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Permit D14-0137 - CANON - STORAGE RACKS
CANON 12856 INTERURBAN AVE S D14-0137 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: htto://www.TukwilaWA.sov Parcel No: 2716000010 Address: DEVELOPMENT PERMIT Permit Number: D14-0137 12856 INTERURBAN AVE S BLDG 1 Issue Date: 5/28/2014 Permit Expires On: 11/24/2014 Project Name: CANON Owner: Name: EPROPERTY TAX INC DEPT #207 Address: PO BOX 4900 , SCOTTSDALE, WA, 85261 Contact Person: Name: WOODY CUNNINGHAM Address: 411 WEST VALLEY HWY, PACIFIC, WA, 98047 Phone: (253) 804-0404 Contractor: Name: CEDAR RECYCLING INC Phone: (253) 804-0404 Address: 411 W VALLEY HWY S , PACIFIC, WA, 98047 License No: CEDARRI981CM Expiration Date: 2/25/2016 Lender: Name: N/A ( $3,000.00 Address: /Il DESCRIPTION OF WORK: INSTALL 3 BAYS OF PALLET RACK TO PLAN AND CODE Project Valuation: $3,000.00 Fees Collected: $257.98 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: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 International Fuel Gas Code: 2012 WA Cities Electrical Code: 2012 WA State Energy Code: 2012 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: 'llif�L Ll. -4 Date: 0/(2/fry I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: L Date: Print Name: Lb0� ��U�N \ate -_ This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 11: 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 "AII Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 9: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 10: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 12: Maintain fire extinguisher coverage throughout. 15: 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) 14: 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) 16: 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) 17: 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) 18: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. r Date Application Accepted: 1S '"'$- i q Date Application Expires: ' 1 V ^ 11 For of ce 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 or by fax. **Please Print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 2716000010 128'56 interurban ave south Tukwila wa 98168 Tenant Name: C—fA►JO►J PROPERTY OWNER Name: CBRE Address: 20415 72nd ave south suite 210 City: kent State: wa Zip: CONTACT PERSON — person receiving all project communication Name: woody cunningham Address: 411 west valley hwy south City: pacific State: wa Zip: 98047 Phone: (253) 804-0404 Fax: (253) 804-2702 Email: woody@rustyrackguys.com GENERAL CONTRACTOR INFORMATION Ajiik, Company Name: Rusty Rack Guys &V 1 Address: 411 west valley hwy south r City: Pacific State: WA Zip: 98047 Phone: (253) 804-0404 Fax: (253) 804-2702 Contr Reg No.:C.f tp,Qz1olt1 &Vase: 3-1 8- Is - Tukwila Business License No.: / - o0 Ix) Suite Number: Floor: New Tenant: m Yes ❑..No 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 Abolhassani Address: 1200 No Jefferson st suite F City: Anahiem State: Ca Zip: 92807 Phone: (714) 632-7330 Fax: (714) 632-7763 Email: mail@sceinc.net LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 3,000 Describe the scope of work (please provide detailed information): TI�S-7ALL 3 13AyS of. �PttV�.� CLAC1ti. \ o pLPNb NPuCote Will there be new rack storage? m Yes Existing Building Valuation: $ ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Vt Floor 2"' Floor 3`a 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: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: Floor area of accessory dwelling: FIRE PROTECTION/HAZARDOUS MATERIALS: ▪ Sprinklers m Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11 .docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW RIZED AGENT: h Signature: Date: ✓ _ Print Name: woody Cunningham Day Telephone: (253) 804-0404 Mailing Address: 411 west valley hwy south Pacific WA 98047 City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY I PAID $157.98 D14-0137 Address: 12856 INTERURBAN AVE S BLDG 1 Apn: 2716000010 $157.98 DEVELOPMENT $150.52 PERMIT FEE R000.322.100.00.00 0.00 $146.02 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $7.46 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2220 R000.322.900.04.00 0.00 $7.46 $157.98 Date Paid: Wednesday, May 28, 2014 Paid By: WOODY CUNNINGHAM Pay Method: CREDIT CARD 011654 Printed: Wednesday, May 28, 2014 2:18 PM 1 of 1 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $100.00 D14-0137 Address: 12856 INTERURBAN AVE S BLDG 1 Apn: 2716000010 DEVELOPMENT $100.00 PERMIT FEE PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2074 R000.322.100.00.00 R000.345.830.00.00 $3.08 $96.92 $100.00 Date Paid: Thursday, May 08, 2014 Paid By: CEDAR RECYCLING Pay Method: CASH Printed: Thursday, May 08, 2014 1:44 PM 1 of 1 YSTf INSPECTION RECORD Retain a copy with permit INTION 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 /, J (R4c ProjesxAddress: (kid:0e of InspAc 1L�� iti PNirck Qr-u14.1,t atecalled: ktdd- I 1► 6 Special Instructions: Wit . Date Wanted: �� aim. P.m. Requester: ,• A woo� YC• PhoneNo: nNo/ �/ ZJ / 1 E proved per applicable codes. Corrections required prior to approval. COMMENTS: a c7/< 7; F7/‹.-( Inspector: Date:/ f� /S REINS c CTION FEE REQUIRED. Prior to next ins pa tion . e must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 0,-/-6137 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project -freq.) Type of Ins ctio Ut4,471 J/.¢ Address: l �B Zit/key &Ave. to Called: t4'6P 1/ `/ Special Instructions: Datente f : p.m. Requester /: Pho JLN� y ( )��7 a Approved per applicable codes. Ll Corrections required prior to approval. COMMENTS: A/6-r frif lict4"J Filo( 'ems Inspector: ..L� .°° 72 Date: 1/ ...5 e+ REINSPECTION FEE REQUIRED. Prior to next ins pec on fe must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. DI'1- 0(37 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: QGcar4 Type of Inspa� Ion: i3 Address: 5-6 . 1erru ctfri Al/e40 ate Called: 5 , ciai Instructions: 'tact. Ib( 1 Irm Date Wanted: — vg _ 5' a.m. p.m. eq �5 Phone No: — — Approved per applicable codes. Corrections required prior to approval. re COMMENTS: firern/t rcle_ -nT v-€,-cteef c r otci ( t.)/0 Inspector: Dat — lS V43 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION Nfl. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Poi-01)7 INSPECTION RECORD Retain a copy with permit PERMIT NO. Proj ' ko ectlory ype? o cpcla ct.N 7ress: A‘'gl C T-K" "' " Q.11 A-t% Date -50 Called: Special Instructions: 60 47,6t / Date anted- a.m. Requests{: f 00 Phone No: Approved per applicable codes. Corrections required prior to approval. COMME . ne4tx44 Cat/rfrwtk- Cyr r �-ec wspe�-dar� inspector L/ Data_(, REINSPEC ION 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 DIg0137 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: CO Gtd a ifQG--s Type of Inspection: S f- CO t r'e.k iiptiq AZ- S6 ttr urto .k Date Called: at. Special Instructions: 6(05 I Date WanE�te �' 1 a.m. _,. p.m. Requester: WO4 tT N ..'u ttet tvi Phone ❑ Approved per applicable codes. OCorrections required prior to approval. COMMENTS: T-tzt 1/1 cc( re4D1 ray Y-7-. (�Fc`re_,Fi-Loq( 5( qtvevcil P Inspector: Date: CREINSPEC ION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Can to schedule reinspection. INSPECTION RECORD Retain a copy with permit D 4 Ii37 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: AN ^ Type..of Inspection:At __ Fp 01 Addr s: _ ��', / 1 of /Date Called: Special ihstru dons: 1� II�FZ� `_5 L f .t i ' l -i Date Wanted: /I -- f Z--J p.m. Requester: Phone No: EJApproved per applicable codes. aCorrections required prior to approval. COMMENTS: A,0 rep6 C ({ , - P. c�c�",'�� n A (, P-t3o APqo Ar - Old 1,,A8(4s Mil)e 10)0;1 pe or: y Date ! _ [ ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. Ins INSPECTION RECORD Retain a copy with permit INSPECTION NUMBEFii 11")i 4 01 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: d4V0•1 Type nspecton X L/ Address: Suite #: / Z 156) Contact Person: Special Instructions: Phone No.: Approved per applicable codes. COMMENTS: Correctionsrequired prior to approval. t0✓Q Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector': y‘----Z____ S 3 Date: 10j/ /S"" Hrs.: / • b $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P iling S teel S oils Wood March 27, 2015 File No. 14-652 Building Official City of Tukwila Building Department 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Project: Address: Permit: Canon 12856 Interurban Ave. S. D14-0137 A.A.R. TESTING LABORATORY, INC. CC.' STRUCTION INSPECTION AND hI.TERI .L TE. TP!G NATIONALLY ACCEPTED I.AOCRATORY This is to advise you that special inspections are completed on the above referenced project. The following inspection was required and a copy of our inspection report has already been forwarded to you. 1. `Proprietary anchor bolt installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. *Structural engineer has approved the use of Simpson Strong Bolt 2 and accepted the use of one anchor per baseptate. Sincerely, A.A.R. TESTING LABORATORY, INC. ,6-11.1414 Kimberle Anderson President CC: Rusty Rack Guys -Woody Cunningham RECEIVED CITY OF TUKWILA MAR 7 7 2015 PERMIT CENTER Tel: (425) 881-5812 Fax (425) 881-5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073 St$ ctural encepts ngineering REVIEWED FOR CODE COMPLIANCE APPROVED MAY 15 2014 City of Tukwila BUILDING DIVISION 1200 N. Jefferson St, Suite F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mail@sceinc.net Project Name : CANON Project Number : 0-050214-4LV Date : 05/02/14 Street Address : 12856 INTERNATIONAL AVE 5 City/State : SEATTLE, WA 98168 Scope of Work : SELECTIVE RACK RECEIVED CITY OF TUKWILA MAY 08 2014 PERMIT CENTER MAY 452014 bl4i- 0 137 Stryturai V oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214-0LV TABLE OF CONTENTS Title Page 1 Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration 4 Seismic Loads 5 to 6 Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 Slab on Grade 13 Other Configurations 14 TYPE A- CANON Page L of ( y 5/2/20I 4 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Protect: BOBRICK Project t PRELIM Configuration: TYPE 4 VNA STG RACK Project Name: BOBRICK Project Address: ???? Client: SCMH For: 7IM Date: 4/29/2014 The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 2013 CBC, 2012 IBC, 2012 RMI and ASCE 7-10 and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. Preliminary Rack Analysis N 360" 72" 72' 72" 72' 72" 96 1' 360" 12' 4z' 42" 42" 1Y 42' 42" 42" 42' Sehmic Daman Coeff Ss= 1.s00 S1= 0.600 Fa= 1.000 Fv= 1.500 Sda= 1.000 Sd1= 0.600 TYPE 4 VNA STG RACK Seismic Criteria # Beam Lvls Frame Depth Frame Height Beam Length # of Diagonals Frame Type Ss=1.5, Fa=1 5 60 in 360.0 in 96 in 9 Singe Row COMPONENT DESCRIPTION STRESS COLUMN Fy=55 ksi Hannibal IF3014-3x3x14ga P=2750 Ib, M=18565 in-Ib 0.72-OK COLUMN & BACKER None None None N/A BEAM Fy=55 ksi HMH 24160/2.5" Face x 0.06" thk Lu=96 in Capacity: 2163 lb/pr 0.46-OK BEAM CONNECTOR Fy=55 ksi Lvl 1: 3 pin OK Mconn=12265 in-Ib Mcap=12691 in-Ib 0.97-OK BRACE -HORIZONTAL Fy=55 ksi Hannibal 1-1/2x1-1/2x16qa 0.24-OK BRACE -DIAGONAL Fy=55 ksi Hannibal 1-1/2x1-1/2x16qa 0.23-OK BASE PLATE Fy=36 ksi 8x8x3/8 I Fixity= 8000 in-Ib 0.37-OK ANCHORS 4 per Base 0.5" x 3.25" Embed Hilti Kwikbolt TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2348 Ib) 0.442-OK SLAB 7" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.17-OK Level Load Per Level 1 1,000 Ib 2 1,000 Ib 3 1,000 Ib 4 1,000 Ib 5 1,000 Ib Beam Spacing 72 in 72 in 72 in 72 in 72 in Panel Height 42.0 in 42.0 in 42.0 in 42.0 in 12.0 in 42.0 in 42.0 in 42.0 in 12.0 in Story Force Transv 12864 l b b 193 Ib 257 Ib 321 Ib Story Force Longit. 51 lb 103 Ib 154 Ib 205 Ib 257 Ib Axial Conn Moment (Ib) (in -lb) 2,750 12,265 2,200 9,648 1,650 8,030 1,100 5,767 550 2,856 Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK Total: 963 Ib 770 Ib NOTES TYPE 4 FINISHED GOODS-BOBRICK 4/29/2014 S t c+tural I. oncepts -M--- Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214.4LV Design Data 1) The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2013 CSC Section 2209A ANSI MN 16.1-2012 Specifications for the Design oflndustr/a/ Steel Storage Racks '2012 RMI Rack Design Manual" ASCE7-10, 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 6" thick with minimum 3200 psi compressive strength. Allowable Soil bearing capacity is 2000 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 Product Beam Spacing Column iird r-� f— Beam Length Front View: Down Aisle (Longitudinal) Frame Beam to Column Connector Base Plate and Anchors Horizontal Brace Diagonal Brace Panel Height 1 [,„_ Frame Depth Section A: Cross Aisle (Transverse) Frame TYPE A- CANON Pace " of l 5/2/2014 Struural once is y ` toineerin 9 9 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Protect: BOBRICK Configuration: TYPE 4 VNA STG RACK Project Name: BOBRICK Project Address: ???? Client: SCMH For: 7IM Date: 4/ 29/ 2014 Project* PRELIM The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 2013 CBC, 2012 IBC, 2012 RMI and ASCE 7-10 and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. Preliminary Rack Analysis 360' 72" 72" 72" 72" 72" * Iy 'I 96" 360" 12" 42' 42" 42" 12" 42" 42" 4z" 4z" 46" -4' 46" Seismic Desian Coeff Ss= 1.500 S1= 0.600 Fa= 1.000 Fv= 1.500 Sds= 1.000 Sdl= 0.600 TYPE 4 VNA STG RACK Seismic Criteria # Beam Lvls Frame Depth Frame Heiaht Beam Length # of Diagonals Frame Type Ss=1.5, Fa=1 5 48 in 360.0 in 96 in 9 Singe Row COMPONENT DESCRIPTION STRESS COLUMN Fy=55 ksi Hannibal IF3014-3x3x14ga P=2750 lb, M=18565 in-Ib 0.72-OK COLUMN & BACKER None None None N/A BEAM Fy=55 ksi HMH 24160/2.5" Face x 0.06" thk Lu=96 in Capacity: 2163 lb/pr 0.46-OK BEAM CONNECTOR Fy=55 ksi Lvl 1: 3 pin OK Mconn=12265 in-Ib Mcap=12691 in-Ib 0.97-OK BRACE -HORIZONTAL Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.15-OK BRACE -DIAGONAL Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.17-OK BASE PLATE Fy=36 ksi 8x8x3/8 Fixity= 8000 in-Ib 0.41-OK ANCHORS 4 per Base 0.5" x 3.25" Embed Hilti Kwikbolt TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3156 Ib) 0.583-OK SLAB 7" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.19-OK Level Load Per Level 1 1,000 Ib 2 1,000 Ib 3 1,000 Ib 4 1,000 Ib 5 1,000 Ib Beam Spacing 72 in 72 in 72 in 72 in 72 in Panel Height 42.0 in 42.0 in 42.0 in 42.0 in 12.0 in 42.0 in 42.0 in 42.0 in 12.0 in Story Force Transv 64 Ib 128 Ib 193 Ib 257 Ib 321 Ib Story Force Longit. 51 Ib 103 Ib 154 Ib 205 Ib 257 Ib Axial (Ib) 2,750 2,200 1,650 1,100 550 Conn Moment (in-Ib) 12,265 9,648 8,030 5,767 2,856 Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK Total: 963 lb 770 Ib NOTES TYPE 4 FINISHED GOODS-DODRICK 4/29/20 14 Ststurai oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214.4LV Configuration & Summary: TYPE A SELECTIVE RACK 28" 144" 96" 1- 144" 66" T **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= S0 /b AXIAL LL= 2,200 lb SEISMIC AXIAL Ps= #/- 1,274 /b BASE MOMENT= 0 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.495, Fa=1 2 42 in 144.0 in 2 96 in Single Row Component Description STRESS Column Fy=55 ksi LMT LM15/3x1-5/8x14ga P=2250 Ib, M=14735 in-Ib 0.95-OK Column & Backer None None None N/A Beam Fy=55 ksi LMT LBC40/4"deepx2.75"x0.075" Lu=96 in Capacity: 7788 Ib/pr 0.28-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK I Mconn=6428 in-Ib Mcap=12691 in-Ib 0.51-OK Brace -Horizontal Fy=55 ksi LMT 1-1/2x1-1/4x14ga 0.14-OK Brace -Diagonal Fy=55 ksi LMT 1-1/2x1-1/4x14ga 0.5-OK Base Plate Fy=36 ksi 3x5x3/8 I Fixity= 0 in-Ib 0.42-OK Anchor 1 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=573 Ib) 0.55-OK Slab & Soil 6" thk x 3200 psi slab on grade. 2000 psf Soil Bearing Pressure 0.19-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,200 Ib 60.0 in 66.0 in 308 Ib 210 Ib 2,250 Ib 14,735 "# 6,428 "# 3 pin OK .0 in 66.0 in 452 Ib 307 Ib 1,125 Ib 2,152 "# 1,270 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 760 Ib 517 Ib TYPE A- CANON Page \ of ( 5/2/20 14 Print Page 1 of 1 Subject: Fwd: com-1404207 From: Jim Warren (jim@rackandshelving.com) To: bob@sceinc.net; maxine@sceinc.net; Cc: derek@rackandshelving.com; klair@rackandshelving.com; Date: Wednesday, April 23, 2014 1:50 PM Hi Bob, 14tre_o no,,) Pybc‘ds eove-v<A;),- Please address the attached comments and fill out your portion of the special inspection form attached for Herco Flow Products, Sacramento and return to me as soon as possible. Thanks! -Jim Forwarded message From: Gene Platt <GPlatt@cityofsacramento.org> Date: Wed, Apr 23, 2014 at 8:41 AM Subject: com-1404207 To: "jim(arackandshelving.com" <jim(arackandshelving.corn> Please see attached structural comments and special inspection forms for your use. -Jim Jim Warren, President Material Handling Systems, Inc. 62 Arden Way Sacramento, CA 95815 ph. (916) 446-4650 fax (916) 446-4625 https://us-mg5.mail.yahoo.com/neo/launch 4/23/2014 S t c+tt ral V oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214-4LV Seismic Forces Configuration: TYPE A SELECTIVE RACK 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 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Cs1= Sds/R = 0.2492 Cs2= 0.044*Sds = 0.0439 Cs3= 0.5*S1/R = 0.0700 Cs -max= 0.2492 Base Shear Coeff=Cs= 0.2492 Cs -max * Ip= 0.2492 Van= 0.015 Eff Base Shear=Cs= 0.2492 Level PRODUCT LOAD P P*0.67*PRF1 1 2,200 Ib 1,474 Ib 2 2,200 lb 1,4741b Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) = 3,048 Ib Vtransv=Vt= 0.2492 * (100 Ib + 2948 Ib) Etransverse= 760 Ib Limit States Level Dwyer*. *skunk shear per apaybt DL 50 Ib 50 Ib hi 60 in 88 in wi*hi 91,440 134,112 Ss= S1= Fa= Fv= Sds=2/3*Ss*Fa= Sd1=2/3*S1*Fv= Ca=0.4*2/3*Ss*Fa= (Transverse, Braced Frame Dir.) R= Ip= PRF1= Pallet Height=hp= DL per Beam Lvl= Fi 308.1 Ib 451.9 Ib 1.495 0.560 1.000 1.500 0.997 0.560 0.3987 4.0 1.0 48.0 in 50 Ib Fi*(hi+hp/2) 25,880-# 50,613-# sum: P=4400 Ib 2,948 Ib Longitudinal (Downaisle) Seismic Load Similarly for longitudinal seismic bads, using R=6.0 Cs1=Sd1/(T*R)= 0.1697 Cs2= 0.0439 Cs3= 0.0467 Cs -max= 0.1697 Level 1 2 PRODUC LOAD P 2,200 Ib 2,200 Ib 100 Ib W=3048 Ib 225,552 Ws= (0.67 * PLR = 3,048 Ib Cs=Cs-max*Ip= 0.1697 P) + DL PRF2= 1.0 (Longitudinal, Unbraced Dir.) R= 6.0 T= 0.55 sec Vlong= 0.1697 * (100 Ib + 2948 Ib) Elongitudinal= 517 Ib Lind tastes Longa seismic shear psruptight P*0.67*P 1,474 Ib 1,474 Ib DL 50 Ib 50 Ib hi 60 in 88 in wi*hi 91,440 134,112 760 Ib E=76,493 1 Fi front View 209.6 Ib 307.4 Ib sum: 2,948 Ib 100 Ib W=3048 Ib 225,552 517 Ib TYPE A- CANON Page 3 of t 5/2/2014 COMMUNITY DEVELOPMENT DEPARTMENT CITY OF SACRAMENTO CALIFORNIA 300 RICHARDS BLVD. 3RD FLR SACRAMENTO, CA 95811-0218 P.C. # COM-1404207 Address 8500 Morrison Creek Dr. 4-23-14 Sht 1 of 1 Review # 1 Discipline Structural Reviewer Gene Platt Phone ('A08-2671 (X) Please revise all submittal documents to comply with the following comments. (X) A complete plan check cannot be complete without the information requested. (X) All resubmittals require a written summary of changes in response to all comments. The written summary should reference all revised sheets, calculation pages, and details. Please be aware that the following general comments may apply to your project: A. All plan review time beyond the 3rd cycle of review will be charged $140 per hour. B. An application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing (submittal date) per CBC Section 105.3.2. The abandoned permit will be expired and new fees must be paid. The applicant may request a 90-day extension by submitting a letter to the Chief Building Official, demonstrating justifiable cause, prior to the expiration date. For a plan review status please go to: htto://www.cityofsacramento.org/dsd/reference/application-search/ Item # Comments Detail / Sheet 1 The presumptive load -bearing values of 1500 psf from the 2013 CBC table 1806.2 for Class 5 material would be permissible only if the foundation concrete is a minimum of 12 inches below adjacent grade as is required, and is standard practice in most geotechnical reports. Also see CBC section 1809.4. The slab calculation assumes 1500 psf soil bearing without the confined soil pressure due to the 12 inch embedment. Please provide a letter from the geotechnical firm or provide a justifying explanation to confirm the validity of this assumption, or reduce the design soil pressure. 2 Please update the listed codes under Code Reference on sheet A-01 to the 2013 California codes. 3 Please clarify the "Sd2" in note 2 of the General Project Notes on sheets SCE1, SCE2 and SCE3 of 3. CDD-0298 Revised 12-10-2010 Page 1 of 1 Strturai V oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214-4LV Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity. Seismic Story Forces Vlong= 517 Ib Vcol=Vlong/2= 259 Ib F1= 210 Ib F2= 3071b F3= 0 Ib Seismic Story Moments i i Typical frame made Tributary area of two columns of rock frame N r Front View • Conceptual System Side View Typical Frame made —� of columns ' Top View COI Mbase-max= 0 in-Ib <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 7,367 in-Ib <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 0 in-Ib PINNED BASE ASSUMED M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2 = (259 Ib * 57 in)-0 in-Ib = [259 Ib - 153.7 Ib]*28 in/2 = 14,735 in-Ib = 2,152 in-Ib Mseis= (Mupper+Mlower)/2 hl-eff= hi - beam clip height/2 = 57 in Mseis(1-1)= (14735 in-Ib + 2152 in-Ib)/2 Mseis(2-2)= (2152 in-Ib + 0 in-Ib)/2 = 8,443 in-Ib = 1,076 in-Ib Vcol Beam to Column Elevation rho= 1.0000 Summary of Forces LEVEL hi Axial Load 1 60 in 2,250 Ib 2 28 in 1,125 Ib Column Moment** 14,735 in-Ib 2,152 in-Ib Mseismic** 8,443 in-Ib 1,076 in-Ib Mend -fixity 739 in-Ib 739 in-Ib Mconn** 6,428 in-Ib 1,270 in-Ib Beam Connector 3 pin OK 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 A- CANON Page c of (- 5/2/2014 P.C. # Address Sht 2 of 2 Review # Discipline Reviewer Phone Go to www.cityofsacramento.org/dsd "Lookup a permit application or property" to review the status of your plan check on line. CDD-0298 Revised 12-10-2010 Page 2 of 2 S t c+tural V oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214-4LV Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: LMT LM15/3x1-5/8x14ga Aeff = 0.437 in^2 Ix = 0.689 in^4 Sx = 0.459 in^3 rx = 1.255 in Of= 1.67 E= 29,500 ksi Loads Considers loads at level 1 Iy = 0.169 in^4 Sy = 0.205 in^3 ry = 0.621 in Fy= 55 ksi Cmx= 0.85 Kx = 1.7 Lx=58.0in Ky = 1.0 Ly = 66.0 in Cb= 1.0 3.000 In x 1.- _ 10.075 iin t I k_0.75 I in 1.625 in COLUMN DL= 50 Ib COLUMN PL= 2,200 Ib Mcol= 14,734 in-Ib Sds= 0.9967 1+0.105*Sds= 1.1047 1.4+0.14Sds= 1.5395 1+0.14Sds= 1.1395 0.85+0.14*Sds= 0.9895 B= 0.7000 rho= 1.0000 Axial Analysis Critical load cases are: RMI Sec 2.1 Load Case 5: (1+0.105*Sds)D + 0.75*(L4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method axial load coeff.• 0.80825745 * P seismic moment coeff.• 0.5625 * Mco/ Load Case 6:: : (1+0.104*Sds)D + (0.85+0.14Sds)*8*P + (0.7*rho*E)<= 1.0, ASD Method axial load coeff.• 0.69268 seismic moment coef . 0.7 * Mco/ By analysis, Load case 6 govems utilizing loads as such Axial Load=Pax= 1.139538*50 Ib + 0.989538*0.7*2200 Ib = 1,581 Ib Moment=Mx= 0.7*rho*Mcol = 0.7 * 14734 in-Ib = 10,314 in-Ib KxLx/rx = 1.7*5871.255" KyLy/ry = 1*6670.621" = 78.6 = 106.3 Fe= n^2E/(KL/r)max^2 = 25.8ksi Pn= Aeff*Fn = 11,2621b P/Pa= 0.27 > 0.15 Bending Analysis Fy/2= 27.5 ksi Qc= 1.92 Fe < Fy/2 Fn= Fe = n^2E/(KL/r)max^2 = 25.8 ksi Pa= Pn/Qc = 112621b/1.92 = 5,865 Ib Check: Pax/Pa + (Cmx*Mx)/(Max*Nx) <_ 1.0 P/Pao + Mx/Max <_ 1.0 Pno= Ae*Fy = 0.437 in^2 *55000 psi = 24,030 Ib Max= My/Qf = 25245 in-Ib/1.67 = 15,117 in-Ib Eix= {1/[1-(Qc*P/Pcr)]}^-1 = {1/[1-(1.92*1581 Ib/206341b)]}^-1 = 0.85 Combined Stresses Pao= Pno/Qc = 240301b/1.92 = 12,515 Ib Myield=My= Sx*Fy = 0.459 in^3 * 55000 psi = 25,245 in-Ib Pcr= n^2EI/(KL)max^2 = n^2*29500 ksi/(1.7*58 in)^2 = 20,634 Ib (1581 Ib/5865 Ib) + (0.85*10314 in-Ib)/(15117 in-Ib*0.85) = (1581 Ib/12515 Ib) + (10314 in-Ib/15117 in-Ib) = 0.95 < 1.0, OK (EQ C5-1) 0.81 < 1.0, OK (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 84.0% 7Q loads 1833.399065 /b Axial and M= 7735 in -lb TYPE A- CANON Page of ( 5/2/2014 04, SACRAM ENTO Community Development Special Inspection Short Form 2013 CBC Adopted Codes Effective January 111t, 2014 300 Richards Blvd., 3rd Floor Sacramento, CA 95811 Help Line: 916-264-501 1 CityofSacramento.org/dsd Prior to issuance of a permit, the applicant shall complete Part / of this form. Part 11 and Part 111 shall be completed by the project registered design professional and the Community Development Department as a part of the plan review process. Before permit issuance, all parties must sign this agreement. Please note that failure to comply with special inspection requirements could be expensive in terms of retrofit design and construction as well as delays in the project. Project Address: Permit Number: Part I - Statement of Special Inspection Testing/ Inspection Firm(s) Firm 1: Phone Number: Email Address: Firm 2: Phone Number: Email Address: Part II - Special Inspection and Testing Agreement When special inspection is required by Section 1705, the registered design professional shall prepare an inspection program, which shall be submitted, to the Building Official for approval prior to issuance of the building permit. The special inspector shall be employed by the owner (other than owner- builder/developer), the registered design professional, or an agent of the owner, BUT NOT the contractor, or any other person responsible for the work (such as an owner-builder/developer). The special inspection firm(s) named above have been authorized to perform the special inspection and testing services designated in this agreement, and in accordance with the California Building Code (CBC) requirements, and to report all activities to the Building Official, and other parties as listed. It is understood that special inspections are required in addition to the normal inspections performed by the Building Inspector. The undersigned hereby affirm, under penalty of law that the special inspection program is in accordance with the requirements of the CBC and the City of Sacramento. The undersigned has used all reasonable diligence in completing this form and to the best of his/her knowledge the information contained herein is true and complete. The undersigned hereby certifies under the penalty of perjury under the laws of the State of California that the foregoing is true and correct. CDD-0197 Revised 01-13-2014 Page 1 of 4 St ' tural once is Mn ineerin 9 9 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: O-050214-4LV BEAM Configuration: TYPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling 062.1) w= c - 2*t -2*r = 1.875 in - 2*0.075 in - 2*0.075 in = 1.575 in w/t= 21 1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 = [1.052/(4)^0.5] * 21 * (55/29500)^0.5 = 0.477 < 0.673, Flange is fully effective Eq. B2.1-4 Eq. B2.1-1 B) check web for local buckling oer section b2.3 fl(comp)= Fy*(y3/y2)= 48.93 ksi f2(tension)= Fy*(y1/y2)= 100.70 ksi Y= f2/f1 Eq. B2.3-5 = -2.058 k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4 = 67.31 flat depth=w= yl+y3 = 3.700 in w/t= 49.33333333 OK I=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5 = [1.052/(67.31)^0.5] * 3.7 * (48.93/29500)1\0.5 = 0.258 < 0.673 be=w= 3.700 in b2= be/2 Eq B2.3-2 bl= be(3-Y) = 1.85 in = 0.732 bl+b2= 2.582 in > 1.21 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) oer section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcomer=Lc= (p/2) * (r + t/2) 0.177 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.575 in = 0.184 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= 59.31 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 115.13 ksi (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 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= (EQ A7.2-3) [ 36.23 in-k 2.75 in 1.88 In 4.000 in -f- Beam= LMT LBC40/4"deepx2.75"x0.075" Ix= Sx= Ycg= t= Bend Radius=r= FY=FYv= Fu=Fuv= E= top flange=b= bottom flange= Web depth= 4.0^^4^ 2.660 in^4 1.277 in^3 2.640 in 0.075 in 0.075 in 55.00 ksi 65.00 ksi 29500 ksi 1.875 in 2.750 in yl= Ycg-t-r= 2.490 in y2= depth-Ycg= 1.360 in y3= y2-t-r= 1.210 in 1 A • r O 0 • • 0 0 O r c c c m y Z m O 01 O m O M. WIGHT 1 44> O Z n c y 0 0 kt t QM GATES &011111.1 FRONT ELEVATIONS . WIMP "" """"""` STORE # 1627 ONTARIO GATEWAY PLAZA 44500NTARIO MILLS PARKWAY(BLDG. F) ONTARIO, CA 91764 OSS _ii 1�FOR = ...� "" �wr�r.N OM .« If OM MN MOM OR'' StrWural once is Gn ineerin 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: o-050214-4Lv BEAM Configuration: TYPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= LMT LBC40/4"deepx2.75"x0.075" Ix=Ib= 2.660 in^4 Sx= 1.277 in^3 t= 0.075 in E= 29500 ksi Fy=Fyv= 55 ksi F= 150.0 Fu=Fuv= 65 ksi L= 96 in Fya= 59.3 ksi Beam Level= 1 P=Product Load= 2,200 Ib/pair D=Dead Load= 50 Ib/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 RMl2.Z item 8 FOR DL=2% of PL, W= 1.599 Rm= 1- [(2*F*L)/(6*E*Ib + 3*F*L)] 1- (2*150*96 in)/[(6*29500 ksi*2.66 inA3)+(3*150*96 in)] = 0.944 if F= 0.95 Then F*Mn=F*Fya*Sx= 71.95 in-k Thus, allowable Toad per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 71.95 in-k * 8 * 2/(96in * 0.944 * 1.599) = 7,945 Ib/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 = (7945 Ib/2) * 96 in * (1-0.944)/8 = 2,670 in-Ib @ 7945 Ib max allowable load = 0,739 in-Ib 0 2200 Ib imposed product Toad 2. Check Deflection Stress Allowable Loads 2.75 in 1.88 in 4.000 in 1111111111111111111111111111111111111111111111111111111 Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) = 1 - (4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*2.66 in^4)] = 0.933 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= 5*W*L^3/(384*E*Ib) L/180= 5*W*L^3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L^2*Rd) = 384*2.66 in^4*2/[180*5*(96 in)^2*0.933) = 7,788 Ib/pair allowable load based on deflection lints Thus, based on the least capacity of item 1 and 2 above: Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.151 in Allowable Toad= 7,788 Ib/pair Imposed Product Load= 2,200 Ib/pair 'Beam Stress= 0.28 Beam atLevel 1 StruAural concgts „d ngineering By: BOB 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Protect: BOBRICK Project* PRELIM Configuration: TYPE 4 STG RACK Project Name: BOBRICK Project Address: ???? Client: SCMH For: 7IM Date: 4/ 29/ 2014 The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 2013 CBC, 2012 IBC, 2012 RMI and ASCE 7-10 and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. Preliminary Rack Analysis 360" 72" 72" 72" 72" 72" s6" 360" 12' 42" 42" 42" 12" 42" 42" 42" 42" Seismic Donlan Coati Ss= 1.500 S1= 0.600 Fa= 1.000 Fv= 1.500 Sds= 1.000 Sdl= 0.600 TYPE 4 STG RACK Seismic Criteria # Beam Lvls Frame Death Frame Heiaht Beam Length # of Diagonals Frame Type Ss=1.5, Fa=1 5 60 in 360.0 in 96 in 9 Singe Row COMPONENT DESCRIPTION STRESS COLUMN Fy=55 ksi Hannibal IF3014-3x3x14ga P=2750 Ib, M=18565 in-Ib 0.72-OK COLUMN & BACKER None None None N/A BEAM Fy=55 ksi HMH 24160/2.5" Face x 0.06" thk Lu=96 in Capacity: 2163 lb/pr 0.46-OK BEAM CONNECTOR Fy=55 ksi Lvl 1: 3 pin OK Mconn=12265 in-Ib Mcap=12691 in-Ib 0.97-OK BRACE -HORIZONTAL Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.24-OK BRACE -DIAGONAL Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.23-OK BASE PLATE Fy=36 ksi 8x5x3/8 Fixity= 8000 in-Ib 0.59-OK ANCHORS 2 per Base 0.5" x 3.25" Embed Hilti Kwikbolt TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2350 Ib) 0.892-OK SLAB 7" thk x 4000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.18-OK Level Load Per Level 1 1,000 Ib 2 1,000 Ib 3 1,000 Ib 4 1,000 Ib 5 1,000 Ib Beam Spacing 72 in 72 in 72 in 72 in 72 in Panel Height 42.0 in 42.0 in 42.0 in 42.0 in 12.0 in 42.0 in 42.0 in 42.0 in 12.0 in Story Force Transv 64 Ib 128 Ib 193 Ib 257 Ib 321 Ib Story Force Longit. 51 Ib 103 Ib 154 Ib 205 Ib 257 Ib Axial Conn Moment (Ib) (in-Ib) 2,750 12,265 2,200 9,648 1,650 8,030 1,100 5,767 550 2,856 Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK Total: 963 Ib 770 Ib NOTES TYPE 4 FINISHED GOODS-BOBRICK 4/29/20 14 aSrw, meal nnino-o-rinn 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project 1: 0-0502 14- 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK 1 he beam end moments shown herein show the result of the maximum induced tixed end monents form seismic + static ioads and the code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 6,428 in-Ib Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin P1 2 P3 2" J I�/ 1/2 H- C 1/2" rho= 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 * 0.1507inA2 = 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 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 tclip= 0.18 in = P1+P1*(2.5"/4.5")+P1*(0.5"/4.5") = 1.667 * P1 Mcap= Sclip * Fbending = 0.127in^3*0.66*Fy = 4,610 in -lb Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 Ib C*d= Mcap = 1.667 Thus, P1= 2,135 Ib Mconn-allow=[P1*4.5"+P1*(2.574.5")*2.5"+P1*(0.5"/4.5")*0.51 = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.574.570.51 = 12,691 in-Ib > Mconn max, OK Sclip= 0.127 in^3 d= E/2 = 0.50 in TYPE A- CANON Page of ( 1 5/2/2014 Str tural once • is ngineering 1729 S. Douglass RD, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Project: APPLIED MEDICAL T3 9451 TOLEDO WAY Project #: N-082813-2 IRVINE, CA. 92618 Date: 04/29/14 Project #: SFA PC# 712-13 Plan Review Responses STRUCTURAL CORRECTIONS: 2. NOT REQUIRED FOR EXISTING CONSTRUCTION. 3. FIRE DEPARTMENT APPROVAL TO BE OBTAINED PRIOR TO ISSUANCE OF PERMIT. 4A. PLEASE SEE DIMENSIONED FLOOR PLAN AS REQUIRED FOR EGRESS. 4B. PLEASE SEE COMMON PATH OF EGRESS TRAVEL AS SHOWN ON PLANS. C. PLEASE SEE REVISED PLANS FOR EGRESS FROM MOST REMOTE POINT TO AN EXIT. 5A. PLEASE SEE REVISED FLOOR PLAN AS SHOWN FOR EXISTING BUILDING COLUMN SIZES. 5B. PLEASE SEE REVISED FLOOR PLAN FOR DISTANCE FROM RACKING TO BUILDING COLUMNS AND WALLS. 6. PLEASE SEE PLANS FOR ADDED NOTE OF SCOPE OF WORK. 7A-D. PLEASE SEE ADDED NOTE ON RACK DETAIL DRAWING ATTACHED. 8A-G. PLEASE SEE ADDED NOTE ON RACK DETAIL DRAWING ATTACHED. 9. CORRECT, SEE ELEVATIONS WHERE ALL LOADS HAVE BEEN SPECIFIED AS REQUIRED. 10. PLEASE SEE REVISED CALCULATIONS FOR ADDED ACI APPENDIX D ANALYSIS. PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. SINCERELY, BOB SHARIFI Strqturai V oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214-4LV Transverse Brace Configuration: TYPE A SELECTIVE RACK Section Properties Diagonal Member= LMT 1-1/2x1-1/4x14ga Horizontal Member= LMT 1-1/2x1-1/4x14ga Area= 0.278 in^2 I .50o Area= 0.278 in^2 r min= 0.405 in r min= 0.405 in Fy= 55,000 psi I ""—'—' I Fy= 55,000 psi K= 1.0 I I I .250 K= 1.0 S2c= 1.92 `__ _Jj —0.25 Frame Dimensions 1--0.25 1 I .250 Wst LCI Bottom Panel Height=H= 66.0 in Frame Depth=D= 42.0 in Column Width=B= 1.6 in Diagonal Member Clear Depth=D-B*2= 38.8 in X Brace= NO rho= 1.00 0 'Load Case 6: : (1 aaQ a- . 5+0.14Sds)*8*P t [0.7*mo*EJ<= 1.0, ASD Method Vtransverse= 760 Ib Vb=Vtransv*0.7*rho= 760 Ib * 0.7 * 1 = 532 Ib Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2 = 71.4 in Pmax= V*(Ldiag/D) * 0.75 = 678 Ib axis/ load on diagonal brace member Pn= AREA*Fn = 0.278 in^2 * 9367 psi = 2,6041b Pallow= Pn/S2 = 2604 Ib /1.92 = 1,356 Ib Pn/Pallow= 0.50 <= 1.0 OK Horizontal brace Vb (kl/r)= (k * Ldiag)/r min = (1 x 71.4 in /0.405 in ) = 176.3 in Fe= pi^2*E/(kl/r)^2 t 9,367 psi Since Fe<Fy/2, Fn= Fe = 9,367 psi 3" tYP B f{ Typical Panel Confiauration Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.075 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 3,656 Ib OK Vb=Vtransv*0.7*rho= 532 Ib (Id/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.405 in = 103.7 in Since Fe<Fy/2, Fn=Fe = 27,075 psi Pn/Pallow= 0.14 <= 1.0 OK Fe= piA2*E/(kl/r)A2 Fy/2= 27,500 psi = 27,075 psi Pn= AREA*Fn = 0.278in^2*27075 psi = 7,527 Ib Pallow= Pn/Qc = 7527 Ib /1.92 = 3,920 Ib TYPE A- CANON Page CO of ( 9 5/2/2014 Part III - Schedule of Special Inspection Please refer to Chapter 17 of the 2013 California Building Code for detailed tasks for each inspection heading below. Inspection tasks correspond to item #'s and table references listed below. Table AISC 390-10 Section N5, CBC 1705.2 — Steel Construction Check if Required N5.6-1 N5.6-3 High Strength Bolts (Identification & Certification) ❑ Structural Steels (Material Verification) ❑ N5.4-1 _ N5.4-3 Welding: • Shop • Field ❑ ❑ Steel Frame (Member Locations & Connection Details) ❑ N6.1 Composite Construction AISC 360-10 ❑ CBC 1705.2.2-Steel Construction Other than Structural Steel Item 1 Cold -formed Steel Decka ❑ Item 2 Welding ❑ CBC Table 1705.3 — Concrete Construction Items 1-12 Concrete: • Conventionally reinforced • Prestressed or Post -tensioned Concrete Anchorage: • Cast in Place steel anchors • Post installed steel anchors ❑ ❑ ❑ 0 TMS 402-11/AC1 530.1-11/ASCI 6-11— Masonry Construction 1.19.2 1.19.3 Masonry: • Level B • Level C ❑ ❑ CBC Table 1705.6,7,8 — Geotechnical & Foundation Construction Items 1-5 Items 1-7 Items 1-3 • Report Verification and Inspection of Soil Preparationb • Pile Foundation • Pier Foundation ❑ ❑ ❑ Other items or Special Instructions a. Mill certification or identification markings are acceptable for material verification. b. Shall be in compliance with the Geotechnical Report when it is provided. CDD-0197 Revised 01-13-2014 Page 3 of 4 Fully Loaded: Top Level Loaded: Strturai V oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214-0LV Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK Loads Critical Load case(s): 1) RMI Sec 2.1, item 9: (0.6-0.14Sds)D + (0.6-0.14Sds)*B*Papp - 0.7*E*rho Vtrans=V=E=Qe= 760 Ib DEAD LOAD PER UPRIGHT=D= 100 Ib PRODUCT LOAD PER UPRIGHT=P= 4,400 Ib Papp=P*0.67= 2,948 Ib .=Wst1=(0.460462*D + 0.460462*Papp*1)= 1,403 Ib Product Load Top Level, Ptop= 2,200 Ib DL/Lvl= 50 Ib Seismic Ovt based on E, E(R*hi)= 76,493 in-Ib heiaht/deoth ratio= 2.1 in Sds= 0.9967 (0.6-0.14Sds)= 0.4605 (0.9-0.2Sds)= 0.7007 B='1r'. .............. .............. rho= 1.0000 Frame Depth=Df= 42.0 in Htop-Iv1=H= 88.0 in # Levels= 2 # Anchors/Base= 1 ho= 48.0 in I-Df1 SIDE ELEVATION A) Fully Loaded Rack h=H+hp/2= 112.0 in Load case 1: Movt= E(F*hi)*0.7*E*rho = 53,545 in-Ib Mst= Wstl * Df/2 = 1403 Ib * 42 in/2 = 29,463 in-Ib T= (Movt-Mst)/Df = (53545 in-Ib - 29463 in-Ib)/42 in = 573 Ib Net Uplift per Column Net Seismic Uplift= 573 Ib B) Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0 = 0.2492 * 2200 Ib = 548 Ib Vieff= 548 Ib Critical Level= 2 V2=VDT= CS*Ip*D Cs*Ip= 0.2492 = 25 Ib Mst= (0.460462*D + 0.460462*Ptop*1) * 42 in/2 = 22,240 in-Ib Movt= [V1*h + V2 * H/2]*0.7*rho = 43,750 in-Ib T= (Movt-Mst)/Df = (43750 in-Ib - 22240 in-Ib)/42 in = 512 Ib Net uplift per Column Net Seismic Uplift= 512 Ib ncnor Check (1) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,250 Ib L.A. City Jurisdiction? NO Shear Capacity=Vcap= 1,840 Ib Phi= 1 (573 Ib/1250 Ib)^1 + (380 Ib/1840 Ib)^1 = (512 Ib/1250 Ib)^1 + (274 Ib/1840 Ib)^1 = Tcap*Phi= 1,250 Ib Vcap*Phi= 1,840 Ib 0.66 <= 1.2 OK 0.56 <= 1.2 OK TYPE A- CANON Page ( of ( 5/2/2014 Special Instructions: Instruction to the Special Inspector: 1. Provide daily field reports to the building inspector on site as construction progress. 2. A copy of all special inspection test laboratory reports shall be sent to the plan check engineer identified above and the architect or engineer of record. 3. Upon completion of special inspections and testing work, provide the city's plan check engineer a final special inspection test report wet stamped and signed by the responsible professional engineer. CDD-0197 Revised 01-13-2014 Page 4 of 4 Cross Aisle Loads St c+tLiral I. oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-050214-4LV Base Plate Configuration: TYPE A SELECTIVE RACK Section Baseplate= 3x5x3/8 Eff Width=W = 3.00 in Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 1.63 in L = 1.69 in Plate Thickness=t = 0.375 in a = 0.50 in Anchor c.c. =2*a=d = 1.00 in N=# Anchor/Base= 1 Fy = 36,000 psi w Downaisle Elevation Mb Down Aisle Loads Load Case 5: : (1#0.105*Sds)D t 0.75*1(1.4#0.14Sds)*B*P t 0.75*/0.7*rho*E]<= 1.0, ASD Method COLUMN DL= 50 Ib COLUMN PL= 2,200 Ib Base Moment= 0 in-Ib 1+0.105*Sds= 1.1047 1.4+0.14Sds= 1.5395 ............................ ............................ B= ............................ Axial stress=fa = P/A = P/(D*W) = 122 psi Moment Stress=fb = M/S = 6*Mb/[(D*B^2] = 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L.2 = 0 in-Ib S-plate = (1)(tA2)/6 = 0.023 in^3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.28 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -1,403 Ib No Tension 0) 1/badam RMSoc 21, avn 9: (1+0.11S*)CL + (1f0.14SOS)V.75+H'V75 <= 1.0, ASOM.Uod Axial=P= 1.1046535 * 50 Ib + 0.75 * (1.539538 * 0.7 * 2200 Ib) = 1,833 Ib Mb= Base Moment*0.75*0.7*rho = 0 in-Ib * 0.75*0.7*rho = 0 in-Ib Axial Load P = 1,833 Ib Mbase=Mb = 0 in-Ib Pstatic= 1,833 Ib Movt*0.75*0.7*rho= 40,159 in-Ib Frame Depth= 42.0 in P=Pstatic+Pseismic= 2,790 Ib b =Column Depth= 1.63 in L =Base Plate Depth -Col Depth= 1.69 in fa = P/A = P/(D*W) = 186 psi Sbase/in = (1)(t '2)/6 = 0.023 in^3/in fb/Fb = M/[(S-plate)(Fb)] 0.42 OK Pseismic= Movt/Frame Depth = 956 Ib M= wL^2/2= fa*L^2/2 = 265 in-Ib/in Fbase = 0.75*Fy = 27,000 psi M1= wL^2/2= fa*LA2/2 = 174 in-Ib Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fb1*L^2)/2 = 0 in-Ib Mtotal = M1+M2+M3 = 174 in-Ib/in Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 2,240 psi OK Tallow= 1,250 Ib OK Check uplift Toad on Baseplate Effe Effe Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. the base plate configuration consists of two anchor bolts located on either side the column and a net uplift force exists, the minimum base plate thickness all be determined based on a design bending moment in the plate equal the uplift force on one anchor times 1/2 the distance from e centerline of the anchor to the nearest edge of the rack column" Ta Irc► Mu .,,nalll T I b I Elevation Uplift per Column= 573 Ib Qty Anchor per BP= 1 Net Tension per anchor=Ta= 573 Ib c= 1.69 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 483 in-Ib Splate= 0.117 in^3 fb Fb *0.75= 0.115 OK TYPE A- CANON Page ‘2.-of l `-1 5/2/2014 S t tural toonceots ngineering 1729 S. Douglass RD, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Project: APPLIED MEDICAL T3 9451 TOLEDO WAY Project #: N-082813-2 IRVINE, CA. 92618 Date: 04/29/14 Project #: SFA PC# 712-13 Plan Review Responses STRUCTURAL CORRECTIONS: 2. NOT REQUIRED FOR EXISTING CONSTRUCTION. 3. FIRE DEPARTMENT APPROVAL TO BE OBTAINED PRIOR TO ISSUANCE OF PERMIT. 4A. PLEASE SEE DIMENSIONED FLOOR PLAN AS REQUIRED FOR EGRESS. 4B. PLEASE SEE COMMON PATH OF EGRESS TRAVEL AS SHOWN ON PLANS. C. PLEASE SEE REVISED PLANS FOR EGRESS FROM MOST REMOTE POINT TO AN EXIT. 5A. PLEASE SEE ISED FLOOR PLAN AS SHOWN OR EXISTING BUILDING COLUM,N� 4.€.iiu0-67 r S ✓-t. vu2- -i O 1i 5B. PLEASE SEE REVISED FLOGR,PLAAN FOR DISTANCE FROM RACKING TO BUILDING COLUMNS AND WALLS. © NJL l/ .4 l-Ly A) C (o �� f� IL 6 x ! 114 i y y 6. PLEASE SEE PLANS FOR ADDED NOTE OF SCOPE OF WORK. (5 5 •, 7A-D. PLEASE SEE ADDED NOTE ON RACK DETAIL DRAWING ATTACHED( GAS / r / ) 8A-G. PLEASE SEE ADDED NOTE ON RACK DETAIL DRAWING ATTACHED.((Ce / a U 1 ) 9. CORRECT, SEE ELEVATIONS WHERE ALL LOADS HAVE BEEN SPECIFIED AS REQUIRED( < . ( 10. PLEASE SEE REVISED CALCULATIONS FOR ADDED ACI APPENDIX D ANALYSIS. (/,q-Ge- // %Ai) PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. StrAtural V oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-0502144LV Slab on Grade SLAB ELEVATION Base Plate Effec. Baseplate width=B= 3.00 in Effec. Baseplate Depth=D= 5.00 in Column Loads Configuration: TYPE A SELECTIVE RACK width=a= 3.00 in depth=b= 1.63 in Baseolate Plan View Concrete fc= 3,200 psi tslab=t= 6.0 in teff= 6.0 in phi=0= 0.6 Soil fsoil= 2,000 psf Movt= 61,403 in-Ib Frame depth= 42.0 in Sds= 0.997 0.2*Sds= 0.199 midway dist face of column to edge of plate=c= 3.00 in midway list face of cdum to edge of pate=e= 3.31 in DEAD LOAD=D= PRODUCT LOAD=P= Papp= P-seismic=E= B= rho= Sds= 0.9967 1.2 + 0.2*Sds= 1.3993 0. 9 - 0.20Sds= 0.7007 Puncture 50 Ib per column unfactoed ASD load 2,200 Ib per column unfactarcd ASD load 1,474 Ib per column (Movt/Frame depth) 1,461 Ib per column unfactored Limit State load Load Case Load Case Load Case Effective Column Load=Pu 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E = 1.39934*50Ib+1.39934*0.7*2200Ib+1* = 3,686 Ib 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E = 0.70066 * 50 Ib + 0.70066 * 0.7 * 1474 Ib + 1 * = 2,219 Ib 3) 1.2*D + 1.4*P = 1.2*50 Ib + 1.4*2200 Ib = 3,140 Ib = 3,686 Ib per column RMI SEC 2.2 EQTN 5 1461 Ib RMI SEC 2.2 EQTN 7 1461 Ib RMI SEC 2.2 EQTN 1,2 Apunct= [(c+t)+(e+t)]*2*t = 219.75 in^2 Slab Bending Fpunct= 2.66*phi*sqrt(fc) = 90.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.186 < 1 OK Pse=DL+PL+E= 3,686 Ib Asoil= (Pse*144)/(fsoil) = 265 in^2 x= (L-y)/2 = .6 in Fb= 5*(phi)*(fc)^0.5 = 169.71 psi L= (Asoil)^0.5 = 16.28 in M= w*x^2/2 = (fsoil*x^2)/(144*2) = 2.2 in-Ib y= (c*e)^0.5 + 2*t = 15.2 in S-slab= 1*teff^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) = 0.002 < 1, OK TYPE A- CANON Page (2J of 5/2/2014 S t tural once • is ngineering 1729 S. Douglass RD, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Project: APPLIED MEDICAL T3 9451 TOLEDO WAY Project #: N-082813-2 IRVINE, CA. 92618 Date: 04/29/14 Project #: SFA PC# 712-13 Plan Review Responses STRUCTURAL CORRECTIONS: 2. NOT REQUIRED FOR EXISTING CONSTRUCTION. 3. FIRE DEPARTMENT APPROVAL TO BE OBTAINED PRIOR TO ISSUANCE OF PERMIT. 4A. PLEASE SEE DIMENSIONED FLOOR PLAN AS REQUIRED FOR EGRESS. 4B. PLEASE SEE COMMON PATH OF EGRESS TRAVEL AS SHOWN ON PLANS. C. PLEASE SEE REVISED PLANS FOR EGRESS FROM MOST REMOTE POINT TO AN EXIT. 5A. PLEASE SEE REVISED FLOOR PLAN AS SHOWN FOR EXISTING BUILDING COLUMN SIZES. 5B. PLEASE SEE REVISED FLOOR PLAN FOR DISTANCE FROM RACKING TO BUILDING COLUMNS AND WALLS. 6. PLEASE SEE PLANS FOR ADDED NOTE OF SCOPE OF WORK. 7A-D. PLEASE SEE ADDED NOTE ON RACK DETAIL DRAWING ATTACHED. 8A-G. PLEASE SEE ADDED NOTE ON RACK DETAIL DRAWING ATTACHED. 9. CORRECT, SEE ELEVATIONS WHERE ALL LOADS HAVE BEEN SPECIFIED AS REQUIRED. 10. PLEASE SEE REVISED CALCULATIONS FOR ADDED ACI APPENDIX D ANALYSIS. PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. S t tural Ioncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: CANON Project #: 0-0502144LV Configuration & Summary: TYPE B SELECTIVE RACK fi 28" 144" 144" 66" 144" 42'-7f **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 50 /b AXIAL LL= 2,200 /b SEISMIC AXIAL Ps=+/- 1,274 /b BASEMOMENT= 0 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.495, Fa=1 2 42 in 144.0 in 2 144 in Single Row Component Description STRESS Column Fy=55 ksi LMT LM15/3x1-5/8x14ga P=2250 Ib, M=14735 in-Ib 0.95-OK Column & Backer None None None N/A Beam Fy=55 ksi LMT LBC40/4"deepx2.75"x0.075" Lu=144 in Capacity: 3576 Ib/pr 0.62-OK Beam Connector Fy=55 ksi LvI 1: 3 pin OK I Mconn=7033 in-Ib Mcap=12691 in-Ib 0.55-OK Brace -Horizontal Fy=55 ksi LMT 1-1/2x1-1/4x14ga 0.14-OK Brace -Diagonal Fy=55 ksi LMT 1-1/2x1-1/4x14ga 0.5-OK Base Plate Fy=36 ksi 3x5x3/8 I Rxity= 0 in-Ib 0.42-OK Anchor 1 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=573 Ib) 0.55-OK Slab & Soil 6" thk x 3200 psi slab on grade. 2000 psf Soil Bearing Pressure 0.19-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,200 Ib 60.0 in 66.0 in 308 Ib 210 Ib 2,250 Ib 14,735 "# 7,033 "# 3 pin OK 2,200 Ib 28.0 in 66.0 in 452 Ib 307 Ib 1,125 Ib 2,152 "# 1,876 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 760 Ib 517 Ib TYPE 5- CANON Page Li of ( 1 5/2/2014 Print Structural Page 2 of 2 Beam rmarkets.com ngineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.63 .7330 Fax: 714.632.7763 By: BOB Project: H T E TECHNOLOGIES Configuration: TYPE 1 SELECTIVE RACK Project #: 0-042814-11 The beam to column connection is assumed to provide partial end fixity for the beam fra e. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. The impact load on the beam is addressed by including the Impact Factor "a" in the • - ermination of the beam center bending stress. Section Properties Beam Member= StepBeam 3.5"x2.5"x0.075 " Beam at Level= 1 Beam Type= Formed Ix= 1.352 in^4 Sx= 0.727 in^3 Length=L= 96.0 in Lu= 96.0 in Loads Beam We' • ht= 4.0 lb/ft Thi ess= 0.075 in Bea Shape= Step 3.500 in Impact Factor=[1-(25%/2)]= 0.875 2.500 In 750in4, 1.625 in 0.075 it #REF! Load Case considered is DL + 100% Product Load Fuii Impact Load (More conservative than RMI Sec 2.1, item 5) % End Rxity= 25 % 0 = 0.25 Mcenter= B*(wL^2/8) = 0.832*(wLA2/8) Mends= 0*Mmax(fixed nds) = (wL^2/12)*s 5 = 0.0208*w 2 Fb= 0.6 * = 33,0 Fb-eff= Ps ,000 psi Live Load/Pair= 3,000 Ib Mcenter= 0.104 * wL^2 = 15,295 in-Ib Bending Coeff B= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends) - 0*Mcenter(fixed ends) = wL^2/8 - (0.25 * wL^2/12) = wL^2/8 - wL^2/48 = 0.104 * wLA2 Fy= 55,000 psi Dead Load/Pair= (4 lb/ft) * 2 * 96 in/12 =641b Mends= 0.0208*wL^2 = 3,059 in -lb Dist Load=w= 16.0 Ib/in Vb= M= 15,295 in-Ib fb= (M/Sx)/a = 24,045 psi fb/Fb= 24045 psi/33000 psi 0.73 <= 1.0, OK Bending Capcity= 4,779 Ib/pair Vb= Deflection Defl-allow=L/ 180 = 0.534 in Deflection Capacity= 4,206 Ib/Pair <__= Critical Defl= B * [5wL^4/(384*E*Ix)] _ [5*16 Ib/in*(96 in)A4/(384*29.5x10A6 psi * 1.352 in^4)]*0.832 = 0.369 in <= 0.534 in, OK Allowable load per beam pair= 4,206 Ib https:flus-mg mail.yahoo.com/neo/launch Page of 4/2§f114 City of Tukwila Department of Community Development 10/1/2015 WOODY CUNNINGHAM 411 WEST VALLEY HWY PACIFIC, WA 98047 RE: Permit No. D14-0137 CANON 12856 INTERURBAN AVE S Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/24/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/24/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Rach�i le 2 P Y Permit Technician File No: D14-0137 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 10/1/2014 Jim Haggerton, Mayor Jack Pace, Director WOODY CUNNINGHAM 411 WEST VALLEY HWY PACIFIC, WA 98047 RE: Permit No. D14-0137 CANON 12856 INTERURBAN AVE S Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/24/2014. Based on the above, you are hereby advised to: 1) Ca11 the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/24/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0137 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: D14-0137 PROJECT NAME: CANON DATE: 05/08/14 SITE ADDRESS: 12856 INTERURBAN AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: pg irBuilding Division Public Works Awl VG GC is.lq Fire Prevention Structural n Planning Division Permit Coordinator ❑ 1 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 05/13/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/10/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 CEDAR RECYCLING INC Page 1 of 2 0 Washington State Department of Labor & Industries CEDAR RECYCLING INC Owner or tradesperson ECK, JERALD D Principals ECK, JERALD D, PRESIDENT Doing business as CEDAR RECYCLING INC WA UBI No. 602 084 893 411 W VALLEY HWY S PACIFIC, WA 98047 253-804-0404 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. CEDARRI981 CM Effective — expiration 02/14/2002— 02/25/2016 Bond RLI INSURANCE COMPANY Bond account no. SRS1002727 Received by L&I 02/14/2002 Insurance Hudson Specialty Ins Co Policy no. HCX356989 Received by L&I 12/31/2013 Active. Meets current requirements. $12, 000.00 Effective date 02/13/2002 $1, 000, 000.00 Effective date 12/31/2013 Expiration date 12/31 /2014 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. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602084893&LIC=CEDARRI981 CM&SAW= 05/28/2014 LEGEND 0 N - SKY LIGHTS 61'-9" ELECTRICAL EQUIPMENT 8'-0" TALL SECURE FENCE AREA 10'-0" ROLLUP SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION 4'-9" 4- 3 3' 9'-0" ROLLUP REVIEVVED FOR ONCE CODE COMP APPROVED MAY 152.014 City of T k ila BUILDING D ISION 2"X96' � 1 J-I B 42" X 144' 1-1 IT B 42"X1144" OFFICE AREA ElREVISIONS NOC anges shall be made tootscope of work without prior approval Tukwila Building Division. NOTES: Revisions irequire plan rev �w feeslan ittal and may include add FILE �� PY PennK Na t2f �I -10 lbl Plan review approval is Approval of c onstr u lion the violation of any of s not authorize or ordinance. Receipt ed: WA, iia BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY. 0 8 2014 PERMIT CENTER Tht Q�pp r•pp + B her in'i.y SCE., +,. _ { storage ra . ,tong-., ,.,•• • En► ;,ii e s. o: ecord � ; Stnict�ir{ . _ . necring "l i 4) 632.7330 DESCRIPTION A cs Q CO W 0 No N N �„mow N WACZ Eli .7 I--C7 pw �pJ¢ Z Z�Jotz 1=10- Q y C.=ON=tj f- 2 • ¢ La. 17 on g N WNtW OL71- d F-fY=NI- Z f.J W d -. L3Z .-. = W.-.~R'CZ CZ I-- L) I (4 WWF-1- 3.-OCN Wd 22Z'C.3CL•. �I-a�ooC-1 CZ x� w CZ 0 N 0 w > 00 UD o m rn c W a z w J CO z 00 CC W !c'3 UN(1') 0>— U LL DRAWN BY. JAL SCALE: 3/16"=1'-0" DATE: 4/26/14 DRAWING NO: CHECKED BY: SHEET 'NO. 1 OF 2 S J MAY 1) 9 ,flit STRUCTURAL NOTES: tzl B BOTH SIDES TYP. BRACING CONNECTION DETAIL - �-� h"— 1/2" 3/8" THK OR 10GA FLOOR ANCHOR DETAIL SEE NOTES FOR SPECS .075 THK --011 1/2"[-0---1 1 1/4" T SECT. A -A SECT. B-B 14GA THK. 3" 1_` 3/4"--6-1 3/8" THK. 5/8" DIA. 1 HOLE BASE PLATE DETAIL (1)-5/8" O ANCHOR BOLT PER BASE PLATE 3-1/4" EMB., (SEE NOTE NO. 4) RACK DETAILS SCALE: 3'" = 1" TYP. MOPS SINGLE .375 R (i) co cp-f lr 111.11.11 2" TYP. AS NOTED LM15 3" 1 14GA THK. 7/8" 14GA ASTM A570 GR50 Y" O SAFETY LOCK (1000# CAPACITY) 7/16" O RIVET ASTM A576-90B HOT -WROUGHT UNS G 10100 GRACE C-1010 LBC40 8' 1-*— 3/4" TY�P. R1/8" RACK TYPE "A" 4" BEAM FACE 12' RACK TYPE "B" RACK ELEVATIONS SCALE: 3/21 = 1'-0" 4" BEAM FACE 61.11211 1. DESIGN PER REQUIREMENTS OF THE 2012 IBC, 2008 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.266, S 1 = 0.484, Fa =1.000, Fv = 1.516 Ip = 1.0 (NO PUBLIC ACCESS), SdS=0.844, Shc = 0.489, OCC. CATAG. II, SITE CLASS D, SEISMIC DESIGN CLASS D 3. STORAGE CAPACITY: 2,200# PER BEAM LEVEL TYP. 4. ANCHORS: POWER SD2 ESR #2502 AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL %2" 0 x 3 %4" MIN. EMBED. (1) ANCHOR PER BASEPLATE 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 6" x 3200 PSI. 7. SOIL BEARING PRESSURE 2000 PSF @ GRADE OR BETTER 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 INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN PLAT CONTACT. 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX 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. FIRE PROTECTION NOTES: 1. SPRINKLER DENSITY IS .34GPM OVER 5,000SQ FT. 2. SPRINKLER HEAD TEMPERATURE IS SET AT 265°F. 3. COPY MACHINES AND PRINTERS, NON -ENCAPSULATED. 4. TOP OF STORED PRODUCT NOT TO EXCEED 14'-0". 5. APPROXIMATE CEILING HEIGHT 18'-0". EXITING NOTES: 1. EXTERIOR DOORS ARE 3' SWING TYPE WITH LOCKING KNOB WHICH REQUIRES NO SPECIAL KNOWLEDGE OR EFFORT TO OPEN. VAT REVIEWED FOR CODE COMPLIANCE APPROVED MAY 15 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY p82014 PERMIT CENTER provided herein sy` Ca Inc, `;t r :>e ti DESCRIPTION a Q DRAWINGS PREPARED FOR Q O DRAWN BY. JAL SCALE: AS SHOWN DATE: 4/26/14 DRAWING NO: CHECKED BY: SHEET NO. 2 OF 2 SHE, TS Str, uc4 . ,_ ecord v,OL AisS Gf •11 632.7130 F u.%t1„— A b ;9109 ~4:,SJONA V:\-: i Ex; -,fir i2 jl �� MAY ('2 1014 3" 1 5/8' 1 COLUMN DOTES: 'OST PROTECTOR REQUIRED )N EXPOSED COLUMNS IF HEAVY JIOVING EQUIPMENT (FORKLIFT, ETC.) S USED IN THIS AREA. TYP. DOTES: JSE @ ALL COLUMN/BASE LOCATIONS TYP. DESCRIPTION MATERIAL STEEL YIELD BASE PLATE: 3" x 5" 3/8" THICK PLATE ASTM A36, Fy=36,000 PSI DESCRIPTION MATERIAL STEEL YIELD TYP. COLUMN: LM15 14 GAGE STEEL ASTM A570, Fy=55,000 PSI DESCRIPTION MATERIAL STEEL YIELD BRACING: HORIZ. & DIAG. 14 GAGE STEEL ASTM A570, Fy=55,000 PSI NOTES: USE @ ALL BRACE LOCATIONS TYP. HOR. BRACE DIAG. BRACE NOT A DEPICTION OF THIS PROJECT ROW SPACER COLUMN BEAM 1 1 CONNECTOR BASE PLATE DESCRIPTION GENERAL RACK VIEW NOTES 1 7/8" �7/8"—/ r/'/'/'/'/'/'/'J/ 1 1/2" i i i i i i i i (///////////J 7/16"0 GR.5 RIVET BASE PLATE F.F. 3 1/4" MIN. EMBED. E 1/2" DESCRIPTION 3-PIN CONNECTOR VATERIAL 7 GAGE STEEL YIELD ASTM A570, Fy=55,000 PSI NOTES: USE @ ALL BEAM TO COLUMN CONNECTION LOCATIONS TYP. DESCRIPTION 4" BEAM (LBC40) MATERIAL 14 GAGE NOTES: STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL BEAM LOCATIONS TYP. DESCRIPTION HILTI KWIKBOLT TZ / POWERS SD2 SIZE ESR# 1917 / 2502 1/2" DIA. X 3-1/4" MIN. EMBEDT. NOTES: SEE NOTE #4 ABOVE FOR SPECS. 144" 28" 60" TYPE A SELECTIVE RACK 6" 144" 2 " 60" TYPE B SELECTIVE RACK 144" 66" 66" 42" FRONT VIEW FRONT VIEW SIDE VIEW GENERAL PROJECT NOTES 1. DESIGNED PER REQUIREMENTS OF THE 2013 CBC, 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 2.057, S1 = 0.730, Fa=1.000, Fv = 1.500 Ip = 1.0 (NO PUBLIC ACCESS), SdS = 1.371, Sd1 = 0.739, OCC. CATAG. II, SITE CLASS D, SEISMIC DESIGN CLASS D 3. STORAGE CAPACITY: TYPE 1: 1000# PER BEAM LEVEL TYP. TYPE 2: 1300# PER BEAM LEVEL TYP. 4. ANCHORS: HILTI KWIKBOLT TZ ESR #1917 / POWERS SD2 ESR #2502 AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL 1/2"0 x 3 1/4" MIN. EMBED. (2) ANCHOR PER BASEPLATE 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" x 2500 PSI. 7. SOIL BEARING PRESSURE 750 PSF @ GRADE OR BETTER 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 INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 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 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. LREVIEWED FOR CODE COMPLIANCE APPROVED MAY 15 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 0.8 2014 PERMIT CENTER Sti13 tt.. (714) 612.73110 ( 0 V) cc Z. 0 0 N z O U 12856 INTERURBAN AVE. S. SEATTLE, WA 98168 2 u. JOB NO. TYPE STORAGE RACK 0-050214-4 SHEET NO. SCE 1 OF 1 DESCRIPTION STORAGE RACK ELEVATION MAY 0 2 2014