Loading...
HomeMy WebLinkAboutPermit D14-0175 - REDI-BAG - ASPHALT DEMOLITIONREDI-BAG INC 17100 W VALLEY HWY D14-0175 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htta://www.TukwilaWA.Rov DEVELOPMENT PERMIT 2523049052 Permit Number: 17100 W VALLEY HWY Project Name: REDI-BAG INC Issue Date: Permit Expires On: D14-0175 6/30/2014 12/27/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: ULRICH INVESTMENT CO L L C 17100 W VALLEY HWY, TUKWILA, WA, 98188 SCOTT BRUIOTTE Phone: (425) 251-9841 17100 WEST VALLEY HY , TUKWILA, WA, 98188 DIVINE BY DESIGN Phone: (253) 327-8812 7811 148 ST CT E , PUYALLUP, WA, 98375 DIVIND*879PP Expiration Date: 10/17/2015 DESCRIPTION OF WORK: LAYOUT AND DEMOLISH EXISTING ASPHALT TO INSTALL NEW CONCRETE PAD FOR FUTURE EQUIPMENT. Project Valuation: $10,000.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Fees Collected: $491.22 Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: RENTON,TUKWILA Sewer District: RENTON SEWER SERVICE,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 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 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: Date: C/uC I ',J0l 1 ki I hearby certify that I have read an • - ned this permit and know the same to be true and correct. All provisions of law and ordinances go g 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: c�t4rL Date: —4/3-062—/ 1() Print Name: 0.77eD ft—Li,DI 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: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: 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. 6: 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. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC CITY OF TV-. /ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: or 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 King Co Assessor's Tax No.: a S a 3 - / W Site Address: 1.+1 bO W T vAti-eY j4W'( Suite Number: Tenant Name: QE'D1 • 11A (r 1 Jt+ L PROPERTY OWNER Name: Rep, - BA-G Address: ' 3 / Ov w eST V A .1)1 +..Y City:.11) CW I i-LR State: 6) itt. Zip: it B s CONTACT PERSON — person receiving all project communication Name: ScoTr, 11Qvt0+g- Address: 1-31 D O w EAT VAteArkl I' ld V City: totw16 State: �k Zip:9g188 Phone: dos„ psi , er$t(I Fax: y ar - X1. 3,01 Email: s(ot+b € e b" .De6. GENERAL CONTRACTOR INFORMATION Company Name: Sy( INOttrnet,AL ) c Address: 24?3Av Avow* Alb., s i• S City: zwa.)50414., State: 4.0,4_ Zip:9610 Phone: Los, y 13_ y9Sit Fax: gap 4 0. 004 1 Conetr Reg No Exp Date: 3 j ► Tukwila Business License No.: Floor: , New Tenant: ❑ Yes 0.. No ARCHITECT OF RECORD Company Name: i., . Architect Name: Address: . City: State: Zip: Phone: Fax: 0 Email: i ENGINEER OF RECORD Company Name: rl icr Engineer Name: C.t,lsR.i 3 its 0. Address: 1900 wEsr s.mkeso N p` S City: State: W A. Zip: 9811 Phone: 4.,_)8y- oetFax: ltig_99 1 f34, Email: 0+6 s a 4 S1 — EvG QS . Co" LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:Wpplications\Fonns-Applications On Line\2012 Applications\Pennit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 1 of 4 BUILDING PERMIT INFORMAT f — 206-431-3670 Valuation of Project (contractor's bid price): $ /6 oot) Existing Building Valuation: $ Describe the scope of work (please provide detailed information): 1-Ay0 uT Y' Sk-rsi 0 k,{ 5)4 Pp C170 ASeiVALX— l->S'e t i NNw copctuirl, PA-0 r--ovc- Mrs, kQ ' PMe*-, Will there be new rack storage? ❑ ....Yes '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 1°` Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage ,Attached Carport Detached Carport Covered -Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ;ir None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes jg 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:Wpplications\Forms-Applications On Line\2012 Applications\Fermit Application Revised - 2-7-12.docx Revised: February 2012 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 OWNER OR AUTHORIZED GEN �i' A L Signature: C.� Z Date: 4/4/'r Print Name: /�LGisTjrot— Alt 4-49k-ap }r Day Telephone: 6 • 7) J - 0 45 0 Mailing Address: PO r36X Sv1$ 2/41/47.iA941.I� (, 4 9 7 City State Zip H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 PUBLIC WORKS PERMIT IR AMATION — 206-433-0179 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila 0 .. Water Availability Provid Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑ .. wer Availability Provided 0 ...Water District # 125 Septic System: ❑ On -site Septic System — For on -site se . 'c system, provide 2 copies of a current septic desi ❑ ... Highline Valley View 0...Renton Submitted with Application (mark boxes wh h a ❑ .. Civil Plans (Maximum Paper Size — 22" 4") ❑ .. Technical Information Report (Storm Draina ❑...Geotechni Report 0 .. Traffic Impact Analysis ❑ .. Bond ❑... Insurance 0... ement(s) ❑... Mainte ce Agreement(s) ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) ❑... Renton pproved by King County Health Department. Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑...A ❑ .. Cap or Remove Utilities ❑... ❑ .. Frontage Improvements ❑ ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection don Septic T rb Cut avement Cut ... Looped Fire Line Irrigation Domestic W er ❑ ' ght-of-way Use - Profit for less than 72 hours ...Right-of-way Use — Potential Disturbance ❑ ... Work in Flood Zone ... Storm Drainage 0... Grease Interceptor ❑ ... Channelization ❑...Trench Excavation ❑... Utility Undergrounding ❑ .. Permanent Water Meter Size (1 " WO # (2) WO # (3) " WO # ❑ .. Temporary Water Meter Siz- ) " WO # (2) 0 # (3) " WO # ❑ .. Water Only Meter Size .. " WO # ❑ .. ► duct Water Meter Size " ❑ .. Sewer Main Extension.. Public ❑ Private ❑ ❑ .. Water Main Extensio Public 0 Private ❑ FINANCE INFO ON Fire Line Size at Pr • erty Line Number of Public Fire Hydrant(s) 0 .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Se ce Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line'2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY I PAID $305.12 D14-0175 Address: 17100 W VALLEY HWY Apn: 2523049052 $305.12 DEVELOPMENT $290.80 PERMIT FEE R000.322.100.00.00 0.00 $286.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $14.32 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2492 R000.322.900.04.00 0.00 $14.32 $305.12 Date Paid: Monday, June 30, 2014 Paid By: SCOTT BRULOTTE Pay Method: CREDIT CARD 08513A Printed: Monday, June 30, 2014 11:36 AM 1 of 1 Cash Register Receipt City of Tukwila Receipt Number R2321 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $186.10 $186.10 $186.10 $186.10 $186.10 D14-0175 Address: 17100„W VALLEY HWY Apn: 2523049052 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2321 R000.345.830.00.00 0.00 Date Paid: Tuesday, June 10, 2014 Paid By: ALLISTER N MACKINNON, SKE INDU Pay Method: CREDIT CARD 067570 Printed: Tuesday, June 10, 2014 1:02 PM 1 of 1 CMS INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 lt"ille! Type of spection: l l� Date Called: U. UiA c- spf01( Instructions: i Date Wanted: 1-a-13 i i :.m. Requester: Phone No: tApproved per applicable codes. Corrections required prior to approval, COMMENTS: ?Dr of-cx--\- (10-vvvocric(rixiA f c. oAL L.e-\-10 -f \fe-y \ 1 �. Date: cis-0)(1J / 1"? PECTION FEE RE RED. Prior next inspection, fee must be at 6300 Southcenter Btvd., Suite 100. Call to schedule renepection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. 8100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 )14k-b-i-' G A6, TYPe4ZiPeerXL,N1%file-1( Vy Lecica:: $,peda instructions: Date ted i 3 (1,4 . . Requester Phone No: Approved per applicable codes. ❑ Corrections required prior to approval, COMMENTS: • Ci")e t \ IN t 1.1 G� '� Ls a 0 e-IA \e e S i ` A, tN, R i L �Ar gerro4AD ` Rhin % D crivt( givn -14//44 0 cTe L ' Cl, 1 4.01:40 • Or: Date: s A 1 PEC IO FEE i WIRED. Prior to next inspection, fee rliust be at 6300 Southcenter Blvd., Suite 100. Cate to schedule refnspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF.TUKVVILA BUILDING DIVISION 6300 Southcenter B►vd,#100, Tukwila. •WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-245t Prrojecr Address i7t/Ot id, Special nstructions: goved per applicable codes. COMMENTS: PA- r:004)., Type of Inspection: -Date: Called Phone No: IV/ inspector: REtN3PEEYION FEE :REED. Prior to next inspection;: fee mist -be paid at4300 Southcenter B1vd.Suite 100. Call to schedule-reinspecton. Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P iling S teel S oils Wood December 3, 2014 File No. 14-388 Building Official City of Tukwila Building Department 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Project: Address: Permit: A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AID ..tATERIAL TEST,'-,G NATIONALLY ACCEPTED LABORSTORY DFC0rUkW�`A 4.20,4 pERM/r cE NrEo This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of our inspection reports have already been forwarded to you. Redi Bag 17100 West Valley Hwy. D14-0175 1. Proprietary anchor bolt installation (epoxy anchors) 2. Concrete placement 3. Concrete materials testing 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. JA; ejbAgt,—_ Kimberle Anderson President CC: Divine By Design -Steve Dickey Redi Bag -Scott Tel: (425) 881-5812 Fax (425) 881-5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073 Client Name: Contact: Client Address: Divine By Design Steve Dickey 7811 148th St. Ct. E. Puyallup, WA 98375 Date: 7/2/2014 Field/Material Report Report #: 80165 Project Number. Permit # Project Name: Address: 14-388 D14-0175 Red' Bag 17100 West Valley Hwy. Supplier. Material Data: Plant Number: Mix Number: Truck Number. Ticket Number. Number of Samples: Yards placed: Design Strength: Corliss Concrete 001 c4000a 141 203989 5 5/10 4000 Inspection Performed: Concrete Location: Vacuum pump slab, including footing. Grid Lines: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: Air Entrainment (oz/yard): Admixtures (oz/yard)) : 77 F 79 F 5" 12:35:00 PM 10 7 ASTM C 1064 ASTM C 231 ASTM i C 143 ByWhom: Contractor RECEIVED CITY OF TUKWILA JUL 15 2014 PERMIT CENTER Remarks: Concrete placed via chute and mechanically consolidated. Re -steel checked prior, City of Tukwila, inspector. Conforming to approved plans Inspector: Chandler, Loren Samples Tested in Accordance with ASTM: C1231 C31 C172 C39 2nd Inspector: 3rd Inspector: Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 1405620 7/9/2014 7 4 X 8 12.63 1/1 38220 3030 C 1231 Cone Distribution: ® Client Ez Municipality O Distribute Other ❑ Contractor ❑ Engineer ❑ Owner ❑ Architect Date Mailed: Tested By: Mike Blackwell Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2 (required use of a maximum -minimum thermometer). Ali reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Client Name: Divine By Design Contact: Steve Dickey Client Address: 7811 148th St Ct. E. Puyallup, WA 98375 Date: 7/2/2014 Field/Material Report Report #: 80165 Project Number: 14-388 Permit # D14-0175 Project Name: Redi Bag Address: 17100 West Valley Hwy. Supplier: Material Data: Plant Number. Mix Number Truck Number Ticket Number Number of Samples: Corliss Concrete 001 c4000a 141 203989 5 Yards placed: 5/10 Design Strength: 4000 Inspection Performed: Concrete Location: Vacuum pump slab, including footing. Grid tines: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: Air Entrainment (oz/yard): 7 Admixtures (oz/yard)) : 77 F 79 F 5" 12:35:00 PM 10 ASTM C 1064 ASTM C 231 ASTM C 143 ByWhom: Contractor RECEIVED CITY OF TUKWILA AUG 13 2014 PERMIT CENTER Remarks: Concrete placed via chute and mechanically consolidated. Re -steel checked prior, City of Tukwila, inspector. ® Conforming to approved plans Inspector: Chandler, Loren 2nd Inspector: 3rd inspector: Samples Tested In Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI 1405820 7/9/2014 7 4 X 8 12.83 1/1 1405821 7/30/2014 28 4 X 8 12.56 1/1 1405622 7/30/2014 28 4 X 8 12.58 1/1 1405823 7/30/2014 28 4 X 8 12.58 1/1 Distribution: ® Client ❑ Contractor Munldpaiity ❑ Engineer ❑ Distribute Other 38220 50240 52950 51330 ❑ Owner ❑ Architect Method Fracture Type 3030 C 1231 Cone 4000 C 1231 Cone 4220 C 1231 Cone 4090 C 1231 Cone Date Mailed: Tested By: Mike Jarbeau Reviewed: Mike Blackwell Al tests in accordance with the requirements of ASTM C 31 for casting and curing concrete spedmens In the field excluding Section 10.1.2 (required use of a maximum -minimum thermometer). Ali reports are considered confidential and are the property of the client and AA.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of AAR. Testing Laboratory Is strictly forbidden. • n Client: Divine By Design 7811 148th St. CL E. Puyallup, WA 98375 Contact Steve Dickey Field Report Report 8: 061658 Project Number: 14-388 Permit 8: D14-0175 Protect Name: Reds Bag Address: 17100 West Valley Hwy. Inspection Performed: Epoxy Date: 7/22/2014 Time: Temperature: Verified installation of epoxy anchors, vacuum pump system per drawing MS3. Hilti anchors and Hilts RE 500 adhesive with an expiration date of 5/2015, 3/4" diameter with 4" embedment. All placed per plan. Distribution: ® Distribute Client 0 Distribute Contractor O Distribute Engineer ❑ Distribute Owner ® Distribute Municipality ❑ Distribute Otter ❑ Distribute Architect ❑ Distribute Other Inspector. Trove, Michael Reviewed by: Michele Guerrini Ali reports are considered confidential and are the property of the dient and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Client Name: Contact: Client Address: Date: Divine By Design Steve Dickey 7811 148th St. Ct. E. Puyallup, WA 98375 7/2/2014 Field/Material Report Report #: 80165 Project Number: Permit # Project Name: Address: 14-388 D14-0175 Redi Bag 17100 West Valley Hwy. Supplier. Material Data: Plant Number: Mix Number: Truck Number: Ticket Number. Number of Samples: Yards placed: Design Strength: Corliss Concrete 001 c4000a 141 203989 5 5/10 4000 Inspection Performed: Concrete Location: Vacuum pump slab, including footing. Grid Lines: Remarks: Concrete placed via chute and mechanically consolidated. Re -steel checked prior, City Iff Miirs TER Conforming to approved plans Inspector: Chandler, Loren 2nd inspector: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: 77 F 79 F 5" 12:35:00 PM 10 Air Entrainment (oz/yard): 7 Admixtures (oz/yard)) : ASTM C 1064 ASTM C 231 ASTM C 143 ByWhom: Contractor 3rd Inspector: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 CITY OF TU ED KW►Lq AUG 13 2014 Sample ID Test Date Age Size Area Set Total Load PSI Method Fracture Type 1405620 7/9/2014 7 4 X 8 12.63 1/1 Distribution: © Client ® Municipality ❑ Distribute Other ❑ Contractor ❑ Engineer 38220 3030 C 1231 ❑ Owner ❑ Architect Date Mailed: Tested By: Mike Blackwell Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 10.1.2 (required use of a maximum -minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. STRUCTURAL CALCULATIONS FOR VACUUM PUMP FOUNDATION AND EQUIPMENT ANCHORAGE FOR REDI-BAG, INC. 17100 WEST VALLEY HWY TUKWILA, WA 98188 (425) 800-438-0709 MAIN OFFICE Project Manager: Scott Brulotte 425-251-9841 BY : E. Chris oatLarsonP.P.E.. EISI Ltd. 1900 WEST EMERSON PL. SUITE 200 SEATTLE, WA: 98119 (206) 284-1181 JOB NO. 14-077 4-Jun-14 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 7 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 10 2014 PERMIT CENTER PL4Qt15 112 muYM Y7IMXf .L AMR A3TIVA U M 00 LLI. .� pwillme .s sr pealC+a .,,,n,� .. inm•irsmw 3NI',navvy ar li.MagMroa �'� NOUXONflO4 dWfld NflflanA 1 Y� g� 5 e q� �qe :0 3•1 Epp ri g� 10.1101 nNil F� � N off 0.144 114 5b 11 b gib a� fl h x 4 I• \0 \• 12/ Mae to ti by •4 • • •' 1_ • • .•• •• • A • • _ •:•• %G. • : •y • wwiwMPw amwmsav maul, .ueaeRc //ra�w//w•�w♦r • tows vM'maw. AMH A3rVA 11:M OOLLG 9H1'OV31a33 HouraNnoddNna wnn3VA 2 • 'P •_ t . • • • .• t y1• • •. . •. • • • .f A• L • d ♦ r. ♦ •• t• • • • • • • • .t •Fp • •4 i ixra l) :.v _ NM YM'Y1IMN01 a• a.rvwr • • AM A311VA J,33M 00ILL moron os ,��' ONI'OV8103N a �4.41/.�°A°' 3OVNOHDNV 1N3WdllO3 dHN1d Wflf10VA I 1 0 t : sA u-s 1 7 - rt-- ON 9- salty-1-----1----1----r----1-----1-----1 1 I I I I t ' I I I I I - A '':u+�.d' '. I 1 1h3 1 I 1 fir '' I I 1 I + ar a0'942) • I I t-----i- -- -f-- I —j---------r----r— I gI -[----r -- if I =-t i io +- I• i I o I ^-1 - of -Ji I I m 1 -[ I I I' �iv NI 129NN0S0ibjd 1 -13 ,—I I 1 i i ai❑.0IS I I 1 ,, ii ,. ___i___-f---r--- --r----i siiiiillIli, a i i• I rA t7 % f 'i ._ I I I I I I A•..tilt a-,t r 3 consulting engineers 1900 W Emerson.Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. }4-o17 Sheet Client: Of Project: Subject: By. _ Dote:. (o I b tep SCism lc Os luts Jo l2 93t f �S�cr 7 ,4� 1�t�o Luc rr-V %y Icy -t:u.LJ► eiA (Oar Le tfuat; 47.44416 G LorJul -rwo(' - 17,1.i 4- Aiif r �1, l(,4, I PIA.PP&j lee m-, ckturmeitits LISPS wegstne., lc ? 1,44- •_ o r4o. 111 CCL/S' CttMkr ookk Sul VS) 01,4-I) S?t418)(AS=1.¢ 4) = 1,46 (1(14) I30,/7.0) zXS,=0f1 )? a•13o 01,4) Sos = %Slims = m,Q_ (11,4,4)Sp+z2 S't = 0= TABLE'11,4-1 SITE COEFFICIENT, Fa Site Class Mapped Maidmum Considered Earthquake Spectral ' Response Acceleration Parameter at Short Perlo .FS<0.25 . 43=0.5 Sg=0.75 Ss-1.0 $s>1.25 A 0.8 0.8 0.8 0.8 B . 1.0 1.0 1.0 1.0 1.0 1.2 12 1.1 1.0 1 1.6 1.4 .1.2 1.1 1;0 2s 1.7 1.2 0.9 F • SeeSection 11.4.7 NOTE: Use straight-line interpolation for intermediate values of Ss. TABLE 11.4-2 SITE COEFFICIENT, Fr Site Class Mapped Maximum Considered Earthquake Spectral Response Acceleration Parameter et 1.s Period Si < 0.1 S, = 0.2 Si = 0.3 Si = 0 '` y> 0.5 A 0.8 0.8 0.8 0.8 0.8 • B 1.0 1.0. 1.0 ' 1.0 1.0 1.7 1.6. 1S 1.4 1.3 (D J 24 20 1.8 ' 1.6+ir.1.5 2.4 1f 2.4 •� 3.5 3.2 2.8 F . See Section 11.4.7 NOTE: Use straight-line interpolation for intermediate valuywff t :. Aicr Cbt% i3 13,t,3 ; �-1,7 ..I/wstcr.t3,(,-1 / ctr?2.( III 13.E , (; V✓9 47.4,, (S105 -OAIL)LAIp 7 f/ Or to r,g07 o,4(a' 24sop'o,9s) i f 2� =� = D, t SZW e (rLpa/rpzo) 61' 1'4) 604.042 0.5 (sin 0,gs(0)( a =Go) telp ?' b, user •Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.449096 Longitude =-122.242824 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.404 (Ss, Site Class B) 1.0 0.480 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.449096 Longitude =-122.242824 Spectral Response Accelerations SMs and SM1 SMs•:= Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.52 Period Sa (sec) (g) 0.2 1:404 (SMs, Site Class D) 1.0 0.729 (SM1, Site Class Q) Fidr rvc. Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.449096 Longitude =-122.242824 Design Spectral Response Accelerations SDs and SDI SDs =.2/3 x SMs and SDI = 2/3 x SM1 Site Class D- Fa=1.0,Fv = 1.52 Period Sa (sec) (g) 0.2 0.936 (SDs, Site Class D) 1.0 0.486 (SDI, Site Class D) 1 7 ► oo We -sr 4y (-Ay 1WIId Egg consulting engineers 1900 W Emerson Place 1200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. )4-011 Sheet Client: Of Project: Subject: By. CA.. Date:. (,t(1/1.4 0 (A) Imo p1t4 [►1 / r7ao z6.s =V¢ stC•" ' Pt ! V Ito +'tk atsc cams-') 24.tr ; 116(.4s z o,(/D 26,1 ,if cPastoicr 11g w tear v- -O 46 s 1.0 rIostiZR,3—f ? a.c'T (o-er& 6 - 2i.S-t ti 6/3,3-1) �Z�D;06uzo)(420S7X�?i,oX(td1o,�akkii u) ' % Sp ft.s. 7irmps G. o 344-zo 20 2 _ 1(00,r= Z CL m, IL, 0 9 t t. 0 ,R 0 t 1,0 (t -il ,) (taw. N-1) 0,99 + 1.0 tz(3i..-. v,t11)0 t Di* Of 7 0176.0 t0, 241 t pig • Job No. )4-017 Sheet 4' Of Client: consulting engineers Project: 1900 W Emerson Place j200 Seattle, WA 98119 Subject: Phone (206) 284-1181 • FAX (206) 284-1236 By. Date:. Gt (*at¢ 0,-.61:7(0 a02..._ F 3ow- L 0 0 0 1 10 Ni4friXATi=` 5170c - r = 3l<tv. ©ivy 6t4j(4r/4,-)(cii,v)P 1S1) be" Of. 4t✓n� L VSaSwu.G = � . t)(370* = ) CigPic o1w' = 6o(,9(4 % GAT%)" 3net/ 4'.i 3 /t P (o1) n /N' tel4 -) l '�"""'z 3e . r- Xf ) v 2 6i)� L ltJ\g 7 314 (aGer i EIS/ consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. 472 Sheet ( Of Client: Project: Subject: By. &. Date:. (, VW WO 7 "Paat (9.4e0(Pcr kf-slu044teu.-4 -m Noe VlwA %Iwo(64.11)(4rviirteer) s 7a3 V-Fr V5I tstee. (O ,s 6?caa9 41,0 it- .l wur 6 St.m.m,.7 Cog )(X ' i tr-) z moo l Pv.C,i(s)(1Q0i)(3ge, V= (48-12 - 2 tl,wti�) 7 / su fume "'= t 640 r. ur) EIS/ consulting engineers 1900 W Emerson Place #200 Seattle. WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. )4'-c317 Sheet Of - Client: Project: Subject: By: C.C. Dote:. (1lS/L.041 am c'oi Mdi to-(7 4{ 747ce° 1.1 IIYS2tl1 (i, 3. ESN U7+ (� 12141T ����II Y1 1731,157,iI N s 1wwu11 U2TiP f11TJ 11�L�SF , ,.]- 1NR201 ISMS 1217.031, (ciicer*Wrwik*,."-/cr) z- o w = (2-to,t0I'vor9NLr) 1� 1�Ss%Su (o• wE)(2J 7+40)�—_txiS or'N4 sc'ss = (c, 44�( tr)' 3Wg' ANCV*L f P = s ocp,i--6-- 0(3)(za00(af.s4N L) Z - 7avc' c,im,ter- (v.17N-9(6-4.9 (ev-s-1,3'ildarkvro V(cit(0)(54iy2.6tA.cs, consulting engineers 1900 W Emerson 'Place #200 Seattle, WA 98119 Phone .(206) 284-1181 • FAX (206) 284-1236 Job No. 14079 Sheet 7:. Of Client: Project: Subject:_. By. CA-- Dote:. , . L�- 1Ufrw (tif- 2t>'S'ZA40~ AI4ca4oR- (6s,L-Z3t flj a .2 10570coe, ��E.19<1,9 y0. kCIi,d.s;I.L ; Zc.°Por ? (44,?vuiir 6,64614r 14' •- 4`:( Artc.1 ke,= 0.334f &' (csg.- 23ZZ 'th&' 7. �4 Oeviklocct 1' 1 (asit-zsz.7,4,0) (0—f-s) Ce,c,1(14gris—{Z.442 taarihr 4 11100 „$41M 4 L - t(f 2(4202o47C9 IrYt -Li tZ Srutst Z 3XF4' ( N6U•s'ivi KA.uu4 • 51c( S1taZiM (0,c, 1.1- halt-2312, 4, c, IT:c,fts) _ 4 N5,7 Kike.�L►.%.' 33c&ri_I-)( _` u74. 4)20(117 4456.7(0.11\--,(4f,Tio.9 7 3I/3(•° f sv,r consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. /,4-t,.ri? Sheet Client: Project: Subject: By .CA.. ' Of Date:. (424' Sin ci o r sitfOrbtt 1,1 -i 4 (4,1 3 / f-Gt� D. rs 7.0 1L/ .k? o.cec 4, 1 % (cccq2 C C.tc%ft( Ass“.161) -s) deb A qeicr4 `de - a ¶'W 146 A - L = i. L' (19-0 gbx kil. 14114.0) �= 3 ' (Lz Zed} = 3 Lq $ (! q1 +4 2Cr0 Q7(I) cftr, A z 14.4 �.w►,�� tt(L,.r 7 3,?t"' C 4tvii E ) ClA4,0 (0.1,3,. .0 .(A)(AAt'-�' l-a� �-Ol ��a��b 3 ) tqcb_40'97 2s97-'s E/57 • consulting engineers 1900 W Emerson Place 1200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. /4- 0 7 Sheet /N Of 'Client: Project: Subject: By. &-' - Dote:. 51Wrice r 5riZem T - li. si t4 (�-4 4.1.4e/At,tps; c (DA) Ogkz Avik '-''4rLL } lazycvh`, tie/ u ( io(orjaei., -14 0/1.1c.' to (444 04 -Zocf 2 tpIVte a -< imp x sZ- 11 Oa (v-1 Aw = (zc41-= (2. (to, _A,, (0 2 lbw= =t..a)((i ! o n')►Ket,so 7rf z1 = STffo @it) ild4,44.,- (.0 -2 N*-v." } ars) 1,37,1t,Tvrisurci, 614,0* 4 0,0,z Q/7- d.4.6c 2 (tey iv)(6190'(a4eSiSh detsf). 4tJ&yTo.cet--)(3110 Z4`jo H1,51 Job No. /4-.rii Sheet G3 Of Client: consulting engineers Project: 1900 W Emerson. Place. 1200 Seattle, WA 98119 Subject: Cot.--ecct Phone (206) 284-1181 .• . FAX (206) 284-1236 By:n': � Date:. (e Lit $fry 41�� 5 4 d.-f Ats p, c,,, r nit +=ogler �►i vs-1VSc., .1.5X khe,22-1.; OW") &CJJ (Ls cl-amour• SrrZt N(1(' lM 5tf 4,14/� p (Cei= raG 2(I.(C&,z trKke` ) $ i j (0-11) Vb-r- (se.i.c.ori,..„79a.) so,1< _37 (44 -_-_ Ito c,cedi 0 ,(0.,-7 (-Pciv 2 It i44 fw4, cos G 'LS \I) ty4 \hi* 2 :43 k2 0 .70 7 (Li. z ' 40d/0l*f,i' r\1,L,`bye 2�t)(mob` two)i Aree Gee` 4 Jcij 7 f0t?oi(992.1) 5'b EIS/ consulting engineers 1900 W Emerson Place 1200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 1 Job No. 117 Sheet U Of Client: Project: Subject: By. eiti Dote::.44 4744,— C, cl [e- ? o (5ram- tM %at, 4,1,E /11e-r 0,to.3 (�4A) <We? 2 4' k � �r�O(241,4,z 3L5,0 Vcto= o 14(13t&0) =sr& 1 014c4, I4 , ibit5et 31 3G,00 uses 4 Weio 2 4 vox- N32'10* to Inc. Igor„9 . 0,1.1 7 41/5& _ / c.,3faz>1t Vj 3 (0 9ts64 if ►gyp = of—gPvto Sts► im:4, ot7feg, 0,4 Dt,ct44 stvt+u'c*t Auk „ ., Vuc, (414 0,10(04.'39 L') (4ij % (pall 0.4—X /rLf ILA + IL t 4'/cam / 5.,%' (.2 E 1`k&= tJv 4 V,o7 361.4-iwe- 0.7 S . *' .0 , Z.t.t. = V ig_ ' . (41 7 I t3 !sue0( Es SERVICEICC EVALUATION Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2322 Reissued February 1, 2014 This report is subject to renewal April 1, 2016. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the lntemational Code Council DIVISION: 03 00 00—CONCRETE Section: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 6400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEnc aC7i.us.hilti.com EVALUATION SUBJECT: HILTI HIT -RE 500-SD ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2009 and 2006 International Building Code° (IBC) • 2009 and 2006 lntemational Residential Codee (I RC) Property evaluated: Structural 2.0 USES The Hilti HIT -RE 500-SD Adhesive Anchoring System is used to resist static, wind and earthquake (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal -weight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor system is an altemative to cast -in -place and post -installed anchors described in Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the 2009 and 2006 I RC. 3.0 DESCRIPTION 3.1 General: The Hiti HIT -RE 500-SD Adhesive Anchoring System is comprised of the following components: • Hilti HIT -RE 500-SD adhesive packaged in foil packs • Adhesive mixing and dispensing equipment • Equipment for hole cleaning and adhesive injection The Hilti HIT -RE 500-SD Adhesive Anchoring System may be used with continuously threaded rod, Hilti HIS-(R)N and HIS -RN internally threaded inserts or deformed steel reinforcing bars. The primary components of the Hilti Adhesive Anchoring System, including the Hilti HIT -RE 500-SD Adhesive, HIT-RE-M static mixing nozzle and steel anchoring elements, are shown in Figure 2 of this report. The manufacturer's printed installation instructions (MPII), as included with each adhesive unit package, are replicated as Figure 5 of this report. 3.2 Materials: 3.2.1 Hilti HIT -RE 500-SD Adhesive: Hilti HIT -RE 500-SD Adhesive is an injectable two -component epoxy adhesive. The two components are separated by means of a dual -cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT -RE 500-SD is available in 11.1-ounce (330 ml), 16.9-ounce (500 ml), and 47.3-ounce (1400 ml) foil packs. The manifold attached to each foil pack is stamped with the adhesive expiration date. The shelf life, as indicated by the expiration date, corresponds to an unopened foil pack stored in a dry, dark environment, in accordance with the MPII. 3.2.2 Hole Cleaning Equipment: Hole cleaning equipment must be in accordance with Figure 5 of this report. 3.2.3 Dispensers: Hilti HIT -RE 500-SD must be dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti. 3.2.4 Anchor Elements: 3.2.4.1 Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (all -thread) in diameters as described in Tables 7 and 11 and Figure 5 of this report. Steel design information for common grades of threaded rods are provided in Table 2 and Table 3. Carbon steel threaded rods must be furnished with a 0.005-millimeter-thick (5 pm) zinc electroplated coating complying with ASTM B633 SC 1 or must be hot -dipped galvanized complying with ASTM A153, Class C or D. Threaded steel rods must be straight and free of indentations or other defects along their length. The ends may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias (chisel point). 3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars are deformed bars (rebar). Tables 23, 27 and 31 and ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject oldie report or a recommendation for its use. There Is no warranty by ICC Evaluation Service, LLC, express or invited, as to anyfindi ngg or other matter in this report, or as to any product covered by the report. Copyright 0 2014 Ifigrer axm Page 1 of 40 ESR-2322 I Most Widely Accepted and Trusted Figure 5 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in Section 7.3.2 of ACI 318 with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted. 3.2.4.3 HIS-N and HIS -RN Inserts: Hilti HIS-N and HIS -RN inserts have a profile on the external surface and are internally threaded. Tensile properties for HIS-N and HIS -RN inserts are provided in Table 4. The inserts are available in diameters and lengths as shown in Tables 15 and 19 and Figure 5. HIS-N inserts are produced from carbon steel and furnished either with a 0.005-millimeter- thick (5 pm) zinc electroplated coating complying with ASTM B633 SC 1 or a hot -dipped galvanized coating complying with ASTM A153, Class C or D. The stainless steel HIS -RN inserts are fabricated from X5CrNiMo17122 K700 steel conforming to DIN 17440. Specifications for common bolt types that may be used in conjunction with HIS-N and HIS -RN inserts are provided in Table 5. Bolt grade and material type (carbon, stainless) must be matched to the insert. Strength reduction factors, 93, corresponding to brittle steel elements must be used for HIS-N and HIS -RN inserts. 3.2.4.4 Ductility: In accordance with ACI 318 D.1, in order for a steel element to be considered ductile, the tested elongation must be at least 14 percent and reduction of area must be at least 30 percent. Steel elements with a tested elongation less than 14 percent or a reduction of area less than 30 percent, or both, are considered brittle. Values for various common steel materials are provided in Tables 2, 3 and 5 of this report. 3.3 Concrete: Normal -weight concrete must comply with Section 1903 and 1095 of the IBC. The specified compressive strength of concrete must be from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). Where values are nonconforming or unstated, the steel must be considered brittle. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: The design strength of anchors under the 2009 and 2006 IBC, as well as the 2009 and 2006 IRC, must be determined in accordance with ACI 318-11 (ACI 318) and this report. A design example according to the 2009 IBC based on ACI 318-11 is given in Figure 4 of this report. Design parameters are based on ACI 318-11 for use with the 2009 and 2006 IBC unless noted otherwise in Sections 4.1.1 through 4.1.11 of this report. The strength design of anchors must comply with ACI 318 0.4.1, except as required in ACI 318 D.3.3. Design parameters are provided in Tables 5 through 10 of this report. Strength reduction factors, A as given in ACI 318-11 D.4.3 must be used for load combinations calculated in accordance with Section 1605.2 of the 2009 or 2006 IBC or Section 9.2 of ACI 318. Strength reduction factors, 0, as given in ACI 318 D.4.4 must be used for load combinations calculated in accordance with ACI 318 Appendix C. 4.1.2 Static Steel Strength in Tension: The nominal static steel strength of an anchor in tension, Nsa, in accordance with ACI 318 D.5.1.2 and the associated Page 2 of 40 strength reduction factor, A in accordance with ACI 318 D.4.3 are provided in the tables outlined in Table 1 for the corresponding anchor steel. 4.1.3 Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength of a single anchor or group of anchors in tension, Nth or Nag, must be calculated in accordance with ACI 318 D.5.2 with the following addition: The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2 using the values of k�,a, and k,,,kr as provided in Tables 8, 12, 16, 20, 24, 28 and 32 of this report. Where analysis indicates no cracking in accordance with ACI 318 D.5.2.6, Nb must be calculated using kc,anar and tc,N = 1.0. See Table 1. For anchors in lightweight concrete see ACI 318-11 D.3.6. The value of fa used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 318 D.3.7. Additional information for the determination of nominal bond strength in tension is given in Section 4.1.4 of this report. 4.1.4 Static Bond Strength in Tension: The nominal static bond strength of a single adhesive anchor or group of adhesive anchors in tension, Na or Nap, must be calculated in accordance with ACI 318-11 D.5.5. Bond strength values are a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, the drilling method (hammer drill, core drill) and the installation conditions (dry, water -saturated, etc.). The resulting characteristic bond strength must be multiplied by the associated strength factor 0„r, and modified with the factor Knr, for cases where holes are drilled in water -saturated concrete (Kws), where the holes are water -filled at the time of anchor installation (Kwr), or where the anchor installation is conducted underwater (K„a,) as follows: C O N C R— E T T P`r E S c R A C K E D N c R A K E D H O L E D R I L L N G M E T H 0 D H A M E R D R L L PERMISSIBLE INSTALLATION CONDITIONS BOND STRENGTH ASSOCIATED STRENGTH REDUCTION FACTOR Dry concrete rkQ ¢y Water -saturated nor • K. t+ Dry concrete , Tj,,,,,cr iv Water -saturated rk,,,,v • K. A. Water -filled hole ,,,,cr • Kw, ito Underwater application Am • K.. C O R E Dry concrete r„•,,,K 4 Water saturated rt.• K. Ova Figure 2 of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in Tables 9, 10, 13, 14, 17, 18, 21, 22, 25, 26, 29, 30, 33 and 34. See Table 1. Adjustments to the bond strength may also be made for increased concrete compressive strength as noted in the footnotes to the corresponding tables. 4.1.5 Static Steel Strength In Shear: The nominal static strength of an anchor in shear as governed by the steel, Vsa, in accordance with ACI 318 D.6.1.2 and strength reduction factor, 0, in accordance with ACI 318 D.4.3 are given in the tables outlined in Table 1 for the anchor element types included in this report. ESR-2322 I Most Widely Accepted and Trusted 4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vd, or Vim, must be calculated in accordance with ACI 318 D.6.2 based on information given in the tables outlined in Table 1 for the corresponding anchor steel. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318 D.6.2.2 using the values of d given in the tables as outlined in Table 1 for the corresponding anchor steel in lieu of d8 (2009 IBC) and do (2006 IBC). In addition, h.rshall be substituted for4. In no case must 4 exceed 8d. The value of f'c must be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 318 D.3.7. 4.1.7 Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anchor or group of anchors in shear, Voo or Vopg, must be calculated in accordance with ACI 318 D.6.3. 4.1.8 Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear Toads must be calculated in accordance with ACI 318 Section D.7. 4.1.9 Minimum Member Thickness hmro, Anchor Spacing smy, and Edge Elstance own: In lieu of ACI 318 D.8.1 and D.8.3, values of sago and coy, described in this report must be observed for anchor design and installation. In lieu of ACI 318 Section D.8.5, the minimum member thicknesses, hay,, described in this report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI 318 D.8.4 applies. For edge distances c.I and anchor spacing sa, the maximum torque To.x shall comply with the following requirements: REDUCED MAXIMUM INSTALLATION TORQUE T,nnr,,w FOR EDGE DISTANCES cd< (5 x d,) EDGE DISTANCE, Cif MINIMUM ANCHOR SPACING, Sd MAXIMUM TORQUE, Tm.4„4 1.75in. (45mm) 5cd <5xd, 5xd,ss,<16in. 0.3xT. sdt16in. (406mm) 0.5 xT. 4.1.10 Critical Edge Distance ca.: In lieu of ACI 318 D.8.6, coo must be determined as follows: T� 0.4 h cac=hef•(;�eo) •�3.1-0.7h J (D-43) a where[ �/] need not be taken as larger than 2.4; and moo. = characteristic bond strength stated in the tables of this report where by 7„„a, need not be taken as larger than: Tuna* — n,do 4.1.11 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, design anchors must be in accordance with ACI 318 Section D.3.3. The nominal steel shear strength, Voo, must be adjusted by ay.sera as given in the tables summarized in Table 1 for the corresponding anchor steel. The nominal bond strength zk,a must be adjusted by aN.sels as given in the tables summarized in Table 1 for the corresponding anchor steel. Modify ACI 318 Sections D.3.3.4.2, D.3.3.4.3(d) and D.3.3.5.2 to read as follows: kuncr he/% D.3.3.4.2 - Where the tensile component of the strength - level earthquake force applied to anchors exceeds Page 3 of 40 20 percent of the total factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed in accordance with D.3.3.4.3. The anchor design tensile strength shall be determined in accordance with D.3.3.4.4. Exception: 1. Anchors designed to resist wall out -of -plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 shall be deemed to satisfy Section D.3.3.4.3(d). D.3.3.4.3(d) — The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by fro. The anchor design tensile strength shall be calculated from D.3.3.4.4. D.3.3.5.2 — Where the shear component of the strength - level earthquake force applied to anchors exceeds 20 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with D.3.3.5.3. The anchor design shear strength for resisting earthquake forces shall be determined in accordance with D.6. Exceptions: 1. For the calculation of the in -plane shear strength of anchor bolts attaching wood sill plates of bearing or non -bearing walls of light -frame wood structures to foundations or foundation .stem walls, the in plane shear strength in accordance with D.6.2 and D.6.3 need not be computed and D.3.3.5.3 need not apply provided all of the following are satisfied: 1.1. The allowable in -plane shear strength of the anchor is detenmined in accordance with AF&PA NDS Table 11 E for lateral design values parallel to grain. 1.2. The maximum anchor nominal diameter is 5/8 inch (16 mm). 1.3. Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm). 1.4. Anchor bolts are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate. 1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate. 1.6. The sill plate is 2-inch or 3-inch nominal thickness. 2. For the calculation of the in plane shear strength of anchor bolts attaching cold -formed steel track of bearing or non -bearing walls of light -frame construction to foundations or foundation stem walls, the in plane shear strength in accordance with D.6.2 and D.6.3 need not be computed and D.3.3.5.3 need not apply provided all of the following are satisfied: 2.1. The maximum anchor nominal diameter is 5/9 inch (16 mm). 2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm). 2.3. Anchors are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the length of the track. 2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track. ESR-2322 I Most Widely Accepted and Trusted 2.5. The track is 33 to 68 mil designation thickness. Allowable in plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S100 Section E3.3.1. 3. In light -frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch (25 mmj in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy D.3.3.5.3(a) through (c) when the design strength of the anchors is determined in accordance with 0.6.2.1(c). 4.2 Installation: Installation parameters are illustrated in Figure 1 of this report. Installation must be in accordance with ACI 318-11 D.9.1 and D.9.2. Anchor locations must comply with this report and the plans and specifications approved by the code official. Installation ,of the Hilti HIT -RE 500-SD Adhesive Anchor System must conform to the manufacturer's printed installation instructions included in each unit package as described in Figure 5 of this report. 4.3 Special Inspection: Periodic special inspection must be performed where required in accordance with Sections 1704.4 and 1704.15 of the 2009 IBC or Section 1704.13 of the 2006 IBC and this report. The special inspector must be on the jobsite during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer's printed installation instructions. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on site. Subsequent installations of the same anchor type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation must require an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. Continuous special inspection of adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension Toads shall be performed in accordance with ACI 318 D.9.2.4. Under the IBC, additional requirements as set forth in Sections 1705 and 1706 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti HIT -RE 500-SD Adhesive Anchor System described in this report is a suitable altemative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 Hilti HIT -RE 500-SD adhesive anchors must be installed in accordance with the manufacturer's printed installation instructions as included in the adhesive packaging and described in Figure 5 of this report. 6.2 The anchors must be installed in cracked and uncracked normal -weight concrete having a specified compressive strength f' = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). Page 4 of 40 5.3 The values of Pc used for calculation purposes must not exceed 8,000 psi (55.1 MPa) 5.4 Anchors must be installed in concrete base materials in holes predrilled in accordance with the instructions in Figure 5. 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC for strength design. 5.6 Hilti HT -RE 500-SD adhesive anchors are recognized for use to resist short- and Tong -term loads, including wind and earthquake, subject to the conditions of this report. 5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance with Section 4.1.11 of this report. 5.8 Hilti HIT -RE 500-SD adhesive anchors are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report. 5.9 Strength design values are established in accordance with Section 4.1 of this report. 5.10 Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values described in this report. 5.11 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the building official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.12 Anchors are not permitted to support fire -resistive construction. Where not otherwise prohibited in the code, Hilti HIT -RE 500-SD adhesive anchors are permitted for installation in fire -resistive construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support gravity Toad -bearing structural elements are within a fire -resistive envelope or a fire -resistive membrane, are protected by approved fire -resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 6.13 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.14 Use of zinc -plated carbon steel anchors is limited to dry, interior locations. 5.15 Steel anchoring materials in contact with preservative - treated and fire -retardant -treated wood must be of zinc -coated carbon steel or stainless steel. The minimum coating weights for zinc -coated steel must comply with ASTM A153. 6.16 Periodic special inspection must be provided in accordance with Section 4.3 of this report. Continuous ESR-2322 I Most Widely Accepted and Trusted special inspection for anchors installed in horizontal or upwardly inclined orientations to resist sustained tension Toads must be provided in accordance with Section 4.3 of this report. 5.17 Installation of anchors in horizontal or upwardly inclined orientations to resist sustained tension loads must be performed by personnel certified by an applicable certification program in accordance with ACI 318 D.9.2.2 or D.9.2.3. 5.18 Hilti HIT -RE 500-SD adhesives are manufactured by Hilti GmbH, Kaufering, Germany, under a quality control program with inspections by ICC-ES. 5.19 Hilti HIS-N and HIS -RN inserts are manufactured by Hilti (China) Ltd., Guangdong, China, under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Post -installed Adhesive Anchors in Concrete (AC308), ALL -THREAD OR REBAR he/ h Page 5 of 40 dated February 2013, including but not limited to tests under freezelthaw conditions (Table 4.2, test series 6). 7.0 IDENTIFICATION 7.1 Hilti HIT -RE 500-SD adhesive is identified by packaging labeled with the manufacturer's name (Hilti Corp.) and address, anchor name, and evaluation report number (ESR-2322). 7.2 HIS-N and HIS -RN inserts are identified by packaging labeled with the manufacturer's name (Hilti Corp.) and address, anchor name, and evaluation report number (ESR-2322). 7.3 Threaded rods, nuts, washers, bolts, cap screws, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications. HILTI HIS/HIS-R INTERNALLY THREADED INSERT THREADED ROD/REINFORCING BAR HIS AND HIS-R INSERTS FIGURE 1—INSTALLATION PARAMETERS ESR-2322 I Most Widely Accepted and Trusted Page 6 of 40 Cracked Concrete Harnrner Drilled • Dry (D) Water Saturated: (WS) 4 Ilws cws i 4 tiled. Un-cracked Concrete: feu { D� Waterz Water : Under ` Saturated Filled U41a;er (D), (INS} (WF) (tJW) 4 4 Diamond Cored Dry (D) rr f Water Saturated (INS) FIGURE 2—FLOW CHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH TABLE 1—DESIGN TABLE INDEX Design strength Threaded rod Hilti HIS internally threaded Insert Deformed reinforcement fractional metric fractional metric fractional metric Canadian Steel N. V„ Table 7 Table 11 Table 15 Table 19 Table 23 Table 27 Table 31 Concrete N,,,, Nm, N„c, Nk,, Nc,g, Vc,, Vag, Vcp, Vcc9 Table 8 Table 12 Table 16 Table 20 Table 24 Table 28 Table 32 Bond2 N„ N82 hammer -drilled holes Table 9 Table 13 Table 17 Table 21 Table 25 Table 29 Table 33 diamond cored holes Table 10 Table 14 Table 18 Table 22 Table 26 Table 30 Table 34 'Ref. ACI 318-11 D.4.1.1. 2See Section 4.1 of this evaluation report ESR-2322 I Most Widely Accepted and Trusted Page 7 of 40 TABLE 2—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS' THREADED ROD SPECIFICATION Minimum specified ultimate strength, f,,, Minimum specified yield strength 0.2 percent offset, f1 f,,,,/fy, Elongation, min. percent` Reduction of Area, min. percent Specification for nuts` ASTM A1932 Grade 87 s 2'/2 in. (s 64 mm) psi (MPa) 125,000 (862) 105,000 (724) 1.19 16 50 ASTM A194 ASTM F568M3 Class 5.8 (e54 in.)toM24 t to ISO898-1) (equivalent MPa (psi) 500 (72,500) 400 (58,000) 1.25 10 35 DIN 934 (8-A2K) ASTM A563 Grade DH2 ISO 898-14 Class 5.8 MPa (psi) 500 (72,500) 400 (58,000) 1.25 22 - DIN 934 (8-A2K) ISO 898-14 Class 8.8 MPa (psi) 800 (116,000) 640 (92,800) 1.25 12 52 DIN 934 (8-A2K) 'Hilti HIT -RE 500-SD must be used with continuously threaded carbon steel rod (all -thread) have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by Hilti are provided here. 2Standard Specification for Alloy -Steel and Stainless Steel Bolting Materials for High -Temperature Service 'Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners 4Mechanical properties of fasteners made of carbon steel and alloy steel - Part 1: Bolts, screws and studs `Based on 2-in. (50 mm) gauge length except for A 193, which are based on a gauge length of 4d and ISO 898, which is based on 5d. `Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. Nuts for fractional rods. TABLE 3—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS' THREADED ROD SPECIFICATION Minimum specified ultimate strength, f,,, Minimum specified yield strength 0.2 percent offset, fy, f�ff� Elongation, min. percent Reduction of Area, min. percent Specification for nuts' 2 ASTM F593 CW1 (316) '/4 to s/4 in. psi (MPa) 100,000 (689) 65,000 (448) 1.54 20 - ASTM F594 Alloy group 1, 2 or 3 2 ASTM F593 CW2 (316) 3/4to 1'/2 in. psi (MPa) 85,000 (586) 45,000 (310) 1,89 25 - ASTM F594 Alloy group 1, 2, or 3 ISO 3506 1' A4 70 M8 - M24 MPa (psi) 700 (101,500) 450 (65,250) 1.58 40 - ISO 4032 ISO 3506-13 A4-50 M27 - M30 MPa (psi) 500 (72,500) 210 (30,450) 2.00 40 ISO 4032 'Hilti HIT -RE 500-SD must be used with continuously threaded stainless steel rod (all -thread) that have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by Hilti are provided here. 2Standard Steel Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs 'Mechanical properties of corrosion -resistant stainless steel fasteners - Part 1: Bolts, screws and studs. 4Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. ESR-2322 I Most Widely Accepted and Trusted Page 8 of 40 TABLE 4—SPECIFICATIONS AND PHYSICAL PROPERTIES OF U.S. CUSTOMARY UNIT AND METRIC HIS-N AND HIS -RN INSERTS HILTI HIS-N AND HIS -RN INSERTS Minimum specified ultimate strength, f„„ Minimum specified yield strength, fy, Carbon Steel DIN EN 10277-3 11 SMnPb30+c or DIN 1561/2 and M8 to M10 9SMnPb28K MPa 490 410 (Psi) (71,050) (59,450) Carbon Steel DIN EN 10277-3 11SMnPb30+c or DIN 1561 9SMnPb28K 1/2 to 3/4and M12 to M20 MPa 460 375 (PO (66,700) (54,375) Stainless Steel EN 10088-3 X5CrNiMo 17-12-2 MPa 700 350 (psi) (101,500) (50,750) TABLE 5—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON BOLTS, CAP SCREWS AND STUDS FOR USE WITH HIS-N AND HIS -RN INSERTS1'2 BOLT, CAP SCREW OR STUD SPECIFICATION Minimum specified ultimate strength fig. Minimum specified yield yield strength percent offset f„ f„ r,/fy, Elongation, min. Reduction of Area, min Specification for P nuts` SAE J4293 Grade 5 psi 120,000 92,000 1.30 14 35 SAE J995 (MPa) (828) (634) ASTM A3254 /2 to 1-in. psi 120,000 92,000 1.30 14 35 A563 C, C3, D, DH, DH3 Heavy Hex (MPa) (828) (634) ASTM A1935 Grade B8M (AISI 316) for use with HIS -RN psi 110,000 95,000 1.16 15 45 ASTM F594 7 Alloy Group 1, 2 or 3 (MPa) (759) (655) ASTM A1935 Grade B8T (AISI 321) for use with HIS -RN psi 125,000 100,000 1.25 12 35 ASTM F594 7 Alloy Group 1, 2 or 3 (MPa) (862) (690) 'Minimum Grade 5 bolts, cap screws or studs must be used with carbon steel HIS inserts. 20niy stainless steel bolts, cap screws or studs must be used with HIS -RN inserts. 'Mechanical and Material Requirements for Externally Threaded Fasteners `Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength °Standard Specification for Alloy -Steel and Stainless Steel Bolting Materials for High -Temperature Service 'Nuts must have spedfied minimum proof load stress equal to or greater than the specified minimum full-slze tensile strength of the specified stud. r Nuts for stainless steel studs must be of the same alloy group as the specified bolt, cap screw, or stud. TABLE 6—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS REINFORCING BAR SPECIFICATION Minimum specified ultimate strength, fs, Minimum specified yield strength, fo ASTM A6151 Gr. 60 psi 90,000 60,000 (MPa) (620) (414) ASTM A615' Gr. 40 psi 60,000 40,000 (MPa) (414) (276) DIN 4882 BSt 500 MPa 550 500 (psi) (79,750) (72,500) CAN/CSA-G30.183 Gr. 400 MPa 540 400 (psi) (78,300) (58,000) 'Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement 2Reinforcing steel; reinforcing steel bars; dimensions and masses 3Billet-Steel Bars for Concrete Reinforcement ESR•2322 I Most Widely Accepted and Trusted TABLE 7-STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD' Page 9 of 40 DESIGN INFORMATION Symbol Units Nominal rod diameter (in.) 3/8 1/2 54 34 7/8 1 1114 Rod O.D. d in. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) 0.875 (22.2) 1 (25.4) 1.25 (31.8) Rod effective cross -sectional area A., in 2 mm2 ( ) 0.0775 (50) 0.1419 (92) 0.2260 (146) 0.3345 (216)298 0.4617 ( ) 0.6057 (391) 0.9691 (625) ISO 898-1 Class 5.82 Nominal strength as governed by steel strength N. Ib (kN) 5,620 (25.0) 10,290 (45.8) 16,385 (72.9) 24,250 (107.9) 33,470 (148.9) 43,910 (195.3) 70,260 (312.5) V. Ib (kN) 2,810 (12.5) 6,175 (27.5) 9,830 (43.7) 14,550 (64.7) 20,085 (89.3) 26,345 (117.2) 42,155 (187.5) Reduction for seismic shear ay.e. 0.70 Strength reduction factor 0 for tension2 d - 0.65 Strength reduction factor 0 for shearz ¢ 0.60 ASTM A 193 B72 Nominal strength as governed by steel strength N. Ib (kN) 9,685 (43.1) 17,735 (78.9) 28,250 (125.7) 41,810 (186.0) 57,710 (256.7) 75,710 (336.8) 121,135 (538.8) V. Ib (kN) 4,845 (21.5) 10,640 (47.3) 16,950 (75.4) 25,085 (111.6) 34,625 (154.0) 45,425 (202.1) 72,680 (323.3) Reduction for seismic shear ay.,y. 0.70 Strength reduction factor / for tension - 0.75 Strength reduction factor 0 for shearz 0.65 ASTM F593, CW Stainless2 Nominal strength as govemed by steel strength N. Ib (kN) • 7,750 (34.5) 14,190 (63.1) 22,600 (100.5) 28,430 (126.5) 39,245 (174.6) 51,485 (229.0) 82,370 (366.4) V.. Ib (kN) 3,875 (17.2) 8,515 (.37.9) 13,560 (60.3) 17,060 (75.9) 23,545 (104.7) 30,890 (137.4) 49,425 (219.8) Reduction for seismic shear ay..w - 0.70 Strength reduction factor 0 for tension i 0.65 Strength reduction factor ¢for sheaf - 0.60 For SI: 1 Inch E 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 Ibf, 1 MPa = 145.0 psi ' Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 318-11 Eq. (D-2) and Eq. (D-29). Nuts and washers must be appropriate for the rod. 2 For use with the load combinations of ACI 318 Section 9.2, as set forth in ACI 318 D.4.3. ESR-2322 ( Most Widely Accepted and Trusted Page 10 of 40 TABLE 8—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD1 DESIGN INFORMATION Symbol Units Nominal rod diameter (In.) 7/6 I/2 6/3 3/4 7/6 1 11/4 Effectiveness factor for cracked concrete kaa in -lb (SI) 17 (7.1) Effectiveness factor for uncracked concrete k`""" in -lb (SI) 24 (10) Min. anchor spacing3 si„ in. (mm) 17/4 (48) 21/2 (64) 31/6 (79) 33/4 (95) 43/6 (111) 5 (127) 614 (159) Min. edge distance' can(mm) in. 174 (48) 2'/2 (64) 31/a (79) 33/4 (95) 4314 (111) 5 (127) 61/4 (159) Minimum member thickness h,, , in. (mm) he+ 1114 (h.r+ 30) h,r+ 2do Critical edge distance — splitting (for uncracked concrete) ca. - See Section 4.1.10 of this report. Strength reduction factor for tension, concrete failure modes, Condition B2 0 - 0.65 Strength reduction factor for shear, concrete failure modes, Condition B2 is - 0.70 For SI: 1 inch E 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.008897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi 'Additional setting information is described In Figure 5, installation instructions. 2 Values provided for post -installed anchors under Condition B without supplementary reinforcement as defined in ACI 318 Section D.4.3. 'For installations with 13/4-inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. • ESR-2322 I Most Widely Accepted and Trusted Page 11 of 40 TABLE 9-BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD" DESIGN INFORMATION Symbol Units Nominal rod diameter (in.) 3 /e /2 e /e 3 /4 718 1 1 /4 Temperature range A3 Characteristic bond strength and minimum anchor embedment in cracked concrete ritd psi (MPa) MPa 1,090 (7.5) 1,075 (7.4)(7.2) 1,045 1,000 (6.9) 920 (6.3) 850 (5.9) 730 (5.0) No. in. (mm) 23/e (60) 23/4 (70) 31/2 (79) 3'/2 (89) 31/2 (89) 4 (102) 5 (127) Nr in. (mm) 71/2 (191) 10 (254) 121/2 (318) 15 (381) 171/2 (445) 20 (508) 25 (635) Characteristic bond strength and minimum anchor embedment in uncracked concrete Psi (MPa) 2,285 (15.7) 2,235 (15.4) 2,140 (14.8) 2,065 (14.3) 2,000 (13.8) 1,945 (13.4) 1,860 (12.8) h°r•"• in. (mm) 23/e (60) 23/4 (70) 3'/e (79) 31/2 (89) 31/2 (89) 4 (102) 5 (127) h"tm"x in. (mm) 71/2 (191) 10 (254) 121/2 (318) 15 (381) 17'/2 (445) 20 (508) 25 (635) Temperature range B3 Characteristic bond strength and minimum anchor embedment in cracked concrete 2 lk`= Psi (MPa) 445 (3.1) 430 (3.0) 380 (2.6) 345 (2.4)2.2 315 ( ) 295 (2.0) 260 (1.8) hK"11" in. (mm) 23/e (60) 23/4 (70) 31/e (79) 31/2 (89) 31/2 (89) 4 (102) 5 (127) hem.. in. (mm) 71/2 (191) 10 (254) 12'/2 (318) 15 (381) 171/2 (445) 20 (508) 25 (636) Characteristic bond strength and minimum anchor embedment in uncracked concrete 2 %no. Psi (MPa) 790 (5.4) 770 (5.3) 740 (5.1) 715 (4.9) 690 (4.8) 670 (4.6) 645 (4.4) h"(mM in. (mm) 23/e (60) 234 (70) 3'/e (79) 31/2 (89) 31/2 (89) 4 (102) 5 (127) h"rna in. (mm) 7'/2 (191) 10 (254) 12'/2 (318) 15 (381) 17'/2 (445) 20 (508) 25 (636) Permissible installation conditions Dry concrete Od - 0.65 0.65 0.65 0.65 0.55 0.55 0.55 Water -saturated concrete O,s - 0.55 0.55 0.45 0.45 0.45 0.45 0.45 - - 1.0 1.0 1.0 1.0 1.0 0.99 0.94 Water -filled hole Ow - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 row - 1.00 1.00 0.96 0.91 0.87 0.84 0.79 Underwater application 06,. - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 r°,. - 0.95 0.94 0.94 0.93 0.92 0.92 0.91 For SI: 1 Inch E 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 Ibf, 1 MPa = 145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 f° s 4,500 psi. For the range 4,500 psi < Pc 5 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f° s 8,000 psi, tabulated characteristic bond strengths may be increased by 10 percent. 2 Bond strength values are for sustained Toads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 110°F (43°C), maximum long term temperature = 80°F (26°C). Temperature range B: Maximum short term temperature =162°F (72°C), maximum long term temperature = 110°F (43°C). Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by a„422,. = 0.65. ESR-2322 I Most Widely Accepted and Trusted Page 12 of 40 TABLE 10-BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES DRILLED WITH A CORE DRILL'• DESIGN INFORMATION Symbol Units Nominal rod diameter (in.) '/e 112 S/8 3/4 7/8 1 11/4 Temperature range A3 Characteristic bond strength and minimum anchor embedment In uncracked concrete l"_" psi (MPa) 1,740 (12.0) 1,705 (11.7) 1,555 (10.7) 1,440 (9.9) 1,355 (9.4) 1,280 (8.8) 1,170 (8.1) h°rm� In. (mm) 2'/8 (60) 2'/4 (70) 3'/e (79) 31/2 (89) 31/2 (89) 4 (102) ' 5 (127) hem.,,, in. (mm) 71/2 (191) 10 (254) 121/2 (318) 15 (381) 17'/2 (445) 20 (508) 25 (636) Temperature range B3 Characteristic bond strength and minimum anchor embedment in uncracked concrete � psi (MPa) 600 (4.1) 590 (4.1) 535 (3.7) 495 (3.4) 470 (3.2) 440 (3.1) 405 (2.8) h°rmn in. (mm) , 2 /s (60) , 2 /4 (70) 3 /g (79) 3 /2 (89) 3 4 (89) 4 (102) 5 (127) him in. (mm) 71/2 (191) 10 (254) 121/2 (318) 15 (381) 171/2 (445) 20 (508) 25 (636) y o ao2 H 2 E E m 2 a 2 8 Dry concrete silo - 0.65 0.65 0.55 0.55 0.55 0.45 0.45 Water -saturated concrete O,,., - 0.55 0.55 0.45 0.45 0.45 0.45 0.45 xw, - 1.00 1.00 1.00 1.00 1.00 0.95 0.88 For SI: 1 inch E 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 Ibf, 1 MPa = 145.0 psi ' Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 fr. 5 4,500 psi. For 4,500 psi < re 5 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < fe 5 8,000 psi, tabulated characteristic bond strengths may be Increased by 10 percent. 2 Characteristic bond strengths are for sustained Toads including dead and live Toads. For load combinations consisting of short-term loads such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature =110°F (43°C), maximum long term temperature = 80°F (26°C). Temperature range B: Maximum short term temperature =162°F (72°C), maximum long term temperature =110°F (43°C). Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diumal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 4 Bond strength values applicable to Seismic Design Categories A and B only. faomeisonemonmfflontmortem. The VL Series: designed for use in a dual -blower system for conveying of plastic materials; part of a complete materials handling system (pictured above if a VL5055). Process Control Corporation special- izes in equipment for bulk conveying of plastic materials. Our conveying equipment is designed to stand up to the toughest demands of your appli- cation, including high material flow rates, multiple distribution points and long conveying distances. To prevent bottle necking and ensure a continuous supply of material to any number of plant sites (silos, surge buns, processing machines, blenders, etc), Process Control engi- neers work with you to select the best equipment and integrate it into a reli- able system capable of continuous operation and guaranteed perfor- mance. The VL Series Vacuum Power Unit is designed for use as part of a com- plete dual -blower railcar or truck unloading system. The VL Series Vacuum Power Unit pulls material (using vacuum) from a source to a CH Series Transfer Sta- tion (available separately). Then, the material drops through a rotary feed- er to a blowthrough powered by a P Series Pressure Power Unit (available separately). The material is then con- veyed using pressure to one or many selected distribution points. The VL PROCESS CONTROL Series can be part of integrated mate- rials handling system designed to meet your specific needs. Process Control supplies a complete line of material handling equipment including tubing and hardware, vacu- um pumps, controllers, bolted & welded storage silos and daybins. 111 Standard Features 10 to 50 horsepower available • Positive displacement blower • T-frame TEFC motor ) Dual -stage intake filter )0. Discharge silencer designed for effective sound reduction Vacuum relief valve and gauge . Reinforced, heavy steel base plate Four-sided belt guard with remov- able access cover ) Electricals and controls in a NEMA-12 enclosure Power: 460V/3PH/60Hz )0" Outdoor service Options Special motors * Special electricals Fused disconnect panel - Proofing interlocks Level controls at storage/ use points /7- Special paint 71 i5 0.0. Vacuum Outlet J R. 0 Every unit Is factory tested before shipment. Information 15 subject to change without notice. Speciflc reps foe. SSSeeries U°cuun werer 11 n it Model Number HP(KW)Weight Dimensions - Inch (mm) Shipping Ibs. (kg) A B C D VL1025 10 (7.5) 2.5 (64) 55.0 (1397) 29.0 (732) 60.0 (1524) 1595 (725) VL1530 15 (11.3) 3.0 (76) 78.0 (1981) 36.0 (914) 78.0 (1981) 2321 (1,055) VL2035 20 (15.0) 3.5 (89) 2684 (1,220) VL2540 25 (18.8) 4.0 (102) 2805 (1,275) VL3045 30 (22.5) 4.5 (114) 93.0 (2362) 3102 (1,410) VL4050 35 (26.3) 5.0 (127) 3190 (1,450) VL5055 40 (30.0) 5.5 (140) _ 84.0 (2134) 42.0 (1067) 106.4 (2692) 3795 (1,725) PROCESS CONTROL Corporation World Headquarters 6875 Mimms Drive, Atlanta, GA. 30340 USA Tel: (770) 449-8810 Fax: (770) 449-5445 www.process-control.com Process Control China Limited Guangzhou, GuangOong Province, China TEL: +8620 28395688 FAX: +8620 28395773 Process Control GmbH Birslein, Germany TEL: +49-6054-91 29-0 FAX: -49-6054-91 29-99 \tin9a8 APPLIES 10 104041010 AND 113r0N0CS. 2. 6KAX All SWOP 6116C1. Pt101Vr ILL Ian 0010 Vilna 3. ROOM Dam PROCESSICONTROL CORPORATION MAMA. G VACUUM POWER UNIT • A `rJ 111115 146341 UMW igi 111Nal Prol rammimmommimomv 1 mtul 17.384 1NL451 • VPU, 50P, 6.11 OD LN 61.113 BNSl]1 moo ■SOOP■ N.11S 122■A21 • • u 01741 i .24" �i ^ PROCESS CONTROL CORPORATION 'mom ei AILMI&CA VACUUM POWER UNIT ■.,■.,,.,.� 50 HP, 6.0 LINE a'. rb DON yx Non1` ILL sly AP 11 APB 14 VL51111112 Wu SIM luau 3.1■0 O. - r av1r.OW p.125 VP562100I0 2 IT21- i T1rP Series preisurermit for awytigplasticrrnteoials 6: iaurelis a P3040) Process Control Corporation special- izes in equipment for conveying plas- tic materials. Our equipment is designed to stand up to the toughest demands of your application, includ- ing high material flow rates, multiple distribution points and long convey- ing distances. To prevent bottle necking and ensure a continuous supply of material to any number of plant sites (silos, surge bins, processing machines, blenders, etc.), Process Control engi- neers work with you to select the best equipment and integrate it into a reli- able system capable of continuous operation and guaranteed perfor- mance. Our P Series Pressure Power Unit is designed for quiet, reliable perfor- mance in a pressure conveying sys- tem or as part of a dual -blower vacu- um/ pressure system. Typical appli- cations include railcar/ truck unload- ing and in -plant distribution systems. Eleven standard P Series units are available, with horsepower ratings from two to fifty. Process Control supplies a complete line of material handling equipment including tubing and hardware, vacu- um pumps, controllers, bolted & welded storage silos and daybins. Standard Features »'?• 2 to 50 horsepower available Positive displacement blower T-Frame motor Intake- and pressure -side silencer PROCESS CONTROL - Reinforced, heavy steel base plate NEMA-12 electrical/control enclosure » Cartridge type, intake -side air filter Adjustable pressure switch with diaphragm -piston transducer. Four-sided belt guard with removable access cover Options Special motor I,. Level controls at storage or use point Special electricals Special paint Heat exchanger for cooling conveying air. Every unit is factory tested before shipment. Information is subject to change without notice. Model Number HP (KW) Dimensions - Inch (mm) Shipping Weight Ibs. (kg) A B C D P0220 2 (1.5) 2.0 (51) 57.5 (1461) 16.0 (408) 34.4 (874) 450 (204) P0320 3 (2.25) 55.0 (1397) 20.0 (508) 38.0 (965) 475 (216) P0525 5 (3.75) 2.5 (64) 75.0 (1905) 575 (261) P0725 7.5 (5.6) 72.8 (1850) 21.0 (533) 36.6 (930) 625 (284) P1025 10 (7.5) 800 (363) P1530 15 (11.25) 3.0 (76) 86.5 (2197) 24.5 (622) 46.4 (1179) 1100 (499) P2035 20 (15) 3.5 (89) 102.0 (2591) 28.0 (711) 52.0 (1321) 1300 (590) P2540 25 (18.75) 4.0 (102) 1400 (635) P3040 30 (22.5) 29.0 (737) 1500 (680) P4045 40 (30) 4.5 (114) 34.0 (864) • 54.0 (1371) 1600 (726) P5045 50 (37.5) 119.0 (3023) 48.3 (1.226) 1700 (771) PROCESS CONTROL. Corporation World Headquarters 6875 Mimms Drive, Atlanta, GA 30340 USA Tel: (770) 449-8810 Fax: (770) 449-5445 www.process-control.com Process Control Chine Limited Guangzhou, GuangDong Province, Chino TEL• +8620 28395688 FAX: +8620 28395773 Process Control GmbH Birstein, Germany TEL: +49-6054-91 29-0 FAX: +49-6054-91 29-99 PSERIES090S SECTION BOSS SECTION A -A PROCESS CONTROL CORPORATION PRESSURE POVER UNIT ROOM SV12, GALS PRDCESS Cl4TRl. PRESSURE POVER UNIT The CH Series: designed for use witb a dual blower conveying system Process Control Corporation special- izes in equipment for bulk conveying of plastic materials. The equipment is designed to stand up to the tough- est demands of your application, including high material flow rates, multiple distribution points and long conveying distances. The CH Series transfer station, with cyclone, is designed for use in dual blower conveying systems. Used in conjunction with the VL Series vacu- um pump and P series pressure pump (both available separately), the CH Series is used to transfer the material from the vacuum part of the system to the pressure part of the system. The VL pump creates the vacuum which pulls the material from a railcar or truck into the cyclone mounted on top of the transfer station. The material then drops down, through a rotary airlock feeder, into a blow through assembly. The P series then applies the pres- PR:ICEBB CONTROL sure to convey the material to its storage point, silo or daybin. Process Control engineers are always avail- able to assist you in designing the best system to meet your application. Process Control supplies a complete line of material handling equipment including tubing and hardware, vacu- um and pressure pumps, controllers, silos and daybins.E Standard Features feeder with shear elimina- tor and vent Polyphase gearmotor Power: 460V/3Ph/60Hz High efficiency cyclone designed for air flow as required > Level control rotary vane, electro- mechanical type > Four-sided chain guard w/remov- able access cover Reinforced heavy steel base plate - Mild steel construction Options » Special motor »^ Special electricals ' Epoxy coating Stainless steel construction »• Special paint Baghouse type filter A O.D. MATERIAL jj' INLET ,1...__.._. _._.__ _ j G U.D. VACUUM OUTLET TOP VIEW C O.D. AIR/ MATERIAL AR/MATERIAL i OUTLET Every unit is factory tested before shipment. Information is subject to change without notice. '}9rAA$ $' '" fxp'+3`' ,r. o ukt°e+f+.,e s4' e` 'i'' a 2A f a if t oar T Series,Trans fer S tatrOr '' . .. $Fi a `'4 `S'{v v 4 x .. ' Rotary Dimensions - Inch (mm) Shipping Model Feeder Weight Hp A& B C D E F G H J Ibs. (kg) CH25 825_ - 75 (kw) 2.50 (64) 2.50 45.50 (1149) 23.00 (584) 115.00 (2921) 113.75 (2889) 103.50 (2629) 1217 (553) CH30_1025_ 3.00 (64) 123.00 119.97111.30 1626 1.0 (kw) (76) 48.25 26.50 (3124) (3047) (2827) (739) 3.50 3.00 (1226) (673) 123.25 121.74112,72 1639 CH35_1030_ (89) (76) (3131 } 9.41 (3092) (2863) (745) 4.00 3.50 131.00 (239) 112.36126.65 1826 CH40_1235_ 1.5 (kw) (102) (89) 49.75 30.50 (3327) (2854) (3217) (830) 4.50 (1264) (774) 132.25 103.34112.60 1837 CH45_1240_ (114) 4.00 (3359) (2625) (2860) (835) 5.00 (102) 147.50 2123 CH50_1440_ 2.0 (kw) (127) 51.50 36.50 (3747) 119.72 130.72 (965) 5.50 4.50 (1308) (927) 148.25 (3041) (3320) 2174 CH55_1445_ (140) (114) - (3766) (988) PR C ' S CQNT[! CI: rporaIliC.1n Wpr-14 F.itoiliOgivr,}rtflrr_+ ,77::t. 449 •H8'' 3Ft:7: (77:' .:.i'' 5445 w a=.cr=o7.-„ rc.. ;r._i.aar Pra n:ss,tontrol China. Limited OVA ux.)f; ), L li;v:rj TEL: i>?< ') 2: 395?t88 FAO( 1 .i.2i.1 2,639.57 73 Pr Qoes= Control 'G rnlaH fa:'S16.1, C.,;8n itW.!? 7f I: ? 1 4;0.51-91 :?9_t`:. (..•":;8; . ? i.ii .l_c1 29- GISEIUES09O8 ,n32lp LIN1528D T137.106 (3482.49). (23281 (59L341) 7.a37 (201.60)) 121.250 C539 751) T21. 38 L544.538 CO5.010 1127/11111 N01E:, 1. ANSI Y14.514 - 1982 APPLIES 10 RNENSIONS AND TOLERANCES 2. MAX AT. SHARP EDGES. REMOVE ALL BURRS t SPLINTERS. 1--126.0170 (660.40))--I <30.750 (781157)— . 143.000 11092203) 1&938 (22713I1 I I I I F- (24.875 1631.830 --I •RRYMICR Rowla RtXMs1 R. ASSY. )CFR STA_ I• X I• RTRY FOR. 5. 0 mLOV—TIIR1J,CV1I (12 (3145.94)) All AG Ar AD AC AD AA RV11106 Rtv. I m6 I Niowie. I n I Alt AD86310000 CO293 00186 N0287 W0186 V0(85 B0630 RF03910000 G5001D0000 IPI06010000 GS06100000 C1240 C1304 OS07310000 V0184 V0183 88618 D0107 RF13510000 RF13210000 n14) TS148X000r C0163 51635N W0267N 32 32 64 32 3 16 16 16 VL0131, AIPTR. SD' P1PE TO 61' TUBE CPL6. CPRSR.3 DOLT, 5.562 DIA, NEOPRN DECK. DIRECTIONAL ARROW NUT. /CX..50-13UNC. STL VS2RLOCK-50 VSM4f3T-50 DOLT. HEX N0..50 X 13 X 125 LG ASSYSNEAR PRe1ECTON.14X14 Rr GASKET. NEOPRENE. I700X17.0D VLONT. SRO 11PR. 3.50 CURT. GASKET. DOTTED! FLANGE PADDLE, CONTROL. LEVEL, ROTARY. INSERTABLE CONTROL. LEVEL. ROTARY POWER PAK. 115/50/68 6SKT. r16, 14x14 Rr VSIRLOCK-375 VSMILT-375 DOLT..375-16 X 11 LG DECAL. PCC LOGO 111 9.812 X 4.062 V1.ONI. BLDV-TIRU.510 0O. 14 X 14 RTRY FDR.CS VLp11. BASE. 14 X 14 ROT FOR, NVY DUTY r(R. ROTARY. 14%14 NOX. 21RPN. 21P XOSERVC.41 ID. CLR. V/SIATIC WIRE X 56.0 LG CL4NP.IIDSE 21 10 9.075 r25 SCRVlEx ND. N10 X 221M, 337E VSNRLOCKAIW 21 FT X2409 V026814 6 V51R.FLT W O CVIIC102 !RA I10, 0.•CRI S :C RCA RNIXIS lu NC RIAS Olin -OWN NERCO.. URN C„0,utCRI l)#ON *llp, REMA15111 ORr*i[0 rOSC1, RINIPACVIINW ISI(0 RM0SIO.S rOR RRRESS CO,IRO. CR. PIMA, Id, O MC Peen. TIWROACW, MIX ROMP ORCRVlx. TRR10LL 0- V1f adaLYLAR IL1044. I- lV'IMC• alL art. RILLKICRF ASSY.CYC.23.0,11/610 INL 1210UT RCXRYII 1, ,.TRIPE 046 041 © PROCESS CONTROL CORPORATION ATLANTA. GA CAC ASSEMBLY, TRANSFER STATION. WITH 14 X 14 ROTARY FEEDER, 5.0 BLOW-THRU, CY11 PAW. wet V W 04 APR 14 RCOt9 (Alt 046811145001 R61R O* RR sot& 119 ARROYO, MX R•V(6 TS15110000 LOCI In, Of 1 City of Tukwila Department of Community Development 11/3/2014 SCOTT BRUIOTTE 17100 WEST VALLEY HY TUKWILA, WA 98188 RE: Permit No. D14-0175 REDI-BAG INC 17100 WEST VALLEY HY 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 12/27/2014. 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 12/27/2014, 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, )\ffff Jen Per File No: D14-0175 ifer Marshall it Technician 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: D14-0175 PROJECT NAME: REDI-BAG INC DATE: 06/10/2014 SITE ADDRESS: 17100 WEST VALLEY HY X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division mg P1h N�A (�o• •t� Public Works km A42 (iv/Hui ok /PP Fire Prevention e Planning Division Structural Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/12/14 Structural Review Required REVIEWER'S INITIALS: DATE: C APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/10/14 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 DIVINE BY DESIGN Page 1 of 2 0 Washington State Department of Labor & Industries DIVINE BY DESIGN Owner or tradesperson WALSH, SANDRA EILEEN Principals WALSH, SANDRA EILEEN, OWNER Doing business as DIVINE BY DESIGN WA UBI No. 602 960 957 7811 148th st. ct. e. PUYALLUP, WA 98375 253-327-8812 PIERCE County Business type Individual License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties LANDSCAPING License no. DIVIND*879PP Effective — expiration 10/17/2013-10/17/2015 Bond American Contractors Indem CO Bond account no. 100138479 Received by L&I 10/17/2013 Insurance Ohio Cas Ins Co Policy no. BKS55874848 Received by L&I 12/06/2013 Insurance history Savings No savings accounts during the previous 6 year period. $6,000.00 Effective date 10/16/2013 Expiration date Until Canceled $1,000,000.00 Effective date 12/04/2013 Expiration date 12/04/2014 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602960957&LIC=DIVIND* 879PP&SAW= 06/30/2014