.713 in^4 Sx= 0.777 in^3 Ycg= 2.723 in t= 0.060 in Bend Radius=r= 0.060 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.625 in bottom flange= 2.750 in Web depth= 4"c'^ Fy fl(C..P) y1= Ycg-t-r= 2.603 in y2= depth-Ycg= 1.403 in y3= y2 -t -r= 1.283 in Strwural once is Mn ineerin 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: T -BAR CONST Project #• Q 032816 lav BEAM Configuration: TYPE 1 SELECTIVE RACK RMI Section 5.2, PT II Section Beam= HMH 41160/4.125" Face x 0.06" thk Ix=Ib= 1.713 inA4 Sx= 0.777 inA3 t= 0.060 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 59.0 ksi 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 E= 29500 ksi F= 150.0 L= 144 in Beam Level= 1 P=Product Load= 2,000 Ib/pair D=Dead Load= 70 Ib/pair W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI 2.2, item 8 FOR DL=2% of PL, Vv= 1.777 Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)] 1 - (2*150*144 in)/[(6*29500 ksi*1.713 inA3)+(3*150*144 in)] = 0.883 if F= 0.95 Then F*Mn=F*Fya*Sx= 43.50 in -k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 43.5 in -k * 8 * 2/(144in * 0.883 * 1.599) = 3,424 Ib/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 = (3424 Ib/2) * 144 in * (1-0.883)/8 = 3,605 in -Ib @ 3424 Ib max allowable load = 2,106 in -Ib @ 2000 Ib imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) = 1 - (4*150*144 in)/[(5*150*144 in)+(10*29500 ksi*1.713 inA4)] = 0.859 in if Dmax= L/180 Based on L1180 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*1.713 inA4*2/[180*5*(144 in)A2*0.859) = 2,421 Ib/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: 2.75 in r1.63 in 1.1.625 in 4.125 in T 1 60 in Allowable Deflection= L/180 = 0.800 in Deflection at imposed Load= 0.661 in Allowable load= 2,421 Ib/pair Imposed Product Load= 2,000 Ib/pair Beam Stress= 0.83 Beam at Level l �" 1' _�IIt1 S nnino_o_rinn 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632 7763 By: BOB Project: T -BAR CONST Project #: Q-03281 6- 3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK i ne Deam ena moments snown herein show the result of the maximum induced fixe end monen s form seismic + static oa s and the co e mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic + Mend -fixity) *0.70* Rho = 9,327 in -Ib Load at level 2 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)A2 * Pi/4 = 0.1507 in/12 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507inA2 = 3,315 Ib Bearing Capacity of Pin tcol= 0.075 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22 = 2,135 Ib < 3315 Ib Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= P1+P2+P3 tclip= 0.18 in = P1+Pl*(2.5"/4.5")+P1*(0.5"/4.5") = 1.667*Pl Mcap= Sclip * Fbending C*d= Mcap = 1.667 =0.127 inA3*0.66*Fy = 4,610 in -Ib Pclip= Mcap/(1.667 * d) = 4610.1 in-Ib/(1.667 * 0.5 in) Thus, P1= 2,135 Ib = 5,531 Ib Mconn-allow=[P1*4.5"+Pl*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.5"] = 2135 LB*[4.5"+(2.5'/4.5')*2.5"+ (0.5'/4.5')*0.5"] = 12,691 in -Ib > Mconn max, OK Fy= 55,000 psi Sclip= 0.127 inA3 d= E/2 = 0.50 in rho= 1.0000 TYPE I SELECT- NORRIS Page � of Z S 3/30/201 C 'Structural Concepts Engineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: T -BAR CONST Project #: Q-032816-lLV Transverse Brace Configuration: TYPE 1 SELECTIVE RACK Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2xl6ga Horizontal Member= Hannibal 1-1/2x1-1/2xl6ga Area= 0.273 in^2 1.500 in Area= 0.273 in^2 �t 1.500 n r min= 0.496 in _ r min= 0.496 in Fy= 55,000 psi Fy= 55,000 psi K= 1.0 1.500 in K= 1.0 1.500 in 4c= 1.92 in Frame Dimensions 0.2_5 in 0.25 Bottom Panel Height=H= 42.0 in Clear Depth=D-B*2= 38.0 in Frame Depth=D= 44.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 0 Load Case 6.• ; (1 + * 85+0.145ds)*,3V + j0.7*1­17o*EJ<= 1.0, ASD Method Vtransverse= 1,3551b Vb=Vtransv*0.7*rho= 1355 Ib * 0.7 * 1 = 949 Ib Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2 = 52.3 in Pmax= V*(Ldiag/D) * 0.75 = 846 Ib axial load on diagonal brace member Pn= AREA*Fn = 0.273 in^2 * 26208 psi = 7,155 Ib Pallow= Pn/Q = 7155 Ib /1.92 = 3,726 lb Pn/Pallow= 0.23 <= 1.0 OK Horizontal brace Vb=Vtransv*0.7*rho= 949 Ib Vb (kl/r)= (k * Ldiag)/r min _ (1x52.3in/0.496in) = 105.4 in Fe= pi^2*E/(kl/r)^2 = 26,208 psi Since Fe<Fy/2, Fn= Fe (kl/r)= (k * Lhoriz)/r min Fe= pi^2*E/(kl/r)-2 _ (1 x 44 in) /0.496 in = 37,006 psi = 88.7 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn = 34,564 psi = 0.273in^2*34564 psi = 9,436 lb Pn/Pallow= 0.19 <= 1.0 OK = 26,208 psi Tvoical Panel Confauration Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925 lb OK Fy/2= 27,500 psi Pallow= Pn/f2c = 9436 Ib /1.92 = 4,915 Ib TYPE It SELECT-NORRIS Page / C) of 2L- 1 3/30/201 6 Structural Concepts ,c . . . .......Engineering 1200 N Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: T -BAR CONST Project #: Q-032816-1 LV Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK 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 hp T- ©' e Vtrans=V=E=Qe= 1,355 Ib DEAD LOAD PER UPRIGHT=D= 280 Ib PRODUCT LOAD PER UPRIGHT=P= 8,000 Ib Papp=P*0.67= 5,360 Ib Wst LC1=Wst1=(0.70786*D + 0.70786*Papp*1)= 3,992 Ib Product Load Top Level, Ptop= 2,000 Ib DL/Lvl= 70 Ib Seismic Ovt based on E, -7(Fi*hi)= 203,996 in -Ib height/deoth ratio= 3.8 in Sds= 0.9607 (0.9-0.2Sds)= 0.7079 (0,9-0.2Sds)= 0.7079 B= 1.0000 rho= 1.0000 Frame Depth=Df= 44.0 in Htop-Ivl=H= 168.0 in # Levels= 4 # Anchors/Base= 2 on: I-- Dft --- — — ui --wnuvw A Fully Loaded Rack h=H+h 2= 192.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wstl * Df/2 T= (Mout-Mst)/Df = 203,996 in -Ib = 3992 Ib * 44 in/2 = (203996 in -Ib - 87824 in-Ib)/44 in = 87,824 in -Ib = 2,640 Ib Net uplift per column Net Seismic U lift= 2,640 Ib tren th Leve/ B Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0.2402 * 2000 Ib = 68,520 in -Ib = 480 Ib T= (Movt-Mst)/Df Vleff= 480 Ib Critical Level= 4 = (68520 in -Ib - 35506 in-Ib)/44 in V2=VpL= Cs*Ip*D Cs*Ip= 0.2402 = 750 Ib Net Uplift per column = 67 Ib Mst= (0.70786*D + 0.70786*Ptop*1) * 44 in/2 = 35,506 in -Ib A h Net Seismic U lift= 750 Ib Strength Leve/ nc — 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= 1,961 Ib L.A. City Jurisdiction? NO Tcap*Phi= 1,961 Ib Shear Capacity=Vcap= 2,517 Ib Phi= 1 Vcap*Phi= 2,517 Ib Fully Loaded: (1320 Ib/1961 Ib)^1 + (338 Ib/2517 Ib)^1 = 0.81 <= 1.2 OK Top Level Loaded: (375 Ib/1961 Ib)^1 + (120 Ib/2517 Ib)^1 = 0.24 <= 1.2 OK TYPE I SELECT-NORRIS Page of S 313C)I2016 `Structural Concepts YwF ^ Engineering 1200 N Jefferson Ste Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax' 714 632 7763 By: BOB Project: T -BAR CONST Project #: "32816-11-V Base Plate Configuration: TYPE 1 SELECTIVE RACK Section P Baseplate= 8x5x3/8 Eff Width=W = 8.00 in a = 3.00 in Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in Mb Column Width=b = 3.00 in N=# Anchor/Base= 2 I b �~ bPA Column Depth=dc = 3.00 in Fy = 36,000 psi L = 2.50 in w Plate Thickness=t = 0.375 In Downaisle Elevation Down Aisle Loads Load Case 5.,: (1+0.105*5ds)D + 0.75*%(1 4+014Sds)*B*P + 075*[07*rho*E7<- 1 0 A5D Method COLUMN DL= 140 Ib Axial=P= 1.1008735 * 140 Ib + 0.75 * (1.534498 * 0.7 * 4000 Ib) COLUMN PL= 4,000 Ib = 3,377 lb Base Moment= 0 in -Ib Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.1009 = 0 in -Ib * 0.75*0.7*rho 1.4+0.14Sds= 1.5345 = 0 in -Ib Efff B 0.7000 Axial Load P = 3,377 Ib Mbase=Mb = 0 in -Ib Effe Axial stress=fa = P/A = P/(D*W) M1= wLA2/2= fa*LA2/2 = 84 psi = 264 in -Ib Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi = 0.0 psi Moment Stress=fbl = fb-fb2 M2= fbl*LA2)/2 = 0.0 psi = 0 in -Ib M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 0 in -Ib = 264 in-Ib/in S -plate = (1)(tA2)/6 Fb = 0.75*Fy = 0.023 inA3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c = 0.42 OK = 1,750 psi OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 Ib OK _ -1,996 Ib No Tension Cross Aisle Loads Cdbm1Wdn-Rf915ecZ1,dem9:(S+O.IISdsJDL+(1+0.145D5)Pc'a.75+EL'V.7S-1.o,asDatet od Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 3,377 lb 'When the baseplate configuration consists of two anchor bolts located on either side Movt*0.75*0.7*rho= 107,098 in -Ib Pseismic= Movt/Frame Depth Frame Depth= 44.0 in = 2,434 Ib P=Pstatic+Pseismic= 5,811 lb b =Column Depth= 3.00 in L =Base Plate Depth -Col Depth= 2.50 in fa = P/A = P/(D*W) = 145 psi Sbase/in = (1)(tA2)/6 = 0.023 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.72 OK M= wLA2/2= fa*LA2/2 = 454 in-Ib/in Fbase = 0.75*Fy = 27,000 psi of the column and a net uplift force exists, the minimum base plate thickness shall be determined based on a design bending moment in the plate equal to the uplift force on one anchor times 1/2 the distance from the centerline of the anchor to the nearest edge of the rack column" T Ejmu� cTa Ta b' Elevation Uplift per Column= 2,640 Ib Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,320 Ib c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,650 in -Ib Splate= 0.117 inA3 TYPE I SELECT-NORRIS Page /I- of 2 3/30/2016 Structural Concepts Engineering 1200 N. Jefferson Ste Ste IF Anaheim,CA 92807 Tel: 71 .632.7 30 Fax . 714.632.7763 By: BOB Project: T -BAR CONST Project #: Q -032816-11-V Slab on Grade Configuration: TYPE 1 SELECHVE RACK x -►II~ c � y L -. SLAB ELEVATION Base Plate Effec. Baseplate width=B= 8,00 In Effec. Baseplate Depth=D= 5,00 In slab i Baseplate Plan View width=a= 3.00 in depth=b= 3.00 in midway dist face of column to edge of plate=c= 5.50 in midway dist face of column to edge of plate=e= 4.00 in Concrete fc= 2,500 psi tslab=t= 7.0 in teff= 7.0 in phi=O= 0.6 Soil fsoil= 750 psf Movt= 142,797 in -Ib Frame depth= 44.0 in Sds= 0.961 0.2*Sds= 0.192 X= 0.600 ' [3=B/D= 1.600 F'c^0.5= 50.00 psi DEAD LOAD=D= 140 Ib per column Load Case 1) (1.2+0.25ds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactoredASD load = 1.39214 * 140 Ib + 1.39214 * 0.7 * 4000 Ib + 1 * 3245 Ib PRODUCT LOAD=P= 4,000 Ib per column = 7,338 Ib unfactoredASD load Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 2,680 Ib per column = 0.70786 * 140 Ib + 0.70786 * 0.7 * 2680 Ib + 1 * 3245 Ib P-seismic=E= (Movt/Frame depth) = 4,672 Ib = 31245 Ib per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 unfactoredLimitState load = 1.2*140 lb+1.4*4000 lb B= 0.7000 = 5,768 Ib rho='1,0000. Load Case 4) 1.2*D + 1.0*P + i.OE AC1318-11Sec91.1,Egt 9-5 Sds= 0.9607 = 7,413 lb 1.2 + 0.2*Sds= 1.3921 Effective Column Load=Pu= 7,413 Ib per column 0. 9 - 0.20Sds= 0.7079 Puncture Apunct= [(c+t)+(e+t)]*2*t = 329.0 in^2 Fpunctl= [(4/3 + 8/(3*p)] * k *(F'c^0.5) fv/Fv= Pu/(Apunct*Fpunct) = 90. psi = 0.282 < 1 OK Fpunct2= 2.66 * �, * (F'c^0,5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 7,413 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5 + 2*t = 1,423 in^2 = 37.72 in = 18.7 in x= (L -y)/2 M= w*x^2/2 S -slab= 1*teff^2/6 = 9.5 in = (fsoil*x^2)/(144*2) = 8.17 in^3 Fb= 5*(phi)*(fc)^0.5 = 235.8 in -Ib fb/Fb= M/(S-slab*Fb) = 150. psi = 0.193 < 1, OK IYPE i SELECT-NCIRRIS Page 13 of 2 S- 3/30/2016 Str ctural t_ oncepts ` Engineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714 632.7330 Fax: 714.632 7763 By: BOB Project: T -BAR CONST Project #: Q432816-11LV Configuration & Summary: TYPE 2 SELECTIVE RACK -ll 1l 168" 18" 42" 42" 240" — +— 44" -4- **RACK COLUMN REAC77ONS ASD LOADS AXIAL DL= 140 lb AXIAL LL= 4,000 lb SEISMICAXIAL Ps=+/- 4,63616 BASE MOMENT= 0 in -lb Seismic Criteria # Bm Lvls Frame Depth 50" # Diagonals Beam Length 54" X40„ Ss=1.441, Fa=1 1 4 46" 240.0 in 1 6 18" Single Row -ll 1l 168" 18" 42" 42" 240" — +— 44" -4- **RACK COLUMN REAC77ONS ASD LOADS AXIAL DL= 140 lb AXIAL LL= 4,000 lb SEISMICAXIAL Ps=+/- 4,63616 BASE MOMENT= 0 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.441, Fa=1 1 4 1 44 in 240.0 in 1 6 168 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3xl4ga P=3105 Ib, M=11452 in Ib 0.440K Column & Backer None None None N/A Beam Fy=55 ksi HMH 50160/5" Face x 0.06" thk I Lu=168 in Capacity: 2778 Ib/pr 0.72 -OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=9161 in Ib Mcap=12691 in -Ib 0.72 -OK Brace -Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.19 -OK Brace -Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.23 -OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 0 in -Ib 0.72 -OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift= 2640 Ib) 0.675 -OK Slab & Soil 7" thk x 2500 psi slab on 750 Soil Bearing Pressure grade. psf 0.28 -OK Level Load** I Story Force I Story Force I Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,000 Ib 18.0 in 42.0 in 66 Ib 51 Ih 4 14n ih 7 nCZ:� „* ❑ ncr 1144 2 2,000 Ib 46.0 in 3 2,000 Ib 54.0 in 4 2,000 Ib 50.0 in 42.0 in 236 Ib 42.0 in 435 Ib 42.0 in 619 Ib 42.0 in 18.0 in 182 Ib 3,105 Ib 11,452 "# 9,161 "# 3 pin OK 336 Ib 2,070 Ib 10,985 "# 7,244 "# 3 pin OK 478 Ib 1,035 Ib 5,975 "# 3,400 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 1,355 Ib 1,047 Ib Notes TYPE 2 SELECT-NORRS Page �� � of i S 3/34/201 6 Structural (.0oncqAts Engineering 1815 Wright Ave., La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 Cantilever Rack Analysis Str;�Ktural once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 RV, BOB 5 Project: T -BAR arniprttt• Q -032816-11v Design Data Configuration: SGL SIDED CANTILEVER RACK 1) The analysis presented herein conforms to the requirements of the 2012 IBC, 2013 CBC and ASCE 7-10 2) W & S Shape steel conforms to ASTM A572, Gr. 50, with minimum yield, Fy= 50 ksi Formed steel conforms to ASTM A570, Gr. 50, with minimum yield, Fy= 50 ksi Other steel conforms to ASTM A36, Gr. 36, with minimum yield, Fy= 36 ksi 3) Bolts shall conform to ASTM A325 -N unless noted otherwise on the plans or calculations. 4) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. Installer must provide any special inspection as called out on plans or calculations, or as required by the ICC report indicated herein, 5) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 6) 7 in Thk x 2500 psi slab with 750 psf soil bearing pressure Seismic Design Coefficient Ss= 1.4410 S1= 0.5570 Fa= 1.0000 Fv= 1.5000 Sds= 0.9600 Sd1= 0.5570 Page 16 of L S ' Str tura) once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB 5 Project: T- BA R Project #: Q-032816-1Iv 9„ SIDE VIEW Seismic Coeff Ss= 1.441 Seismic Coeff Fa= 1.000 Rack Dimensions & Loads Arm Elev Unif. Arm Load hl 48 in 1,000 Ib h2 96 in 1,000 Ib h3 144 in 1,000 Ib h4 192 in 1,000 Ib Notes ALL LOADS SHOWN ARE PER ARM, UNIFORM LOAD, NO TIP LOADS, NO DROPPED LOADS, NO IMPACT LOADS Page '7 of 2_. Summary of Components & Results Column Fy=50 ksi W8x18 0.59 OK Base Fy=50 ksi W8x18 0.55 OK Arm Fy=50 ksi S4x7.7 0.32 OK Arm Connection (4) 3/4" Diam Bolts, Grade 5 or better 0.19 OK Brace Fy=50 ksi X Brace: Strap 2 x 7GA Strut L2 -1/2x2 -1/2x3/16 0.05 OK X Brace Connection Bolted (1) 0.5 in diam Bolt per end 0.13 OK Anchors ESR 1917 0.625 in diam x 4 in embed Hilti Kwikbolt TZ with inpsection 4 per base 0.58 OK Slab & Soil 7 in thick x 2500 psi with 750 psf soil at grade 0.08 OK Notes ALL LOADS SHOWN ARE PER ARM, UNIFORM LOAD, NO TIP LOADS, NO DROPPED LOADS, NO IMPACT LOADS Page '7 of 2_. 'Structural once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Bv: BOBS Project:T-BAR Proiect# Q -032816-11v Seismic Loads Configuration: SGL SIDED CANTILEVER RACK Seismic Eqtn: Transverse I Longitudinal Csl= Sds*I/R = 0.768 1 0.295 Cs2= 0.044*Sds*I = 0.042 0.042 Cs3= 0.5*S1*I/R - 0.223 1 0.086 Vtrans= 0.7680 Vlong= 0.2954 Arm LL= 4,000 Ib Arm LL*phi= 2,680 Ib Arm UL= 356 Ib V-transv= 0.768 * 3036 Ib = 2,332 lb/frame tranv shear per upright Rtrans= 1.25 Rlong= 3.25 # Sides=n= 1 #, Arms= 4 W1=W,,,,gravity= 4,3561b W2=Wa",seismic= 3,036 Ib Ss= 1.441 S1= 0.557 Fa= 1.000 Fv= 1.500 Sds= 0.960 Shc= 0.557 I= 1.0 phi= 0.67 ** DL per arm= 89.0 Ib Side Elevation ** weight of arm plus trib weight of column per level V -Bong= 0.2954 * 3036 ib = 897 lb/frame longit shear per upright nic V F.= 364,320 2,331 Ib 335,743 in -Ib Summary of Frame Loads Mseismic= 335,743 in -Ib Marm-max= (LL-max+DL) * (Arm Length/2) Mwind= 133,440 in -Ib = (1000 Ib + 50 Ib) * (48 in/2) Pcol= 4,356 Ib DL+LL = 25,200 in -Ib Marm-total= E Marm = 100,800 in -Ib Page l?' of G l Lateral Force Distribution Transverse Force Longitudinal Force Level Wi (DL+LL)*n W2 (DL+LL*phi) hx Wxhx Fi Fi * hi Fi 1 1,089 Ib 759 Ib 48 in 36432 233 Ib 11,184 in -Ib 90 Ib 2 1,089 Ib 759 Ib 96 in 72864 466 Ib 44,768 in -Ib 179 Ib 3 1,089 Ib 759 Ib 144 in 109296 699 Ib 100,656 in -Ib 269 Ib 4 1,089 Ib 759 Ib 192 in 145728 933 Ib 179,136 in -Ib 359 Ib F.= 364,320 2,331 Ib 335,743 in -Ib Summary of Frame Loads Mseismic= 335,743 in -Ib Marm-max= (LL-max+DL) * (Arm Length/2) Mwind= 133,440 in -Ib = (1000 Ib + 50 Ib) * (48 in/2) Pcol= 4,356 Ib DL+LL = 25,200 in -Ib Marm-total= E Marm = 100,800 in -Ib Page l?' of G l Sdualr once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project:T-BAR Project#• Q -0328'16-11v Arm Configuration: SGL SIDED CANTILEVER RACK Analysis is based on a uniformly loaded arm with no tip or impact loads considered. Arm Type= S4x7.7 Ix= 6.0800 in/14 Sx= 3.040 in^3 540,000 psi FL=8 in Check Arm Bending Check Arm Deflection LL -max= 1,000 Ib DL= 50 lb M= W*L/2 = 25,200 in -Ib fb= M/Sy = 8,289 psi Fb= 0.6 * Fy 30,000 psi fb/Fb= 0.28 OK Check Bolts For Imposed Arm Loads Spacing=d= 4.0 in Bolt diameter= 0.75 in Ft= 44,000 psi Fv= 28,000 psi tmin= 0.188 in Fu= 58,000 psi # Bolts in shear=Ns= 4 # Bolts in tension=Nt= 2 M= 25,200 in -Ib T= M/d = 6,300 lb W= LL+DL = 1,050 lb W/Bolt= 263 lb T/Bolt= 3,150 lb Shear Capacity= Bolt Area * Fv = [(0.75 in)^2 * pi/4] * 28000 psi = 12,370 Ib Bearing Capacity= Bolt Diam * tmin * Fu * 1.2 = 9,788 Ib Tension Capacity= Bolt Area * Ft = 19,4391b Combined stresses: (263 Ib/9788 Ib) + (3150 lb/19439 Ib)= Page /Y of 2 E= 29,000,000 psi D= w * L^4/(8 * E * Ix) = 0.0850 in Dallow= L/180 0.27 in OK 0.19 Arm to Column Connection OK �mn Bolt Arm ' a.7tr tura) once is 4dEngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB 5 Project:T-BAR Project# Q -032816 - Column Load Case: DL+LL Configuration: SGL SIDED CANTILEVER RACK Section Section= W8x18 Area= 5.26 inA2 Fy= 50,000 psi XMI�ai Ix= 61.90 inA4 Iy= 7.97 in A4 Kx= 1.5 Srx= 15.20 inA3 Sy= 3.04 inA3 Ky= 1.0 ry= 1.23 in Lx= 192 in i Ly= 60 in Cm= 1.00 Loads (Single Face Rack -Full Static Arm Loads) Check Load Case 2ASCE24.1; ; DL + LL <= 1.0, ASD Method COLUMN DL= 356 Ib COLUMN PL= 4,000 Ib Pmax= 4,356 Ib Mstatic= 100,800 in -Ib Mstatic= 100,800 in -Ib Combined Sress (kl/r)x = (1.5* 192 in/3.43 in) (kl/r)y = (1*60 in/1.23 in) (kl/r)max= 83.97 = 83.97 = 48.78 Cc = (2nA2E/Fy)A0.5 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa = [I-((kms)A212CCA2)1Fy fa= P/AREA 5/3 + 3(kl/r)/8Cc - (kl/r)A3/8CcA3 = 828 psi = 18,208 psi fa/Fa= 0.05 < 0.15 fbx= M/S Fbx= 0.6*Fy = 6,632 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL/r)A2) fb/Fb= 0.22 (1-fa/F'e)>0= 1.00 = 21,181 psi (H1-3): fa/Fa + fb/Fb= 0.27 <= 1 OK Check Base Bending Section= W8x18 Fy= 50,000 psi Sx= 15.20 inA3 Fbx= 0.6*Fy = 30,000 psi Mbase-static= 100,800 in -Ib fb/Fb= 0.22 OK Page 2,0 of ;1 StConcepts tura) ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB S Project:T-BAR Project#• Q -032816-11v Column Load Case: DL+LL+ Lateral Load Configuration: SGL SIDED CANTILEVER RACK Section Section= W8x18 Area= 5.26 in A2 Ix= 61.90 in,,4 Iy= 7.97 inA4 Sx= 15.20 inA3 Sy= 3.04 in,,3 rx= 3.43 in ry= 1.23 in L -_ 60 in y Stress Increase= 1.00 Loads (Single Face Rack -Full Arm Loads plus lateral loads) Check Load Case 6b ASCE 12.4.2.3.• : (1+0.10*Sds)D + 0,75L + 0.525E<= 1.0, ASD Method COLUMN DL= 356 Ib COLUMN PL= 4,000 Ib Pmax= 1.1 * 356 Ib + 0.75 * 4000 Ib Mstatic= 100,800 in -Ib = 3,392 Ib M= 0.75*100800 in -lb + 335743 in -Ib * 0.525 Mseismic= 335,743 in -Ib = 251,865 in -Ib Sds= 0.9600 (Mstatic + Mseismic) 1+0.10*Sds= 1.1000 Combined Sress (kl/r)x = (1.5*192 in/3.43 in) (kl/r)y = (1*60 in/1.23 in) = 83.97 = 48.78 Cc = (2nA2E/Fy)A0.5 (kl/r)max= 83.97 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa = rl-((kl/r)A2/2CcA2)1Fy fa= P/AREA 5/3 + 3(kl/r)/8Cc - (k1/r)A3/8CcA3 = 645 psi = 18,208 psi fa/Fa= 0.04 < 0.15 fbx= M/S Fbx= 0.6*Fy = 16,570 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL/r)^2) fb/Fb= 0.55 (1-fa/F'e)= 1.00 = 21,181 psi (H1-3): fa/Fa + fb/Fb= 0.59 <= 1 OK Check Base Bending Section= W8x18 Fy= 50,000 psi Sx= 15.20 in A3 Fbx= 0.6*Fy = 30,000 psi Mbase-lateral= 251,865 in -Ib fb/Fb= 0.55 OK Page 21 of L j- psi �= 105000 Lx= 192 in i L -_ 60 in y r Cm= 1.00 Loads (Single Face Rack -Full Arm Loads plus lateral loads) Check Load Case 6b ASCE 12.4.2.3.• : (1+0.10*Sds)D + 0,75L + 0.525E<= 1.0, ASD Method COLUMN DL= 356 Ib COLUMN PL= 4,000 Ib Pmax= 1.1 * 356 Ib + 0.75 * 4000 Ib Mstatic= 100,800 in -Ib = 3,392 Ib M= 0.75*100800 in -lb + 335743 in -Ib * 0.525 Mseismic= 335,743 in -Ib = 251,865 in -Ib Sds= 0.9600 (Mstatic + Mseismic) 1+0.10*Sds= 1.1000 Combined Sress (kl/r)x = (1.5*192 in/3.43 in) (kl/r)y = (1*60 in/1.23 in) = 83.97 = 48.78 Cc = (2nA2E/Fy)A0.5 (kl/r)max= 83.97 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa = rl-((kl/r)A2/2CcA2)1Fy fa= P/AREA 5/3 + 3(kl/r)/8Cc - (k1/r)A3/8CcA3 = 645 psi = 18,208 psi fa/Fa= 0.04 < 0.15 fbx= M/S Fbx= 0.6*Fy = 16,570 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL/r)^2) fb/Fb= 0.55 (1-fa/F'e)= 1.00 = 21,181 psi (H1-3): fa/Fa + fb/Fb= 0.59 <= 1 OK Check Base Bending Section= W8x18 Fy= 50,000 psi Sx= 15.20 in A3 Fbx= 0.6*Fy = 30,000 psi Mbase-lateral= 251,865 in -Ib fb/Fb= 0.55 OK Page 21 of L j- Str tura) once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: 6085 Project:T-BAR Project# Q -032816-11v Anchors Configuration: SGL SIDED CANTILEVER RACK Check Load Case 8 ASCE 12.4.2.3.• : (0.6-0.14*Sd5)DL + (0.6-0.14*Sds)LLeff + 0.75E<= 1. 0, ASD Method Overturning Forces Seismic Forces Seismic Ovt Moment=Mseismic= 335,743 in -Ib Rack DL= 356 Ib load per upright V LLeff=Total LL*0.67= 2,680 lb load per upright —� Mstabilizing=Mst= [0.466*(356 Ib+2680 Ib)]*66 in/2 = 52,599 in- Ib T -seismic= [Mseismic*0.7 - Mst]/d = 2,764 lb net seismic uplift Seismic shear= 2,332 Ib/frame Seismic Tension per anchor= 1,382 Ib Seismic Shear per anchor= 583 Ib Side Elevation Base depth= 48.0 in Column depth= 18.0 in d= 66.0 in 0.6-0.14*Sds= 0.466 Check Anchors Anchor Type= 0.625 in diam x 4 embed Hilti Kwikbolt TZ Per ICBO ESR 1917 Anchor Inspection Required? Yes # Anchor/base= 4 # Anchor/end= 2 Tallow= 3,014 Ib Stress Increase= 1 Vallow= 4,678 Ib Eqtn Exponent= 1 Tension/anchr Shear/anchr Tallow Vallow- I Interactn Eq. Status ---- ---L Seismic-- 1,382 lb 583 lb 3,014 lb 4,678 lb 0.583 OK Page ZZ of 1 S Str tural once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 BOB 5 Project: T- BA R to u LRecK LOW case bD ASCE 11.4.1.3.• : (1 +0.10*Sds)D + 0.75L + 0.525E<= 1. 0, ASD Method Base to Column Elevation T1= Ft * 2 = 38.80 kip T4= Tl * h4/hl = 0.00 kip h1= 6.0 in h2= 4.0 in h3= 2.0 in Bolt Diam= 0.750 in Ft= 19.40 kip (Grade 5 or better) T2= Tl * h2/hl = 25.87 kip T5= Tl * h5/hl = 0.00 kip T3= Tl * h3/hl = 12.93 kip T6= Tl * h6/hl = 0.00 kip Q -032816-11v Mstatic= 101 in -kip Mseismic= 251.9 in -kip Meff=Mstatic+Mseismic*0.525 207.8 in -kip Moment Capacity=Mcap= T1 * hl + T2*h2 + T3*h3 + T4*h4 + T5*h5 + T6*h6 Mcap= 362.1 in -kip OK = 362 in -kip OK Check Longitudinal Brace Brace Type= X Brace Vlong Brace= Strap 2 x 7GA V -long= 8971b Area=An= 0.359 in^2 T= 0.525*Vlong*Ldiag/Lh = 5541b 60.0 in Ft = 0.6 * FY = 30,000 psi ft= T/An = 1,545 psi ft/Ft= 0.05 < 1.0, OK 96.0 in Brace Panel Elevation Bay Width=Lh= 96.0 in Brace Panel Ht=Lv= 60.0 in Ldiag= 113.0 in Check Brace Connection Fy= 50,000 psi Connection= Bolted Fv-bolt= 21,000 psi Bolt Capacity= Bolt Area * Fv-bolt # Bolts= 1 = 4,123 Ib OK Bolt Diam= 0.5 Page %3 of 2(— • �tr tura) oncej is - ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 BOB 5 T -BAR Thickness=t= 7.0 in Base width=W= 5.25 in fc= 2,500 psi B= 3 f -soil= 750 psf Stress Increase=a= 1.00 base depth=d= 66.0 in phi= 0.65 Q -032816-11v Pgravity= 4,3561b Mbase= 100,800 in -Ib Povt= Mbase/(d*0.66) = 2,3141b Fp= [(4/3) + (8/3)/B] * (fc)^0.5 < 2.66 * (fc)^0.5 * a = 111.1 psi Puncture Stress= (P/A)/Fp = 0.07 OK Check Bending Areq= P/fsoil = 1793 in^2 93.1 in Mslab= fsoil * c * b^2/(2*144) = 60 in -Ib Fb= 5 * phi * (fc)^0.5 * a = 162.5 psi 19.3 in S= c * t^2/6 157.2 in^3 P= 1.4 * (Pgravity + Povt) = 9,338 Ib Punct Area=A= (d + t) + (W + t) * 2 * t = 1193.5 in^2 b= 93.1 in - (66 in + 2 * 7 in) >= 0 = 13.1 in fb/Fb= (Mslab/S)/Fb = 0.00 OK Page 2, -If of c! y Stualr once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 BOBS T -BAR case: uL+ LL + Thickness=t= 7.0 in Base width=W= 5.25 in fc= 2,500 psi B= 3 f -soil= 750 psf Stress Increase=a= 1.00 M base depth=d= 66.0 in phi= 0.65 Q -032816-11v Pgravity= 3,392 lb Mbase= 251,865 in -Ib Povt= Mbase/(d*0.66) = 5,782 Ib Fp= [(4/3) + (8/3)/B] * (f'c)^0.5 < 2.66 * (f'c)^0.5 * a = 111.1 psi Puncture Stress= (P/A)/Fp = 0.08 OK Check Bending Areq= P/fsoil = 1983 in^2 = 103.0 in Mslab= fsoil * c * b^2/(2*144) = 184 in -Ib Fb= 5 * phi * (fc)^0.5 * a = 162.5 psi 19.3 in S= c * t^2/6 157.2 in^3 P= 1.2*Pgravity + Povt = 10,330 lb Punct Area=A= (d + t) + (W + t) * 2 * t = 1193.5 in^2 b= 103 in - (66 in + 2 * 7 in) >= 0 = 23.0 in fb/Fb= (Mslab/S)/Fb = 0.01 OK Page a.j-of 2 S— PLAN VIEW AERIAL VIEW F U L *ALL COMMODITIES: CLASS I AND II *SPRINKLERS: ESFR SIDE VIEW PROFILE VIEWS REV.# I DESCRIPTION 1 ADDRESS REVISED (INCORRECT FROM GC) REVIEWED FOR APPROVED MAY 052016 CIS OfTulwiltm BUILD -0113 DIVISION TOP VIEW Die- ooas_ J DATE TO OUR CUSTOMERS: 4/11/16 The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectual property of Raymond Handling Concepts Corporation. It is not intended for other organizations as a means of quoting, designing / and or engineering alternatives. DESIGN BY: Raymond Handling Coro'PIS Corpmalbo "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 DESIGN PREPARED FOR: CONSTRUCTION INC. T -BAR CONSTRUCTION 14590 INTERURBAN AVE. S. B-100 TUKWILA, WA 98188 STRUCTURAL ENGINEER: Structural Concepts Engineering STRUCTURAL CONCEPTS 1815 WRIGHT AVENUE LAVERNE, CA 91750 STRUCTURAL ENGINEER STAMP: RECEIVED ;ITY OF TUKWILA APR 12 2016 PERMIT CENTER PROJECT #: 9819 DESIGNER: DAVID NORRIS DATE: 3/25/2016 SCALE: NTS SHEET NO. I OF 111 Fireproofing Aggregates Shotcrete Concrete May 12, 2016 Masonry A s p h a l t R o o f i n g File No. 16-281 P i l i n g S t e e l W o i oI d Building Official City of Tukwila Building Department 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Project: T Bar Construction Address: 14590 Interurban Ave. S. B400 Permit: D16-0098 A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCEPTED LABORATORY REVISED TO REFLECT CORRECT PERMIT NUMBER This is to advise you that special inspections are completed on the above referenced project. The following inspection was required and copies of our inspection reports have already been forwarded to you. 1. Proprietary anchor installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC. 'A�4 a4IAE'el_� Kimberle Anderson President RECEIVED CITY OF TUKWILA MAY 12 2016 CC: Raymond Handling Concepts -David Norris T Bar Construcction-Michelle Evans PERMIT CENTER Tel: (425) 881-5812 Fax (425) 881-5441 E 7126 180th Ave. NE o P.O. Box 2523 o Redmond, WA 98073 PERMIT C90RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0098 DATE: 04/12/16 PROJECT NAME: T BAR CONSTRUCTION SITE ADDRESS: 14590 INTERURBAN AVE S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: A --y Awc V40 Building Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approvallreview required) Revision # before Permit Issued Revision # after Permit Issued Ayt Aw C�� Fire Prevention Planning Division ❑ Structural ❑ Permit Coordinator W DATE: 04/14/16 Structural Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/12/16 Approved ❑ 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 ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 RAYMOND HANDLING CONCEPTS CORP (0 Washington State Department of Labor & Industries RAYMOND HANDLING CONCEPTS CORP Owner or tradesperson 41400 BOYCE ROAD FREMONT, CA 94538 Principals 253-333-2100 RAYMOND, STEPHEN KOEL, STEVE STERNBERG,PAUL GABORRO, ALEX Doing business as RAYMOND HANDLING CONCEPTS CORP WA UBI No. Business type 601 785 727 Corporation Governing persons ALEX GABORRO CATHY HAWKES; MARK DE BOER; STEPHEN RAYMOND; STEVE KOEL; 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 $1,000,000.00 License no. RAYMOHCO34KB Effective — expiration Effective date 05/02/1997-10/05/2017 10/01/2015 Bond .........._..... Expiration date FEDERATED MUTUAL INS CO $12,000.00 Bond account no. 1090263 Received by L&I Effective date 09/28/2001 07/22/2001 Expiration date Until Canceled Insurance ........I-- ................. Federated Mutual Ins Co $1,000,000.00 Policy no. 9045549 Received by L&I Effective date 08/10/2015 10/01/2015 Expiration date 10/01/2016 https :Hsecure.Ini.wa. gov/verify/Detail. aspx?UBI=601785 727&LIC=RAYMOHCO34KB& SAW= Page 1 of 2 5/10/2016 FRONT VIEW 1811 SIDE VIEW FRONT VIEW 18" SIDE VIEW RF U'RED FOR: M41cchanicai �i�Ltrical M/P' mbing s Piping ii of Tukwila DI miry i 011 911 RLE COPY SIDE VIEW Par t o, - OOa9 Rm. aroVE1 is subject to errors and omissions. t,,P-:�oval Ill c�. sti-"--i0; �Io �nTents €joss no aff rhorize 0' ? i ii '�!' �' ^� �' :tIO # Axa' cr int nvE3ii Of sapn C `r ti' ' t' F' co 7d ER Date: _ Ib f (I-) City oft ukwila BUILDING DIVISION REViSiONS NO char es shajl be made to the 9CW of prior approval of Bonding Division_ ',�.:"ic J Vail r.;quirir a new plan su'bm ttai a ,i►td Ct d, da a Zonal plan revLOW fes. TOP VIEW 1 7211 RECEIVED CITY OF TUKWILA APR 12 2016 PERMIT CENTER REV.# DESCRIPTION DATE TO OUR CUSTOMERS: , The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectual property of Raymond Handling Concepts Corporation. It is not intended for other organizations as a means of quoting, designing /and or engineering alternatives. 0 DESIGN BY: RA'VJROND Raymond Handling Concepts Corporation "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 DESIGN PREPARED FOR: BAR CONSTRUCTION 14600 INTERURBAN AVE. S. B-100 TU KWI LA, WA 98188 STRUCTURAL ENGINEER: STRUCTURAL CONCEPTS 1615 YEAGER AVE. LAVERNE, CA 91750 STRUCTURAL ENGINEER STAMP: LIAR 3 12016 PROJECT #: 9819 DESIGNER: DAVID NORRIS DATE: 3/25/2016 SCALE: NTS SHEET NO. OF 1 11 4" A 4 '1 4" Atli 011 911 RLE COPY SIDE VIEW Par t o, - OOa9 Rm. aroVE1 is subject to errors and omissions. t,,P-:�oval Ill c�. sti-"--i0; �Io �nTents €joss no aff rhorize 0' ? i ii '�!' �' ^� �' :tIO # Axa' cr int nvE3ii Of sapn C `r ti' ' t' F' co 7d ER Date: _ Ib f (I-) City oft ukwila BUILDING DIVISION REViSiONS NO char es shajl be made to the 9CW of prior approval of Bonding Division_ ',�.:"ic J Vail r.;quirir a new plan su'bm ttai a ,i►td Ct d, da a Zonal plan revLOW fes. TOP VIEW 1 7211 RECEIVED CITY OF TUKWILA APR 12 2016 PERMIT CENTER REV.# DESCRIPTION DATE TO OUR CUSTOMERS: , The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectual property of Raymond Handling Concepts Corporation. It is not intended for other organizations as a means of quoting, designing /and or engineering alternatives. 0 DESIGN BY: RA'VJROND Raymond Handling Concepts Corporation "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 DESIGN PREPARED FOR: BAR CONSTRUCTION 14600 INTERURBAN AVE. S. B-100 TU KWI LA, WA 98188 STRUCTURAL ENGINEER: STRUCTURAL CONCEPTS 1615 YEAGER AVE. LAVERNE, CA 91750 STRUCTURAL ENGINEER STAMP: LIAR 3 12016 PROJECT #: 9819 DESIGNER: DAVID NORRIS DATE: 3/25/2016 SCALE: NTS SHEET NO. OF 1 11 GENERAL PROJECT NOTES 1. DESIGNED PER REQUIREMENTS OF THE 2012 IBC, ASCE 7-10 AND THE GENERAL INFORMATION 2012 RMI RACK DESIGN MANUAL / 2. SEISMIC CRITERIA Ss = 1.441, S1 = 0.557, Fa = 1.00, Fv = 1.50, Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.961, Sd1 = 0.557, OCC. CATAG. II, / SITE CLASS D, SEISMIC DESIGN CATAG. D 3. STORAGE CAPACITY: HORIZ.TYPE 1,2 = 2000# PER LEVEL TYP. Z BRACE 4. ANCHORS HILTI KWIK BOLT TZ ESR #1917 OR POWER SD2 ESR#2502 , 0 ❑ OLUMN OR ICC & ENGINEER APPROVED EQUAL. 1/2"ox3-1/4" MIN. EMBEDT. UJI OW (2) ANCHORS PER BASE PLATE VIA 3/8„ ❑ I 1/8" 1-1/2" �P' 1 1/2" SPACER EAM 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. COLUMN 3/16" TYP. I — — — 6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 7" x 2500 PSI 1 1 /2" 7. SOIL BEARING PRESSURE 750 PSF @ GRADE OR BETTER 5/8"o ❑ 1 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY — — — — — WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE CLEAR, LEGIBLE PRINT. CONNECTOR 9, ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF j ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 11.1 \ DIAG. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN ❑ \ I \ BRACE TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. ASE p PLATE NOTES: $„ \ USE @ TYPE 1,2 SELECTIVE RACK COLUMN/BASE LOCATIONS TYP. 00 DESCRIPTION BASE PLATE: 8" x 5" DESCRIPTION COLUMN: HMH IF 3014 DESCRIPTION BRACING: HORIZ. & DIAG. MATERIAL 3/8" THICK PLATE MATERIAL 14 GAGE THK. MATERIAL 16 GAGE STEEL NOTES: NOT A DEPICTION OF THIS PROJECT STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL BRACE LOCATIONS TYP. �`, Ln 0 x Q Ln Typ V ` 0 1 11/16' 3/16' 1 3/4" 1" 1 3/4" 1" o ------ 1.. �— z UED15/81 5/8 U " o I� Q w I n U U z 5/16o SAFETY PIN > ------ I 41/8" Q low Q ol 711 v Z7 —3 3/16Lo 7/160 GR. 00 55 RIVET TYP. 3/16, DESCRIPTION 3 -PIN CONNECTOR NOTES: DESCRIPTION 4-1/8" BEAM (#41140) DESCRIPTION 5" BEAM (#50160) o MATERIAL 7 GAGE USE @ ALL BEAM TO COLUMN CONNECTION MATERIAL 14 GAGE NOTES: MATERIAL 16 GAGE NOTES: T STEEL YIELD ASTM A570, Fy=55,000 PSI LOCATIONS TYP. STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ TYPE 1-144" BEAM LOCATIONS TYP. STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ TYPE 2-168" BEAM LOCATIONS TYP. m CD co UJ °,-- Q rn cn m REVIEWED FOR O w CODE COMPLIANCE !- � APPROVED Urr ? t- 0 MAY 0 5 2016 T BASE PLATE' F.F.Cid Tukwilam BUILDING DIVISIt�N �'-- SEE ATTACHED RAYMOND HANDLING SOLUTIONS DWG. o FOR STORAGE RACK ELEVATIONS O• 'L' �0LHAss 0 31/4 " � ' ~ A �� waS11 9 r �� G� MIN. EMBED. / 2 z Y ZtO Z C7 O W ��c��ON ✓��C}2 CS > = CC'), o O EXPIRES I V ` �+ a LU RECEIVED CITY OF TUKWILA MAR 3 1 2016 JOB NO. APR 12 2016 Q-032816-1 DESCRIPTION HILTI KWIK BOLT TZ ANCHOR NOTES: PERMIT CENTER SHEET NO. SIZE 1/2"0 x 3-1/4" MIN. EMBED. SEE NOTE #4 ABOVE FOR ANCHOR SCE 1 OF 2 DESCRIPTION GE RACK ELEVATIONS ESR# 1917 SPECS. 0001, Pew "va qq f� 4 [ € 0 us W W a V ` (Z o ao NOT A DEPICTION OF THIS PROJECT N z Q U O w Q v Q z iLL- GENERAL PROJECT NOTES f-5 1 /4"—� LC w LL_ LL. w � z o t � V \ o N 1. DESIGNED PER REQUIREMENTS OF THE 2012 IBC, ASCE 7-10 AND THE 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.441, S1 = 0.557, Fa = 1.00, Fv = 1.50, 81/8" Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.961, Sd1 = 0.557, OCC. CATAG. II, 1 /4" i COLUM U SITE CLASS D, SEISMIC DESIGN CATAG. D VARIES ° 3. STORAGE CAPACITY: 0 0 0 0 TYPE SGL SIDED CANTILEVER = 1000# PER ARM LEVEL TYP. 8 1 /8" I ° ° ° 0 0 4. ANCHORS HILTI KWIK BOLT TZ ESR# 1917 OR POWER SD2 ESR#2502, COLUMN W10"X 22# W$" X 18# I " �} {} ° ° ° ° ° ° ° HOR. BRACE-\° ° ° ° ° ° � 5/8"o X 4" MIN. EMBED OR ICC & ENGINEER APPROVED EQUAL. (4) ANCHOR PER BASE, (2) @TOE & (2) @HEEL COLUM °5. ° ° 0 0 SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. CD z oC ° 1/2"0 , ° 0 0 6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 7" X 2500 PSI m U GR. 5 BOLT ° ° ° ° 7. SOIL BEARING PRESSURE 750 PSF uj w w ,- 3 t9 ° ° ° ° ° 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY LL.2 „ 48 SGL SIDED 13/16"o FOR 3/4"o GR8 BOLT 7 GAGE ° ° AR ° � ° ° ° ° ° ° ° WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE 51/4 "X8 1 /8" (6) PER BASE TO COLUMN ° ° ° ° ° INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD 3/16" THK. PLATE.-,��T—� ° , ° ° ° IN CLEAR, LEGIBLE PRINT. 1 /8" TYP. ° ° ° ° 9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT OR BETTER dtp8 + I ° ° 21/2 " ° X- BRACE o m ° ° 0 ° ° ° ° o 10. DEPUTY INSPECTION IS REQUIRED FOR ALL STRUCTURAL WELDS EXCEPT FOR WELDING DONE IN AN APPROVED FABRICTOR'S SHOP 1/8" m 0 0 0 ° AND SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16 INCH IN SIZE. I (� 3/16 2 1 /2" oo 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. NOTES: HORIZ. & DIAG. BRACE MEMBER %TOP m m 0 . 0 3/4"e a 0 0 USE @ TYPE SGL SIDED STRUCT. BASE TO COLUMN LOCATIONS. NOTES: BAs _ GR. 5 BOLTS ° ATTACH W/ 3/4"o GR 5 BOLTS EA. BASE ATTACH BRACING TO COLUMN WITH 1/2"m BOLTS, GR. 5 OR BETTER. DESCRIPTION BASE: STRUCTURAL DESCRIPTION COLUMN: STRUCTURAL DESCRIPTION HORIZ. BRACE DESCRIPTION DIAG. BRACE MATERIAL W8" X 18# MATERIAL W8" X 18# MATERIAL L2-1/2" X 2-1/2" X 3/16" MATERIAL 2" X 7 GA STRAP STEEL YIELD ASTM A572, Fy=50,000 PSI STEEL YIELD ASTM A572, Fy=50,000 PSI STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fy=36,000 PSI DEFINITION OF COMPONENTS: STRUCTURAL CANTILEVER L 48" 316 TYP 2»x2.5"x1/4" TAB 112"o GR. 5 Hardware TOP VIEW 2" x 7 GA STRAP BASE PLATE F.F. STRUCT. I -BEA O.A.L. 2 DEGREE PITCH " f/411 /4 4.. �1 f?09/16l'OLUMN MIN. MBED. l� 3/16" SIDE VIEW 4311 SECTION A -A /814 NOTES: ALL LOADS TO BE BOLT EVENLY DISTRIBUTED ® ------------= ® -1/2" X 2-1/2" X 3/16" NOTES: CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO OVER ALL ARMS. NO TIP LOADING ALLOWED. ENSURE REQUIRED EMBEDMENT IS OBTAINED. REVIEWED FOR DESCRIPTION 4" STRUCTURAL ARM NOTES: ATTACH W/ (4) 3/4" DIA. GR. 5 BOLTS. DESCRIPTION HILT[ KWIK BOLT TZ ANCHOR NOTE: SEE NOTE #4 ABOVE FOR ANCHOR SPECS. MATERIAL S4" X7.7# SIZE 5/8"0 x 4" MIN. EMBED. STEEL YIELD ASTM A572, Fy=50,000 PSI DESCRIPTION BRACE TO COLUMN CONNECTION ESR# 1917 CODE COMPLIANCE APPROVED II II MAY 0 5 2016 II City ®Y TukWlla II BUILDING DIVISION MIN. E BE D, ° 5/8" II II II OLA wASN ss SEE ATTACHED RAYMOND HANDLING SOLUTIONS DWG. FOR CANTL RACK ELEVATIONS 'MW �- ,EXPIRES �� DECEIVED SINGLE SIDED CITY OF TUKWILA MAR 3 12016 NOTES: APR 12 2016 (4) ANCHOR PER BASEPLATE: (2) @ TOE & (2) @ HEEL @ SGL SIDED. PRESENTED BY "X" MARK. PERMIT CENTER NOTE: CANTILEVER RACK ELEVATION: DESCRIPTION I ANCHOR PLAN "va qq f� 4 [ € 0 us W W a V ` (Z o ao N z Q U O w Q v Q z iLL- U) z 0 LC w LL_ LL. w � z o t � V \ o N z O o .._ o m U)o uj 0 C/) m Zig O°� W 0 F- zF- o 0 o d- r F_ co z 0 J 0 � U z H Z � J H > CD z oC p m U z uj w w ,- 3 t9 w a U D O LL.2 JOB NO. Q-032816-1 SHEET NO. SCE 2 OF 2